CN109611100B - Double-side expanding excavation construction method for pilot tunnel in tunnel - Google Patents
Double-side expanding excavation construction method for pilot tunnel in tunnel Download PDFInfo
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- 238000010276 construction Methods 0.000 title claims abstract description 48
- 238000009412 basement excavation Methods 0.000 title claims abstract description 44
- 238000000034 method Methods 0.000 claims abstract description 30
- 239000011435 rock Substances 0.000 claims abstract description 17
- 238000004364 calculation method Methods 0.000 claims description 17
- 238000013461 design Methods 0.000 claims description 10
- 239000002893 slag Substances 0.000 claims description 5
- 230000002146 bilateral effect Effects 0.000 claims description 2
- 229910000831 Steel Inorganic materials 0.000 abstract description 3
- 238000009434 installation Methods 0.000 abstract description 3
- 239000010959 steel Substances 0.000 abstract description 3
- 238000006073 displacement reaction Methods 0.000 description 8
- 238000010586 diagram Methods 0.000 description 5
- 238000004873 anchoring Methods 0.000 description 4
- 238000005452 bending Methods 0.000 description 4
- 238000005259 measurement Methods 0.000 description 4
- 230000007547 defect Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 3
- 238000005192 partition Methods 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 2
- 230000000452 restraining effect Effects 0.000 description 2
- 238000010008 shearing Methods 0.000 description 2
- 238000003466 welding Methods 0.000 description 2
- 230000002159 abnormal effect Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005094 computer simulation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012545 processing Methods 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
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- 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
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- 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
- E21D9/01—Methods or apparatus for enlarging or restoring the cross-section of tunnels, e.g. by restoring the floor to its original level
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- 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
- E21D9/12—Devices for removing or hauling away excavated material or spoil; Working or loading platforms
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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)
- Lining And Supports For Tunnels (AREA)
Abstract
A method for constructing the double-side enlarged tunnel in tunnel features that the cross section or width of middle pilot tunnel is not greater than that of ordinary dual-line or dual-lane tunnel, and the step method is used for construction. The middle pilot tunnel primary support section can be excavated after being closed for at least 3 meters, if the side tunnel face is stable, the problem of operation height of manual steel frame installation and anchor rod construction is solved, excavation and support can be carried out at one time, and construction is more convenient; otherwise, excavating the side holes according to a two-step or three-step method. The primary support of the middle pilot tunnel can be closed in time; the connection between the side tunnel primary support and the middle pilot tunnel primary support can be completely in direct connection, and various errors and the deformation influence of surrounding rocks and supports are left in the inverted arch part for treatment; the construction progress is basically the same as that of a common double-line or double-lane tunnel.
Description
Technical Field
The invention relates to a construction method for a tunnel and underground engineering, in particular to a double-side expanding excavation construction method for a pilot tunnel in a tunnel.
Background
For the construction method of the soft rock tunnel with the extra-large section, the popular method generally adopts a double-side-wall pit guiding method, which is a construction method formed in the eighties of the last century, is suitable for the construction quality, progress, technology and construction process level at that time, and is a safe and quick good method at that time. However, the times developed today have a qualitative leap compared with the requirements of quality, progress, technology and the like at that time, the construction method is difficult to adapt to the current requirements, a plurality of quality and safety hazards are exposed, and the following aspects are mainly provided:
1) the primary support of the double-sided pilot tunnel is not closed as shown in figure 1. The inverted arch of the side wall pit cannot be closed because the inverted arch filling cannot be performed due to the difficulty in constructing the secondary lining inverted arch in the narrow side wall pit and the inverted arch trestle cannot be built. The primary support and timely closure of the side wall pilot tunnel are the core of the construction method, and the construction method completely loses the original significance because the construction method cannot be closed at present.
