CN108952765B - Construction method for advanced support of super-large pipe shed on water-rich sand layer - Google Patents
Construction method for advanced support of super-large pipe shed on water-rich sand layer Download PDFInfo
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- CN108952765B CN108952765B CN201810791015.2A CN201810791015A CN108952765B CN 108952765 B CN108952765 B CN 108952765B CN 201810791015 A CN201810791015 A CN 201810791015A CN 108952765 B CN108952765 B CN 108952765B
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- 238000010276 construction Methods 0.000 title claims abstract description 45
- 239000004576 sand Substances 0.000 title claims abstract description 31
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 29
- 239000011440 grout Substances 0.000 claims abstract description 45
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 17
- 239000010959 steel Substances 0.000 claims abstract description 17
- 238000005553 drilling Methods 0.000 claims abstract description 12
- 239000004567 concrete Substances 0.000 claims description 32
- 238000007711 solidification Methods 0.000 claims description 18
- 230000008023 solidification Effects 0.000 claims description 18
- 239000002002 slurry Substances 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 2
- 239000000853 adhesive Substances 0.000 claims 1
- 230000001070 adhesive effect Effects 0.000 claims 1
- 239000010410 layer Substances 0.000 description 25
- 238000000034 method Methods 0.000 description 8
- 239000011150 reinforced concrete Substances 0.000 description 8
- 239000002689 soil Substances 0.000 description 7
- 238000007569 slipcasting Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 239000003292 glue Substances 0.000 description 2
- 239000007788 liquid Substances 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 239000002990 reinforced plastic Substances 0.000 description 2
- 239000011435 rock Substances 0.000 description 2
- UXVMQQNJUSDDNG-UHFFFAOYSA-L Calcium chloride Chemical compound [Cl-].[Cl-].[Ca+2] UXVMQQNJUSDDNG-UHFFFAOYSA-L 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 229910001628 calcium chloride Inorganic materials 0.000 description 1
- 239000001110 calcium chloride Substances 0.000 description 1
- 235000013601 eggs Nutrition 0.000 description 1
- 230000001681 protective effect Effects 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
- 230000003014 reinforcing 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
-
- 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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Mining & Mineral Resources (AREA)
- Civil Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention provides a construction method for advanced support of an oversized pipe shed in a water-rich sand layer, which comprises the following steps of S1) forming a -th guide hole with the 1-th depth on a wall body of a -th underground diaphragm wall at an inclination angle of 0, S2) installing and fixing a guide steel pipe into a -th guide hole, S3) installing a grout stop valve at a pipe orifice of the guide steel pipe, S4) continuously drilling along the drilling direction of a -th guide hole into the wall body of a second underground diaphragm wall to form a pipe shed grouting hole, wherein the depth of the pipe shed grouting hole drilled into the wall body of the second underground diaphragm wall is the second depth, S5) sequentially grouting the pipe shed grouting hole and a -th guide hole with -th grouting pressure to finish the -time grouting operation, S6) jacking the pipe shed grouting hole and the -th guide hole, jacking the pipe shed grouting hole through -th guide hole, jacking the pipe shed grouting hole into 7) and grouting steel bar cage S8) again to fill the second pipe shed.
Description
Technical Field
The invention relates to the field of tunnel construction, in particular to a construction method for advanced support of super-large pipe sheds on a water-rich sand layer.
Background
When a tunnel is constructed in a weak broken surrounding rock stratum (such as a weak sandy soil stratum and sand eggs), the tunnel excavation causes large deformation of the surrounding rock, and the construction method is usually to construct advance supports in advance.
However, for special geological environments, for example, when a water-rich sand layer is encountered, because the fluidity of soil is very strong, if the existing pipe shed method is adopted for advance support, the flowing soil is easy to gush into the pipe shed through the grouting holes on the pipe shed to cause the blockage of the pipe shed, the subsequent processes can not be smoothly carried out, and further the construction efficiency and the support effect of the whole tunnel are influenced.
Disclosure of Invention
The invention aims to provide a construction method for the advanced support of super-large pipe sheds on a water-rich sand layer, which can solve the problem that soil of the water-rich sand layer is easy to flow into a pipe shed through a grouting hole on the pipe shed to cause the blockage of the pipe shed when the super-large pipe shed is adopted for the advanced support on the water-rich sand layer, and improve the construction efficiency and the support effect of a tunnel.
