CN108952729B - Rapid hole entering method for mountain tunnel construction - Google Patents
Rapid hole entering method for mountain tunnel construction Download PDFInfo
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- CN108952729B CN108952729B CN201810654134.3A CN201810654134A CN108952729B CN 108952729 B CN108952729 B CN 108952729B CN 201810654134 A CN201810654134 A CN 201810654134A CN 108952729 B CN108952729 B CN 108952729B
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- tunnel
- jacking
- prefabricated
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- jack
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- 238000010276 construction Methods 0.000 title claims abstract description 40
- 238000000034 method Methods 0.000 title claims abstract description 31
- 239000011435 rock Substances 0.000 claims abstract description 23
- 239000004567 concrete Substances 0.000 claims abstract description 19
- 239000002893 slag Substances 0.000 claims abstract description 10
- 238000005259 measurement Methods 0.000 claims abstract description 6
- 239000002689 soil Substances 0.000 claims abstract description 6
- 238000007599 discharging Methods 0.000 claims abstract description 5
- 229910000831 Steel Inorganic materials 0.000 claims description 10
- 239000010959 steel Substances 0.000 claims description 10
- 238000005422 blasting Methods 0.000 claims description 4
- 239000002002 slurry Substances 0.000 claims description 4
- 229910000278 bentonite Inorganic materials 0.000 claims description 2
- 239000000440 bentonite Substances 0.000 claims description 2
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 claims description 2
- 239000004568 cement Substances 0.000 claims description 2
- 230000005641 tunneling Effects 0.000 claims description 2
- 230000007547 defect Effects 0.000 abstract description 2
- 230000002787 reinforcement Effects 0.000 abstract 1
- 238000009412 basement excavation Methods 0.000 description 5
- 230000011218 segmentation Effects 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000002349 favourable effect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000009417 prefabrication Methods 0.000 description 1
- 239000011150 reinforced concrete Substances 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
Images
Classifications
-
- 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
-
- 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
- E21D9/005—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by forcing prefabricated elements through the ground, e.g. by pushing lining from an access pit
-
- 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
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a fast hole entering method for mountain tunnel construction, which comprises the following steps: (1) determining the tunnel entrance position and the tunnel section shape according to the design file and the field measurement result, and pouring a jacking rear seat on the bottom surface of the front end of the tunnel entrance and hardening to form a concrete ground; (2) installing a propelling device on the hardened concrete ground, wherein the rear end of the propelling device is fixed with a jacking rear seat; (3) placing the prefabricated tunnel on the concrete ground, jacking the prefabricated tunnel into a mountain along the tunnel entrance position through a propelling device, and then excavating rock soil in the prefabricated tunnel and discharging slag. Compared with the prior art, the method can overcome the defects of insufficient rock mass reinforcement, high rock mass collapse risk, long construction period and the like in the traditional pipe shed method, is particularly suitable for tunnel construction occasions with extremely broken rock masses at the tunnel portal section, can better control the surrounding rock collapse risk in the construction of the tunnel portal section of the mountain ridge, ensures the safety of constructors and accelerates the construction progress.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a rapid hole entering method for mountain tunnel construction.
Background
In the construction of mountain tunnel engineering, most rock masses at the tunnel portal section are seriously weathered, and the collapse disaster of the rock masses is easy to happen, so that the construction risk is higher when the tunnel enters the tunnel. At present, a pipe shed method is adopted for entering a tunnel, the main principle is that a steel pipe is driven into an outer ring of the tunnel along the tunnel excavation direction, rock mass at a tunnel opening section is reinforced through grouting in the steel pipe, and the rock mass inside is excavated under the protection and support of the pipe shed. In actual use, the construction quality of the pipe shed method is affected by the installation precision of the pipe shed and the grouting quality, the pipe shed is of a temporary supporting structure, and in the tunnel excavation process, if the pipe shed construction is deviated in position or under the condition that rock mass is extremely broken and weak, surrounding rock collapse still possibly occurs, the safety of constructors is threatened, and the construction period of the pipe shed method is long. A more reliable and rapid mountain tunnel construction hole entering method is found, and the method has important significance for improving the construction efficiency of the tunnel entrance section and reducing the construction risk.
Disclosure of Invention
The invention aims to overcome the defects of the prior art and provide a quick hole entering method which is good in safety performance and high in efficiency and is used for mountain tunnel construction.