2) The primary supports on the two side walls cannot be in direct contact with the primary support in the middle of the vault. As shown in fig. 2, due to the error of steel frame processing and manufacturing, the error of installation and measurement, the deformation of supports, etc., the positions of the primary supports on both sides cannot be located at the designed position, especially due to the deformation of surrounding rocks, the primary supports on both sides are completely unpredictable and controllable, which causes the primary supports on both sides and the primary support joint of the central vault to be staggered and not be in direct contact, and the defect is absolutely impossible to be processed by reinforced welding (where the welding on site can only weld the exposed surface, and the inside cannot be welded), because the most serious consequence of the defect is that the eccentricity of the primary support structure is increased, the structure is changed from small eccentricity of the original design into large eccentricity, and the bending moment value at the position is greatly increased.
3) The bottom of the side wall is in a suspended state during the excavation of the inverted arch, as shown in fig. 3, because the support of the side wall pit guiding method is not closed in time, a construction method of closing the side wall and the inverted arch of the middle tunnel at one time is adopted, and naturally, the bottom of the side wall is in a suspended state during the excavation of the inverted arch, so that great potential safety hazard is realized.
The above is a structural problem of this construction method, and in addition, the progress is a serious problem, and the progress of the construction method is 1/4 of normal operation. The main reason for adopting the construction method is safety, the progress problem is made safe, and the actual effect is that the progress is slow in the early stage, so that the later-stage work is often caused, a plurality of quality and potential safety hazards are left, and the safety is lost.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention aims to provide a double-side expanding excavation construction method for a pilot tunnel in a tunnel, wherein the section or excavation width of the pilot tunnel is generally not larger than that of a common double-line or double-lane tunnel, the construction is carried out by adopting a step method, the construction method is the same as that of the common double-line or double-lane tunnel, and the construction method is familiar to constructors and has no construction difficulty. The middle pilot tunnel primary support section can be excavated after being closed for at least 3 meters, if the side tunnel face is stable, the problem of operation height of manual steel frame installation and anchor rod construction is solved, excavation and support can be carried out at one time, and construction is more convenient; otherwise, excavating the side holes according to a two-step or three-step method. The primary support of the middle pilot tunnel can be closed in time; the connection between the side tunnel primary support and the middle pilot tunnel primary support can be completely in direct connection, and various errors and the deformation influence of surrounding rocks and supports are left in the inverted arch part for treatment; the construction progress is basically the same as that of a common double-line or double-lane tunnel.
In order to achieve the purpose, the invention adopts the technical scheme that:
a double-side expanding excavation construction method for a pilot tunnel in a tunnel is characterized by comprising the following steps:
1) the tunnel comprises a middle pilot tunnel and two side tunnels;
2) the excavation width of the middle pilot tunnel is not more than the width of a common double-line or double-lane tunnel, and is determined according to the calculation of a load-structure model according to the total design load borne by the primary support;
3) the side tunnel excavation width meets the space required by the operation of the anchor rod of the tunnel system and the space required by the operation of the slag-containing transport machinery;
4) constructing the middle pilot tunnel by a step method, wherein the distance between the primary support and the tunnel face is not more than 1.5 times of the excavation width of the pilot tunnel to the maximum extent;
5) constructing the middle pilot tunnel in advance, starting the construction of the side tunnel after the primary support is closed for more than 3 meters, and symmetrically excavating the side tunnel to avoid the middle tunnel bearing bias load; if the construction quality of the anchor rod of the middle tunnel is reliable and the surrounding rock is stable, the construction of the side tunnel by adopting a one-time excavation and supporting method can be considered, otherwise, the construction of a two-step or three-step method is adopted;
6) the closing distance of the side tunnel primary support is not larger than the excavation width of the middle tunnel.
The section of the middle pilot tunnel is in a symmetrical state, and the excavation width of the middle pilot tunnel meets the structural stability required by the step method excavation and the space required by the operation of large-scale tunnel excavation, slag loading and transportation machinery; the maximum distance between the initial support improper distance and the tunnel face is not larger than 1.5 times of the excavation width of the middle pilot tunnel.