In order to achieve the above object, an embodiment of the present invention provides construction methods for advance support of an oversized pipe shed in a water-rich sand layer, where the oversized pipe shed is used for advance support when a water-rich sand layer underground tunnel passes through a ground surface building or a ground surface road, two ends of the underground tunnel are provided with a th underground diaphragm wall and a second underground diaphragm wall in parallel, and the construction methods include the following steps:
s1) forming a th guide hole with a th depth on the th diaphragm wall at a th inclination angle;
s2) installing and fixing a guide steel pipe into the th guide hole;
s3) installing a grout stop valve at the pipe orifice of the guide steel pipe;
s4) continuously drilling along the drilling direction of the guide hole to the wall body of the second underground diaphragm wall to form a pipe shed grouting hole, wherein the depth of the pipe shed grouting hole drilled into the wall body of the second underground diaphragm wall is a second depth;
s5) grouting at th grouting pressure in the pipe shed grouting hole and the th guide hole in sequence to finish th grouting operation;
s6) when the concrete in the pipe shed grouting hole and the th guide hole reaches a primary solidification state, jacking the pipe shed into the pipe shed grouting hole through the th guide hole;
s7) placing a reinforcement cage into the pipe shed;
s8) grouting again into the pipe shed at the second grouting pressure to finish the second grouting operation.
Preferably, the ratio of the th depth to the th diaphragm wall thickness is 0.5:1 to 0.95: 1.
Preferably, the steel guide pipe is fixed by using bar planting glue in step S2).
Preferably, the step S5) sequentially injects slurry into the pipe shed grouting hole and the th guiding hole at th grouting pressure to complete th grouting operations, including:
and (4) sequentially grouting the pipe shed grouting hole and the th guide hole from inside to outside through a grouting hole grouting pressure while withdrawing the drill rod after the step S4) is finished.
Preferably, the grouting pressure of in the step S5) is 0.5-1.5 MPa.
Preferably, the second grouting pressure in the step S8) is 0.5 to 2 Mpa.
Preferably, the step S5) sequentially grouting at th grouting pressure into the pipe shed grouting hole and the th guiding hole to complete th grouting operations, further comprising:
after the completion of the grouting for the th time period, the degree of solidification of the concrete slurry was detected.
Preferably, the th time period is 1-3 hours.
The construction method for the advance support of the oversized pipe shed on the water-rich sand layer provided by the invention has the advantages that the construction of the advance support of the oversized pipe shed on the water-rich sand layer is completed by adopting a twice grouting mode, after a guide hole and a pipe shed grouting hole are drilled, grouting is carried out in a guide hole and a pipe shed grouting hole, after the grouting is completed for times, concrete grout fills the whole guide hole and the pipe shed grouting hole, after the grout gradually reaches a primary solidification state, the guide hole and the pipe shed grouting hole can be preliminarily pre-reinforced, the situation that the soil mass of the water-rich sand layer flows everywhere to damage a guide hole and the pipe shed grouting hole is prevented, when the primary solidification state is reached after the concrete grout injected for times is continuously solidified for a time period, the pipe shed is jacked into the pipe shed grouting hole through the 365 guide hole, the pipe shed grouting hole is jacked into the pipe shed due to the fact that the primary grout is not completely solidified and has the settled compared with the concrete grout in the water-rich sand layer, when the concrete grout is continuously solidified for the time, the primary grouting is injected into the pipe shed, the construction of the pipe shed is not blocked, the construction of the pipe shed, the pre-rich sand layer, the construction of the pipe shed, the pipe shed can be jacked, the construction can be easily blocked by adopting the pre-built-reinforced concrete, and the pre-reinforced concrete, and the construction of the pipe shed, the pre-reinforced concrete, the pre-reinforced plastic grouting method can be easily, and the construction of the pipe shed, and the pre-reinforced concrete, the construction of the pipe shed, and the pipe shed, the construction of.
Additional features and advantages of the invention will be set forth in the detailed description which follows.
Drawings
Fig. 1 is a flow chart of the construction method of the super large pipe shed in the advance support of the water-rich sand layer provided by the invention.
Detailed Description
The following detailed description of embodiments of the invention refers to the accompanying drawings. It should be understood that the detailed description and specific examples, while indicating the present invention, are given by way of illustration and explanation only, not limitation.
It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
In the present invention, unless specified to the contrary, use of the terms of orientation such as "upper, lower, top, bottom" or the like are generally described with respect to the orientation shown in the drawings or the positional relationship of the components with respect to each other in the vertical, or gravitational direction.
The present invention will be described in detail below with reference to the embodiments with reference to the attached drawings.