The purpose of the invention can be realized by the following technical scheme: a fast hole entering method for mountain tunnel construction comprises the following steps:
(1) determining the tunnel entrance position and the tunnel section shape according to the design file and the field measurement result, and pouring a jacking rear seat on the ground at the front end of the tunnel entrance and hardening to form a concrete ground;
(2) installing a propelling device on the hardened concrete ground, wherein the rear end of the propelling device is fixed with a jacking rear seat;
(3) placing the prefabricated tunnel on the concrete ground, jacking the prefabricated tunnel into a mountain body along the tunnel entrance position through a propulsion device, and excavating rock soil and discharging slag in the prefabricated tunnel while jacking.
According to the invention, the prefabricated tunnel is jacked into the mountain, so that the construction period of the tunnel is reduced without the need of the traditional pipe shed, and the surrounding rock above the tunnel can be isolated in the jacking process of the prefabricated tunnel, so that the damage of rock collapse to constructors is prevented, and the construction risk is reduced.
The prefabricated tunnel is in a frame shape, the bottom of the prefabricated tunnel is a plane, and a steel blade foot is arranged at the front end of the prefabricated tunnel. The prefabricated tunnel is frame form, has kept apart the inside and surrounding rock around the tunnel, consequently excavates the ground and slag tap homoenergetic and accomplishes inside the prefabricated tunnel, and the front end sets up the steel blade foot, is favorable to the top of prefabricated tunnel to the protection tunnel structure front end is not destroyed.
And a resistance-reducing sliding plate is arranged between the bottom of the prefabricated tunnel and the concrete ground so as to reduce the friction force between the prefabricated tunnel and the concrete ground when the prefabricated tunnel moves forwards.
The side wall of the prefabricated tunnel is provided with grouting holes, in the process of jacking the prefabricated tunnel into a mountain, the jacking resistance is reduced by continuously injecting bentonite slurry, and after jacking is completed, cement slurry is injected behind the tunnel wall to fill gaps.
The section of the prefabricated tunnel can be in a horseshoe shape, a flat-bottom horseshoe shape or a rectangle shape according to design requirements.
The propelling device comprises a jack, a plurality of relay jacking blocks connected with the front end of the jack and used for propelling the prefabricated tunnel to advance, a hydraulic press used for propelling the jack to extend and a control console used for adjusting the jack to work cooperatively. When the prefabricated tunnel is jacked in the beginning, a jack can be directly used for pushing the prefabricated tunnel to advance; after the extension of the jack reaches the limit, the jack firstly retracts, a relay jacking block is added between the jack and the prefabricated tunnel, and then the jack extends again; and (4) jacking the prefabricated tunnel into the mountain by continuously cushioning the relay jacking block. Meanwhile, the jack is likely to deviate in the process of extending and jacking, so that the jacking posture of the tunnel can be measured through an inclination sensor and the like, and then the extending direction of the jack is timely adjusted through a control console, so that the tunnel structure is guaranteed to jack according to the design direction.
The length of the prefabricated tunnel is adjustable, and the length of the prefabricated tunnel can be reduced under the condition of better geology; and to the relatively poor condition of geology, can prolong prefabricated tunnel length, can push into the prefabricated tunnel of multistage according to the jacking equipment ability in addition, can prefabricate prefabricated tunnel segmentation this moment, the segmentation jacking can reserve the waterstop between each segmentation and connect to guarantee the waterproof of seam crossing.
Excavating rock soil adopts a mode of excavator, manual crushing or blasting control.
The slag is conveyed by a transport vehicle or a belt conveyor.
After the tunnel portal jacking construction is completed, the subsequent tunnel can be immediately switched to the construction of a conventional new Austrian method or a tunnel excavator method, the traditional sprayed concrete, steel arch frames or gratings are combined to be used as primary support, cast-in-place reinforced concrete is used as a permanent lining, and at the moment, connecting steel bars and water stops can be reserved at the front part of the prefabricated tunnel and are used for connecting the prefabricated tunnel with the subsequent cast-in-place lining.
Compared with the prior art, the beneficial effects of the invention are embodied in the following aspects:
(1) the tunnel is tunneled by jacking the prefabricated tunnel, so that the construction of the traditional pipe shed is omitted, and the tunnel construction risk and the construction period are reduced;
(2) during jacking of the prefabricated tunnel, surrounding rocks above the tunnel can be isolated, and damage to constructors due to collapse of rock masses is prevented;
(3) in the jacking process, the prefabricated tunnel structure can support surrounding rocks, and the front tunnel face can be excavated by selecting modes such as manual crushing, an excavator, blasting and the like according to geological conditions;
(4) the method can be flexibly connected with the construction of a subsequent (non-portal section) tunnel and converted into a conventional new Olympic method or a tunnel tunneling machine method;
(5) the length of the prefabricated section (namely the opening section) of the tunnel can be determined according to design requirements and geological conditions, the prefabrication and jacking can be completed at one time, and the capability of the jack can be comprehensively considered, so that the prefabricated section can be prefabricated in sections and jacked in sections.