The side tunnel excavation width meets the space required by the tunnel anchor rod operation; the maximum distance 8 between the primary support closing distance and the tunnel face is not larger than the excavation width of the middle pilot tunnel.
The minimum distance between the tunnel face of the side tunnel and the closure of the primary support of the middle tunnel is the necessary minimum length of the side tunnel which can be excavated.
The invention has the beneficial effects that:
the primary support of the middle pilot tunnel can be closed in time; the connection between the side tunnel primary support and the middle pilot tunnel primary support can be completely in direct connection, and various errors and the deformation influence of surrounding rocks and supports are left in the inverted arch part for treatment; the construction progress is basically the same as that of a common double-line or double-lane tunnel.
Drawings
Figure 1 is a schematic illustration of a prior art primary support of a double-sided pilot tunnel without closure.
Fig. 2 is a schematic diagram illustrating that the primary supports of the two side walls cannot be directly connected with the primary support in the center of the vault in the prior art.
Fig. 3 is a schematic diagram of a state in which the bottom of a sidewall is suspended during inverted arch excavation in the prior art.
FIG. 4 is a schematic front view of the present invention.
FIG. 5 is a schematic side view of the construction of the present invention.
Fig. 6 is a schematic diagram of the change in collapsed arch height (load) of the present invention.
Fig. 7 is a calculation model diagram of the middle pilot tunnel supporting structure of the present invention.
FIG. 8 is a diagram of a computational model of the inventive medial hole support structure.
Wherein, 1 is a middle pilot hole; 2 is a left side hole; 3 is a right side hole; 4, excavating width of the middle pilot tunnel; 5 is the left and right side hole digging width; 6 is the maximum distance from the closing distance of the preliminary support of the middle pilot tunnel to the tunnel face; 7 is the minimum distance between the tunnel face of the side tunnel and the primary support closing of the middle tunnel; and 8 is the maximum distance from the closing distance of the primary support of the side tunnel to the tunnel face.
Detailed Description
The invention is further described below with reference to the accompanying drawings.
As shown in fig. 4 and 5, the excavation width 4 of the middle pilot tunnel 1 is generally not larger than the width of a common double-line or double-lane tunnel, and is determined according to the calculation of a load-structure model according to the initial support bearing all design loads; the excavation width of the side tunnel is required to meet the space required by the operation of the anchor rod of the tunnel system and the space required by the operation of the slag-containing transport machinery; constructing the middle pilot tunnel by a step method, wherein the distance between the primary support and the tunnel face is not more than 1.5 times of the excavation width of the pilot tunnel to the maximum extent; constructing the middle pilot tunnel in advance, starting the construction of the side tunnel after the primary support is closed for more than 3 meters, and symmetrically excavating the side tunnel to avoid the middle tunnel bearing bias load; if the construction quality of the anchor rod of the middle tunnel is reliable and the surrounding rock is stable, the construction of the side tunnel by adopting a one-time excavation and supporting method can be considered, otherwise, the construction of a two-step or three-step method is adopted; the closing distance of the side tunnel primary support is not larger than the excavation width of the middle tunnel.
The construction of the middle pilot tunnel particularly emphasizes the control of the settlement of surrounding rocks and primary supports, and the specific measures are that the designed system anchor rod and the designed foot-locking anchor rod are subjected to a technical test in advance on site and are determined according to the standard that the minimum drawing force of the anchor rod is not less than 100 kN; the surrounding rock measurement is carefully carried out in the construction process, and if the surrounding rock measurement is abnormal, measures are taken immediately; excavating the side tunnel on the premise of stable measurement of the surrounding rock of the middle tunnel; the construction of side holes is of particular concern for anchoring the side walls.
The principle of the load-structure method calculation model is as follows:
determination of the load, according to the Prov's theory, the change in collapsed arch height (load) is shown in FIG. 6.