FIG. 1 is a flow chart of a construction method of an oversized pipe shed in advance support of a water-rich sand layer, the construction method of the oversized pipe shed in advance support of the water-rich sand layer is provided by the embodiment of the invention, the oversized pipe shed is used for advance support when an underground excavated tunnel of the water-rich sand layer passes through an earth surface building or an earth surface road, and a second underground diaphragm wall and two ends of the underground excavated tunnel are arranged in parallel, the construction method comprises the following steps of S1) forming a -th guide hole with -th depth on a wall body of an 85ground diaphragm wall at an -th inclination angle, S2) filling and fixing a guide steel pipe into a -th guide hole, S3) installing a grout stop valve at a pipe orifice of the guide steel pipe, S4) continuously drilling a hole along a drilling direction of a -th guide hole to form a pipe grouting hole in a wall of the second underground diaphragm wall, the pipe grouting hole reaches a second underground diaphragm wall after the pipe shed is drilled into the second underground diaphragm wall, S638-th guide hole is grouted into a second underground diaphragm wall, and the second underground diaphragm wall is grouted into a second guide hole 3527, the second underground diaphragm wall is grouted by a second grouting operation of the guide hole 638) and a second grouting operation is completed by a second grouting operation of a second grouting cage, S638) after the second grouting operation of the second grouting cage is completed by a second grouting operation of the second grouting cage, S638) through a second grouting operation of the second grouting cage, the second grouting operation of the second grouting cage.
The construction method for the advance support of the oversized pipe shed on the water-rich sand layer provided by the invention has the advantages that the advance support of the pipe shed on the water-rich sand layer is realized by adopting a twice grouting mode, after a th guide hole and a pipe shed grouting hole are drilled, concrete grout is injected into a th guide hole and the pipe shed grouting hole, the whole th guide hole and the whole pipe shed grouting hole are filled with the injected concrete grout, the th guide hole and the pipe shed grouting hole are pre-solidified, the soil of the water-rich sand layer is prevented from flowing, after the concrete grout in an th guide hole and the pipe shed grouting hole reaches a primary solidification state, the pipe shed is jacked into a th guide hole and the pipe shed grouting hole which are filled with the concrete grout, the concrete grout injected for the th time is primarily solidified but is not fully hardened and has the plasticity determined by , so that the pipe shed is very easy to be jacked into a th guide hole and the pipe shed grouting hole which are filled with the concrete grout, then, a built-in pipe shed, a pipe shed grouting cage is grouted into a pipe shed, and a second grouting gap between the pipe shed and the pipe shed is filled with the built-in a pipe shed, and a pipe shed grouting cage is filled with the pipe shed, and a second grouting cage, and a second grouting gap.
When an oversized pipe shed is used for advance support, firstly, a th guide hole with the th depth is drilled in the wall body of the th diaphragm wall, and preferably, the ratio of the th depth to the th diaphragm wall thickness is 0.5:1-0.95:1
In cases, th diaphragm wall thickness is 100cm, a th th guiding hole is drilled on the th diaphragm wall body at the th inclination angle, a th guiding hole is drilled to penetrate the reinforcing steel bar in the th diaphragm wall body, the th depth is 95cm, a 5cm allowance is reserved, the 5cm thickness is used as a protective layer to prevent sand water from flowing out, in order to prevent the distance between the center of the bottom of the hole of the pipe shed grouting hole drilled in the subsequent drilling process and the center of the tunnel from being smaller than the distance between the hole and the center of the tunnel, the th inclination angle is set to be 3-5 degrees.
And (3) after the th guide hole is drilled, a guide steel pipe is installed into the th guide hole so that the guide steel pipe is fixed in the th guide hole, preferably, steel bar planting glue is adopted to fix the guide steel pipe in the step S2), a grout stop valve is installed at the pipe orifice of the guide steel pipe, specifically, a flange plate is welded at the pipe orifice of the guide steel pipe, the grout stop valve is installed through the flange plate, and more specifically, the grout stop valve can be a knife-shaped grout stop gate valve and is used for quickly closing the pipe orifice when the grouting hole of the pipe drilling shed, the th grouting and the second grouting or water and sand gushing occur and temporarily closing the pipe orifice when the working procedure is switched.
And (3) continuously drilling holes in a th guide hole along the drilling direction of a th guide hole to form a pipe shed grouting hole, wherein in order to ensure that the pipe shed after construction can achieve enough supporting strength, the formed pipe shed grouting hole is drilled into the wall body of the second underground diaphragm wall, and the depth of the formed pipe shed grouting hole drilled into the wall body of the second underground diaphragm wall is necessarily more than or equal to two thirds of the thickness of the wall body of the second underground diaphragm wall.