Drawings
FIG. 1 is a longitudinal sectional view of the first step of example 1;
FIG. 2 is a longitudinal sectional view of step 2 of the example;
FIG. 3 is a longitudinal sectional view of steps 3 and 4 of the embodiment;
FIG. 4 is a longitudinal sectional view of steps 5 and 6 of the embodiment;
FIG. 5 is a longitudinal sectional view of step 7 of the example.
Wherein, 1 is existing construction site ground, 2 is the tunnel entrance to a cave section, 3 is the tunnel design profile, 4 is the back seat that advances, 5 is the concrete ground, 6 is the jack, 7 is prefabricated tunnel, 8 is the steel sword foot, 9 is the relay kicking block, 10 is excavator and transport vechicle.
Detailed Description
The following examples are given for the detailed implementation and specific operation of the present invention, but the scope of the present invention is not limited to the following examples.
Example 1
A fast hole entering method for mountain tunnel construction is shown in figures 1-5, and specifically comprises the following steps:
firstly, performing field measurement, namely determining the length of a tunnel portal section 2, determining a hardening range of a construction site, a prefabricating site range, a jacking platform excavation depth, a tunnel design outline 3 and the like according to rock mass geological conditions and tunnel design parameters, and the like as shown in figure 1;
step two, constructing a jacking platform on the ground 1 of the existing construction site: according to the range of the jacking platform determined by field measurement, a concrete ground 5 is constructed, concrete is poured into a rear seat 4 (providing enough counter force for a jack) and maintenance is carried out, as shown in figure 2,
step three, pouring of the prefabricated tunnel: according to the position of the tunnel design outline 3, a prefabricated tunnel template is erected on the concrete ground 5, lining reinforcing steel bars are manufactured and installed, a prefabricated tunnel 7 is poured, and a steel blade 8 is installed at the front end of the prefabricated tunnel 7 after demolding, so that the edge of the prefabricated tunnel 7 is protected from being damaged. The size of the inner wall of the prefabricated tunnel 7 is slightly larger than the size of the designed outline 3 of the tunnel so as to ensure that the requirement of an internal driving space can be still met when the prefabricated tunnel 7 is jacked to deviate, and in the process, a resistance-reducing sliding plate with a small friction coefficient is arranged between the prefabricated tunnel 7 and the concrete ground 5 according to construction conditions so as to reduce jacking resistance; in addition, grouting holes can be arranged on the side surfaces of the prefabricated tunnel 7;
step four, mounting a propulsion device: and (3) installing a jack 6 and a matched jacking hydraulic device, debugging the jacking force of the jack, applying partial jacking force to connect the jack with the prefabricated tunnel 7, and installing a base plate between the jack and the prefabricated tunnel to avoid local compression damage of concrete as shown in figure 3.
Fifthly, excavating rock mass in the tunnel through the excavator and the transport vehicle 10, discharging slag, applying jacking force by the jack 6, measuring the jacking direction of the tunnel, and adjusting the jacking speed of the jack in time;
step six, when the oil cylinder of the jack 6 reaches the maximum stroke, retracting the jack 6 and installing the relay top block 9, and continuously jacking the prefabricated tunnel 7 by means of force transmission of the relay top block 9 until the prefabricated tunnel reaches the designed position, as shown in fig. 4;
and step seven, jacking the prefabricated tunnel 7 to a specified position, removing the relay jacking block 9, dismantling the jack 6, recovering the ground of the site, and switching to a conventional construction method to perform subsequent tunnel construction as shown in fig. 5.
The tools used in the above steps are as follows:
a. the tunnel prefabricating device comprises: the tunnel lining structure is formed by combining templates (wood templates or steel templates), different sections are combined according to the design requirements of the tunnel so as to meet the requirements of placing and fixing reinforcing steel bars and pouring and maintaining concrete, and the tunnel lining structure is prefabricated on a construction site;
b. a jacking device: the device comprises a jack, matched hydraulic equipment, a jack control platform and a relay top block, and is used for jacking the prefabricated tunnel lining structure towards the design direction;
c. excavation and slag discharging device: comprises a tunnel face excavation device and a slag material conveying machine. The rock-soil mass on the tunnel face can be excavated by adopting methods such as an artificial pneumatic pick, a hydraulic breaking hammer, an excavator, controlled blasting and the like, and the slag can be discharged by adopting a wheel type transport vehicle or a belt conveyor;
d. construction measuring device: the tunnel attitude measurement device comprises instruments for measuring the attitude of a jacked tunnel structure, such as a total station, a level gauge and an inclination sensor.
