CN112901188B - Shield large-gradient tunnel portal grinding construction method - Google Patents
Shield large-gradient tunnel portal grinding construction method Download PDFInfo
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- CN112901188B CN112901188B CN202110207859.XA CN202110207859A CN112901188B CN 112901188 B CN112901188 B CN 112901188B CN 202110207859 A CN202110207859 A CN 202110207859A CN 112901188 B CN112901188 B CN 112901188B
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- 238000010276 construction Methods 0.000 title claims abstract description 44
- 230000005641 tunneling Effects 0.000 claims abstract description 31
- 238000013461 design Methods 0.000 claims abstract description 28
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 5
- 239000010959 steel Substances 0.000 claims abstract description 5
- 239000003365 glass fiber Substances 0.000 claims abstract description 4
- 239000002689 soil Substances 0.000 claims description 12
- 230000000087 stabilizing effect Effects 0.000 claims 1
- 238000000034 method Methods 0.000 description 19
- 239000002002 slurry Substances 0.000 description 5
- 238000010586 diagram Methods 0.000 description 3
- 238000013459 approach Methods 0.000 description 2
- 238000004364 calculation method Methods 0.000 description 2
- 230000003014 reinforcing effect Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000009194 climbing Effects 0.000 description 1
- 239000011211 glass fiber reinforced concrete Substances 0.000 description 1
- 230000005484 gravity Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 238000010079 rubber tapping Methods 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000000926 separation method Methods 0.000 description 1
- 238000004088 simulation Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/0621—Shield advancing devices
-
- 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/093—Control of the driving shield, e.g. of the hydraulic advancing cylinders
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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 provides a shield large-gradient tunnel portal grinding construction method, which comprises the following steps: according to the design gradient of the tunnel, the slope is set off, and the starting gradient of the shield is not greater than the design gradient of the tunnel; lowering a portal area, wherein the portal area is provided with glass fiber ribs and pre-buried portal steel rings; placing an originating bracket, a reaction frame and a reaction frame support according to the shield originating gradient; placing the shield tunneling machine on an originating bracket, and simulating that when a cutter at the top of a cutter head contacts a tunnel face, the distance between the bottom of the cutter head and the tunnel face is L1; when the distance L2 from the top of the cutter head to the highest point L2 of the tunnel face is calculated, the control ranges of the rotating speed and the advancing speed of the cutter head are calculated, and the cutter head cuts the tunnel face at the rotating speed and the advancing speed; after the shield machine advances L1 forwards, the cutter head integrally contacts the tunnel face, and the shield machine starts downhill on a large slope on an initial bracket according to normal starting propulsion. The invention enables the shield to start in a stable downhill with large gradient by controlling parameters, shortens the length of a designed line and the construction period and saves the cost.
Description
Technical Field
The invention relates to the field of underground engineering, in particular to a shield large-gradient tunnel portal grinding construction method.
Background
In the construction process of urban subway interval tunnels and urban pipe galleries, after a tunnel portal is basically broken, the shield machine starts according to a 'head-up' shield posture to prevent a shield body from integrally entering a soil body on a starting bracket and being incapable of adjusting the shield posture to cause a shield 'head buckling', and the design axis of the tunnel generally starts a gentle slope with the receiving end being 2 per mill.
The water conservancy, electric power and oil supply tunnel is a large-gradient tunnel, the tunnel is not used for a general vehicle, the design gradient of the tunnel reaches 45 per thousand, and the design gradient of an individual tunnel reaches 50 per thousand
And (5) shield climbing limit. The tunnel portal is broken and is broken after the shield is started, but the tunnel portal is broken and is broken for a long time, and the risk is large in the breaking process. Referring to fig. 2, fig. 2 shows a construction state diagram corresponding to the shield straight line tunnel portal grinding starting construction method, in the starting well 5, a central line 1 of a shield machine 3 is overlapped with the center of a tunnel portal and is placed on a horizontally placed starting bracket 2, the shield machine 3 directly grinds the tunnel portal for starting, the shield machine 3 can not perform posture adjustment on the starting bracket 2 until the shield machine 3 integrally enters a soil body, the posture adjustment is performed, an actual central axis 6 of the shield machine at least deviates from a height h of a design axis 4 by about 457mm and exceeds a construction specification allowable range, a design line type requirement is not met, finally, the design line type needs to be adjusted, manpower, material resources and financial resources are consumed, and the influence is great.
Therefore, it is highly desirable to provide a method for constructing a tunnel portal by using a shield with a steep slope, which can start a shield in a stable downhill with a steep slope, control the posture of the shield within a design allowable error range, correct the shield posture after the shield integrally enters the soil body to make the shield approach the design axis, shorten the length of the designed line and the construction period, and save the cost.
Disclosure of Invention
The invention aims to provide a construction method for a shield large-gradient tunnel portal grinding, which enables a shield to start in a stable downhill with large gradient, ensures that the shield posture is close to a design axis, shortens the length of a design line and the construction period and saves the cost.