And pre-reinforcing the grouting holes of the pipe shed in the gradual solidification process of the concrete grout injected at the th time, wherein the cement, water and calcium chloride in the concrete grout used in the th time of grouting are prepared in a ratio of 1: 0.02 in order to accelerate the solidification of the concrete grout injected at the th time, the pipe shed grouting holes filled with the th time of grouting can be jacked into the pipe shed from the th time of grouting into the th guide hole after the concrete in the pipe shed grouting holes and the st guide hole reaches a primary solidification state, at the moment, the grout in the th time of grouting is not completely hardened but has plasticity determined by , so that the concrete grout cannot flow into the pipe shed when jacking into the pipe shed, the blockage of the pipe shed is avoided, reinforcing steel bars are embedded into the pipe shed to improve the bending resistance of the pipe shed after jacking into the pipe shed, and the concrete grout is injected into the pipe shed at the second time of grouting, preferably at a pressure of 5392.5-8).
Under the effect of second slip casting pressure, the inside pipe canopy and the slip casting mouth on the pipe canopy of following of concrete thick liquid pours into the pipe canopy and guiding hole, the clearance between the pipe canopy slip casting hole gradually, fill up the space when slip castings, the used concrete thick liquid of the slip casting of second time solidifies the back, pipe canopy advance support is accomplished promptly, in order to satisfy supporting strength, the water-cement ratio is 1: 1 in the concrete of the slip casting of second time.
In embodiments, a retreating grouting method is used to grout into the pipe shed grouting hole and the th guide hole.
Preferably, the step S5) of grouting at th grouting pressure into the pipe shed grouting hole and the th guide hole in sequence to finish the th grouting operation comprises the step of grouting at th grouting pressure into the pipe shed grouting hole and the th guide hole from inside to outside in sequence through the grouting holes in the drill rod while withdrawing the drill rod after the step S4) is finished.
Preferably, step 5) grouting at grouting pressure in the pipe shed grouting hole and the th guide hole in sequence to complete th grouting operation, and further comprising detecting the solidification degree of concrete grout after the completion of the grouting for th time period, preferably, the th time period is 1-3 hours, and judging whether the concrete grout reaches the primary solidification state or not by detecting the solidification degree of the concrete grout, according to the technical scheme of the invention, opening the grout stop valve after the completion of the grouting for th time period, checking whether the grout flows out from the th guide hole after waiting for 3-5 minutes, if no grout flows out, judging that the solidification degree of the grout in th grouting enables the concrete to reach the solidification state, at the moment, jacking the pipe shed into the pipe shed grouting hole, if no grout flows out from the th guide hole, judging that the concrete does not reach the primary solidification state, closing the grout stop valve, checking whether the grout flows out every th time period, stopping the grouting until no grout flows out, and checking whether the grout flows into the pipe shed.
The construction method for the advance support of the oversized pipe shed on the water-rich sand layer provided by the invention has the advantages that the construction of the advance support of the oversized pipe shed on the water-rich sand layer is completed by adopting a twice grouting mode, after a guide hole and a pipe shed grouting hole are drilled, grouting is carried out in a guide hole and a pipe shed grouting hole, after the grouting is completed for times, concrete grout fills the whole guide hole and the pipe shed grouting hole, after the grout gradually reaches a primary solidification state, the guide hole and the pipe shed grouting hole can be preliminarily pre-reinforced, the situation that the soil mass of the water-rich sand layer flows everywhere to damage a guide hole and the pipe shed grouting hole is prevented, when the primary solidification state is reached after the concrete grout injected for times is continuously solidified for a time period, the pipe shed is jacked into the pipe shed grouting hole through the 365 guide hole, the pipe shed grouting hole is jacked into the pipe shed due to the fact that the primary grout is not completely solidified and has the settled compared with the concrete grout in the water-rich sand layer, when the concrete grout is continuously solidified for the time, the primary grouting is injected into the pipe shed, the construction of the pipe shed is not blocked, the construction of the pipe shed, the pre-rich sand layer, the construction of the pipe shed, the pipe shed can be jacked, the construction can be easily blocked by adopting the pre-built-reinforced concrete, and the pre-reinforced concrete, and the construction of the pipe shed, the pre-reinforced concrete, the pre-reinforced plastic grouting method can be easily, and the construction of the pipe shed, and the pre-reinforced concrete, the construction of the pipe shed, and the pipe shed, the construction of.
The preferred embodiments of the present invention have been described in detail with reference to the accompanying drawings, however, the present invention is not limited to the specific details of the above embodiments, and various simple modifications can be made to the technical solution of the present invention within the technical idea of the present invention, and these simple modifications are within the protective scope of the present invention.
It should be noted that the various technical features described in the above embodiments can be combined in any suitable manner without contradiction, and the invention is not described in any way for the possible combinations in order to avoid unnecessary repetition.