Claims (4)
1. A fast hole entering method for mountain tunnel construction is characterized by comprising the following steps:
(1) determining the tunnel entrance position and the tunnel section shape according to the design file and the field measurement result, and pouring a jacking rear seat on the ground at the front end of the tunnel entrance and hardening to form a concrete ground;
(2) installing a propelling device on the hardened concrete ground, wherein the rear end of the propelling device is fixed with a jacking rear seat;
(3) placing a precast tunnel on the concrete ground, jacking the precast tunnel into a mountain body along a tunnel entry position through a propulsion device, measuring the jacking posture of the tunnel through an inclined sensor, then adjusting the extension direction of a jack in time through a control console, ensuring that the tunnel structure is jacked in a designed direction, excavating rock soil in the precast tunnel and discharging slag while jacking, wherein the precast tunnel is frame-shaped, the bottom of the precast tunnel is a plane, and the front end of the precast tunnel is provided with a steel blade foot;
the side wall of the prefabricated tunnel is provided with grouting holes, in the process of jacking the prefabricated tunnel into a mountain, the jacking resistance is reduced by continuously injecting bentonite slurry, and after jacking is finished, cement slurry is injected into the rear of the tunnel wall to fill gaps;
the propulsion device comprises a jack, a plurality of relay top blocks connected with the front end of the jack and used for continuously pushing the prefabricated tunnel to advance, a hydraulic machine used for pushing the jack to extend and a control console used for adjusting the jack to work cooperatively;
and a drag reduction sliding plate is arranged between the bottom of the prefabricated tunnel and the concrete ground.
2. The fast tunnel boring method for mountain tunnel construction according to claim 1, wherein the cross-section of the precast tunnel is horseshoe, flat-bottomed horseshoe or rectangular.
3. The fast tunneling method for mountain tunnel construction according to claim 1, wherein the excavated rock and soil is excavated by means of an excavator, artificial crushing or controlled blasting.
4. The fast cave entering method for mountain tunnel construction according to claim 1, wherein the slag is transported by a transport vehicle or a belt conveyor.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810654134.3A CN108952729B (en) | 2018-06-22 | 2018-06-22 | Rapid hole entering method for mountain tunnel construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810654134.3A CN108952729B (en) | 2018-06-22 | 2018-06-22 | Rapid hole entering method for mountain tunnel construction |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108952729A CN108952729A (en) | 2018-12-07 |
| CN108952729B true CN108952729B (en) | 2020-11-27 |
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| Application Number | Title | Priority Date | Filing Date |
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| CN201810654134.3A Expired - Fee Related CN108952729B (en) | 2018-06-22 | 2018-06-22 | Rapid hole entering method for mountain tunnel construction |
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| CN110259455B (en) * | 2019-05-14 | 2021-01-22 | 中铁十八局集团有限公司 | High mountain valley steep stream tunnel snake winding type surrounding pavement construction method |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101701523A (en) * | 2009-11-23 | 2010-05-05 | 郭壮 | Grating type trenchless prop excavating equipment and trenchless prop method tunnel excavating process |
| CN201535666U (en) * | 2009-12-11 | 2010-07-28 | 北京市市政工程研究院 | Automatic measuring device for pose of machine head of tube push bench |
| CN104695971A (en) * | 2015-01-07 | 2015-06-10 | 同济大学 | Annular pipe-jacking construction method |
| CN106402490A (en) * | 2016-10-31 | 2017-02-15 | 中铁二十局集团第五工程有限公司 | Silty soil stratum pipe-jacking jacking construction method based on tool pipe with steel sleeve head |
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2018
- 2018-06-22 CN CN201810654134.3A patent/CN108952729B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101701523A (en) * | 2009-11-23 | 2010-05-05 | 郭壮 | Grating type trenchless prop excavating equipment and trenchless prop method tunnel excavating process |
| CN201535666U (en) * | 2009-12-11 | 2010-07-28 | 北京市市政工程研究院 | Automatic measuring device for pose of machine head of tube push bench |
| CN104695971A (en) * | 2015-01-07 | 2015-06-10 | 同济大学 | Annular pipe-jacking construction method |
| CN106402490A (en) * | 2016-10-31 | 2017-02-15 | 中铁二十局集团第五工程有限公司 | Silty soil stratum pipe-jacking jacking construction method based on tool pipe with steel sleeve head |
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| CN108952729A (en) | 2018-12-07 |
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