The height of the collapse arch in the graph is only related to the internal friction angle phi and the coefficient f of Prussian and the tunnel excavation width, and the same internal friction angle phi and the coefficient f of Prussian are adopted for calculating the three kinds of collapse arches in the graph. If full-section excavation is adopted, the height of a tunnel collapse arch (load) is shown as (1) in the figure; if the middle pilot tunnel double-side enlarging excavation method is adopted, the collapse arch (load) height of the middle pilot tunnel is shown as (2) in the figure, and the collapse arch height is shown as (3) in the figure and is lower than the collapse arch (load) height of the middle pilot tunnel during side tunnel enlarging excavation, but the maximum height in the tunnel construction process, namely the collapse arch height of the middle pilot tunnel, is taken during calculation. The conclusion is drawn from the above principles: the load generated by adopting the middle pilot tunnel bilateral enlarging and excavating method is smaller than the total load of the whole width of the tunnel; the calculated load height of the middle pilot tunnel is determined by the height determined by the excavation width of the middle pilot tunnel, and the side tunnel is also used safely.
Calculating the load
The calculated load value is determined by the rule of design load in chapter 5 of TB 10003-2016 (specification for design of railway tunnel). Because the displacement of the side wall of the structure is restrained by the support, and the displacement value between the adjacent supports is very small, the elastic resistance of the surrounding rock is negligible.
Calculation model
Calculation model for middle pilot tunnel supporting structure
Due to the fact that elastic resistance of soft rock is small and the section width of a primary supporting structure is small, the elastic support of the arch springing is simplified into a movable hinged support; the symmetry of the structure and the load is considered; the anchor rod is used as a movable hinged support for restraining the displacement of the supporting structure; according to the rules of the design of railway tunnels TB 10003-2016 clause 8.1.10, "when an inverted arch is applied behind a side wall, the effect of the inverted arch can be disregarded". In consideration of the factors, a calculation load-structure model is established, the calculation is carried out by adopting the principle of a structural mechanics force method, and the calculation model of the middle pilot tunnel supporting structure is shown in figure 7.
The corresponding legislative equations are:
in the formula:
ijby unit force XjEdge X generated 1iDisplacement of direction;
ΔiPby edge X generated by the loadiDisplacement in direction.
In the equation of the force method,ij、ΔiPthe influence of the shearing force and the axial force is neglected in the calculation of (1), and only the influence of the bending moment is considered.
(1) Calculation model of side-cave supporting structure
Due to the fact that elastic resistance of soft rock is small and the section width of a primary supporting structure is small, the elastic support of the arch springing is simplified into a movable hinged support; the upper support 0 is a fixed support; the anchor rod is used as a movable hinged support for restraining the displacement of the supporting structure; according to the rules of the design of railway tunnels TB 10003-2016 clause 8.1.10, "when an inverted arch is applied behind a side wall, the effect of the inverted arch can be disregarded". Considering the factors, a load-structure calculation model is established and calculated by adopting the principle of a structural mechanics force method. The side hole supporting structure calculation model is shown in fig. 8.
The corresponding legislative equations are:
in the formula:ijby unit force XjEdge X generated 1iDisplacement of direction;
ΔiPby edge X generated by the loadiDisplacement in direction.
In the equation of the force method,ij、ΔiPthe influence of the shearing force and the axial force is neglected in the calculation of (1), and only the influence of the bending moment is considered.
The resultant force of the two forces at each movable hinged support is the designed anchoring force of the anchor rod, and the direction of the resultant force is the driving direction of the anchor rod; during specific design, trial calculation can be firstly carried out according to the available anchoring force experience of the anchor rod of the surrounding rock of the tunnel, the distance between the anchor rods (namely the distance between the movable hinged supports in the model) is preliminarily determined, after the surrounding rock is revealed by tunnel excavation, the pulling force of the anchor rod is actually measured on site and is used as a design value of the anchoring force, and then the distance (number) between the anchor rods is accurately designed.
Bending moment value at intersection of upper part of side-hole structure and middle pilot hole partition wall and X at support2(i.e., Q)0) Value and N0The value is the external force applied to the middle pilot tunnel partition wall, and the bearing capacity of the middle partition wall after the side cave is excavated is checked and calculated.