In addition, any combination of the various embodiments of the present invention is also possible, and the same should be considered as the disclosure of the present invention as long as it does not depart from the spirit of the present invention.
Claims (8)
- The construction method of the advance support of the super large pipe sheds on the water-rich sand layer is characterized by comprising the following steps of:s1) forming a th guide hole with a th depth on the th diaphragm wall at a th inclination angle;s2) installing and fixing a guide steel pipe into the th guide hole;s3) installing a grout stop valve at the pipe orifice of the guide steel pipe;s4) continuously drilling along the drilling direction of the guide hole to the wall body of the second underground diaphragm wall to form a pipe shed grouting hole, wherein the depth of the pipe shed grouting hole drilled into the wall body of the second underground diaphragm wall is a second depth;s5) grouting at th grouting pressure in the pipe shed grouting hole and the th guide hole in sequence to finish th grouting operation;s6) when the concrete in the pipe shed grouting hole and the th guide hole reaches a primary solidification state, jacking the pipe shed into the pipe shed grouting hole through the th guide hole;s7) placing a reinforcement cage into the pipe shed;s8) grouting again into the pipe shed at the second grouting pressure to finish the second grouting operation.
- 2. The construction method according to claim 1, wherein the ratio of the th depth to the th diaphragm wall thickness is 0.5:1-0.95: 1.
- 3. The construction method according to claim 1, wherein the steel guide pipe is fixed by using a bar planting adhesive in step S2).
- 4. The construction method according to claim 1, wherein the step S5) of grouting at th grouting pressure into the pipe shed grouting hole and the th guiding hole in sequence to complete grouting operations comprises:and (4) sequentially grouting the pipe shed grouting hole and the th guide hole from inside to outside through a grouting hole grouting pressure while withdrawing the drill rod after the step S4) is finished.
- 5. The construction method according to claim 1, wherein the grouting pressure of step S5) is 0.5-1.5 Mpa.
- 6. The construction method according to claim 1, wherein the second grouting pressure in step S8) is 0.5-2 Mpa.
- 7. The construction method according to claim 4, wherein the step S5) of grouting at th grouting pressure into the pipe shed grouting hole and the th guiding hole in sequence to complete grouting operations, further comprises:after the completion of the grouting for the th time period, the degree of solidification of the concrete slurry was detected.
- 8. The construction method according to claim 7, wherein the th time period is 1-3 hours.
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| CN201810791015.2A CN108952765B (en) | 2018-07-18 | 2018-07-18 | Construction method for advanced support of super-large pipe shed on water-rich sand layer |
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| CN201810791015.2A CN108952765B (en) | 2018-07-18 | 2018-07-18 | Construction method for advanced support of super-large pipe shed on water-rich sand layer |
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| CN111379571A (en) * | 2018-12-30 | 2020-07-07 | 中铁十四局集团有限公司 | Pipeline, pipe shed structure and pipe shed construction method with same |
| CN113217026A (en) * | 2021-05-21 | 2021-08-06 | 瑞腾基础工程技术（北京）股份有限公司 | Construction method for secondary grouting of tunnel leading large pipe shed |
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| KR100507729B1 (en) * | 2003-03-19 | 2005-08-09 | 구영숙 | Process for setting up structures for excavation of underground |
| CN102808627A (en) * | 2012-09-07 | 2012-12-05 | 中国建筑第八工程局有限公司 | Underground excavation construction method of steel pipe shed |
| CN103628888A (en) * | 2013-11-28 | 2014-03-12 | 中铁十三局集团有限公司 | Stability augmentation and solidification method for large-section water-rich saturation fine-silt railway tunnel |
| CN104453946B (en) * | 2014-11-19 | 2017-03-22 | 北京首尔工程技术有限公司 | Advanced reinforcing construction method for building tunnel in soft surrounding rock |
| CN104806267B (en) * | 2015-04-29 | 2017-10-03 | 中铁第一勘察设计院集团有限公司 | The shield end reinforcement system and its construction method of land pebble stratum super-front large pipe shed |
| CN105298517A (en) * | 2015-11-21 | 2016-02-03 | 中铁二十局集团第二工程有限公司 | Soft and weak wall rock tunnel advance reinforced support construction method |
| CN205477639U (en) * | 2015-12-21 | 2016-08-17 | 中交第一公路勘察设计研究院有限公司 | A highway tunnel supporting construction that is used for wind to amass sand ground layer |
| CN107916935B (en) * | 2017-11-13 | 2024-01-23 | 浙江大学城市学院 | Soil body composite reinforcement structure for soft soil shield to penetrate existing subway and construction method |
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