Claims (3)
1. A double-side expanding excavation construction method for a pilot tunnel in a tunnel is characterized by comprising the following steps:
1) the tunnel comprises a middle pilot tunnel and two side tunnels;
2) the excavation width of the middle pilot tunnel is not more than the width of a common double-line or double-lane tunnel, and is determined according to the calculation of a load-structure model according to the total design load borne by the primary support;
3) the side tunnel excavation width meets the space required by the operation of the anchor rod of the tunnel system and the space required by the operation of the slag-containing transport machinery;
4) constructing the middle pilot tunnel by a step method, wherein the distance between the primary support closing distance and the tunnel face is not more than 1.5 times of the excavation width of the pilot tunnel to the maximum extent;
5) constructing the middle pilot tunnel in advance, starting construction of the side tunnel after the primary support is closed for more than 3 meters, and symmetrically excavating the side tunnel to avoid the middle pilot tunnel bearing bias load; if the construction quality of the anchor rod of the middle pilot tunnel is reliable and the surrounding rock is stable, the side tunnel is constructed by adopting a one-step excavation and supporting method, otherwise, the side tunnel is constructed by adopting a two-step or three-step method;
6) the closing distance of the primary support of the side tunnel is not larger than the excavation width of the middle pilot tunnel.
2. The bilateral enlarged excavation construction method of the pilot tunnel in the tunnel according to claim 1, characterized in that the cross section of the pilot tunnel is in a symmetrical state, and the excavation width of the pilot tunnel meets the structural stability required by the step method excavation and the space required by the operation of large tunnel excavation, slag loading and transportation machinery; the maximum distance between the primary support closing distance and the tunnel face is not larger than 1.5 times of the excavation width of the middle pilot tunnel.
3. The double-side enlarging and excavating construction method for the pilot tunnel in the tunnel according to claim 1, wherein the minimum distance from the tunnel face of the side tunnel to the closure of the preliminary bracing of the pilot tunnel is the minimum necessary length for excavating the side tunnel.
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| CN111305852B (en) * | 2020-02-27 | 2021-10-01 | 中铁建大桥工程局集团第五工程有限公司 | Construction method for excavating guide pits in double-track tunnel in advance and in back |
| CN113401586B (en) * | 2021-06-26 | 2022-05-10 | 山东省公路桥梁建设集团有限公司 | Tunnel excavation method |
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| CN102182466A (en) * | 2011-04-08 | 2011-09-14 | 中铁上海设计院集团有限公司 | Excavating method for jump-digging of double-side wall guide pit combined arch part of tunnel |
| CN102650212A (en) * | 2012-05-04 | 2012-08-29 | 中国十七冶集团有限公司 | Construction method for protecting partition wall in double-arch tunnel through temporary support of middle pilot tunnel |
| CN102720504A (en) * | 2012-06-13 | 2012-10-10 | 北京市公路桥梁建设集团有限公司 | Double-side-wall-pilot-hole subsection bench cut method construction method |
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| CN102182466A (en) * | 2011-04-08 | 2011-09-14 | 中铁上海设计院集团有限公司 | Excavating method for jump-digging of double-side wall guide pit combined arch part of tunnel |
| CN102650212A (en) * | 2012-05-04 | 2012-08-29 | 中国十七冶集团有限公司 | Construction method for protecting partition wall in double-arch tunnel through temporary support of middle pilot tunnel |
| CN102720504A (en) * | 2012-06-13 | 2012-10-10 | 北京市公路桥梁建设集团有限公司 | Double-side-wall-pilot-hole subsection bench cut method construction method |
| CN107288653A (en) * | 2017-06-27 | 2017-10-24 | 中铁十局集团第四工程有限公司 | A kind of the benching tunnelling method excavation supporting structure of weak surrounding rock large cross-section tunnel double -side approach three and construction method |
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