The technical scheme for realizing the purpose is as follows:
the invention provides a construction method for a shield large-gradient tunnel portal grinding, which comprises the following steps:
according to the design gradient of the tunnel, the starting gradient of the shield is set, and the starting gradient of the shield is not greater than the design gradient of the tunnel;
lowering a tunnel portal area during tunnel portal construction according to the shield starting gradient, and enabling a shield machine after slope relief to cut and penetrate through the tunnel portal area, wherein the tunnel portal area is provided with glass fiber ribs and pre-buried tunnel portal steel rings;
placing an originating bracket, a reaction frame and a reaction frame support according to the shield originating gradient in an originating well;
placing the shield tunneling machine on the starting bracket, actually measuring the position relation between the actual gradient of the shield tunneling machine and the designed gradient of the tunnel, and simulating that the length from the bottom of the cutterhead to the tunnel face is L1 when the cutter at the top of the cutterhead contacts the tunnel face;
optimizing tunneling parameters, and when calculating the distance L2 from the top of the cutter head to the highest point of the tunnel face, rotating the cutter head in advance, wherein the control ranges of the rotating speed and the propelling speed of the cutter head ensure that a propelling oil cylinder is uniformly stressed and the shield attitude is stabilized, and the cutter head cuts the tunnel face at the rotating speed and the propelling speed;
after the shield tunneling machine forwards pushes L1, the cutter head integrally contacts the tunnel face, and the shield tunneling machine starts downhill on the starting bracket in a large gradient mode according to normal starting pushing.
The shield large-gradient tunnel portal grinding construction method is further improved in that the design gradient of the tunnel is 45 per thousand, and the shield launching gradient after slope relief is 30 per thousand.
The shield large-gradient tunnel portal grinding construction method is further improved in that a tunnel portal area is lowered by 70mm compared with the original design during tunnel portal construction.
The shield large-gradient tunnel portal grinding construction method is further improved in that the method further comprises the following steps: after the shield machine starts to completely enter the soil body in a steep downgrade, the shield machine starts to rectify the shield posture so as to enable the shield posture to be close to the design axis of the tunnel.
The shield large-gradient tunnel portal grinding construction method is further improved in that the gradient of the starting bracket is 30 per mill, and the reaction frame is arranged at the tail of the starting bracket at an inclination of 30 per mill.
The shield large-gradient ground tunnel portal starting construction method has the beneficial effects that:
the construction method is improved based on the shield straight-line tunnel portal grinding starting construction method, the downhill starting is carried out with the large gradient of 30 per mill, the tunnel portal construction height is correspondingly improved, the rotating speed and the propelling speed of the cutter head are controlled to be lower than the parameters of the shield straight-line tunnel portal grinding in the process that the cutter head cuts the tunnel portal and completely contacts with the tunnel face, the problems of sinking, head falling and the like of the shield machine on a starting bracket are prevented, the shield posture can be better stabilized, and the cutter head can stably and slowly cut the tunnel face and directly grind the tunnel portal downhill starting.
Furthermore, after the whole shield machine enters the soil body, the posture of the shield machine is corrected and adjusted to be close to the designed axis, the length of the designed line and the construction period are shortened in the whole starting process, and the cost is saved.
Drawings
FIG. 1 is a flow chart of steps of a construction method for excavating a tunnel portal and raising or flatly originating a shield in a conventional technical means;
FIG. 2 is a construction state diagram corresponding to a construction method of a shield straight-line tunnel portal in the prior art;
FIG. 3 is a flow chart of steps of a shield large-gradient tunnel portal construction method according to the present invention;
fig. 4 to 6 are construction state diagrams corresponding to the shield large-gradient tunnel portal construction method of the invention.
Detailed Description
The invention is further described with reference to the following figures and specific examples.
Referring to fig. 3 to 6, the present invention provides a method for constructing a shield steep ground portal, comprising the following steps:
step S1: according to the design gradient of the tunnel, the starting gradient of the shield is set, and the starting gradient of the shield is not greater than the design gradient of the tunnel;
step S2: lowering the portal area 10 during portal construction according to the shield launching gradient, wherein the shield machine 20 after slope lowering is required to cut and pass through the portal area 10, and the portal area 10 is provided with glass fiber ribs and pre-buried portal steel rings;
and step S3: placing the launch cradle 30, reaction frame 40 and reaction frame support 50 in the launch well according to the shield launch gradient;
and step S4: placing the shield tunneling machine 20 on the starting bracket 40, actually measuring the position relation between the actual gradient of the shield tunneling machine and the designed gradient of the tunnel, and simulating that when a cutter at the top 21 of the cutter head contacts the tunnel face 60, the distance from the bottom of the cutter head to the tunnel face is L1;
step S5: optimizing tunneling parameters, and when calculating the distance L2 from the top 21 of the cutter head to the highest point L2 of the tunnel face 60, rotating the cutter head 22 in advance, wherein the control ranges of the rotating speed and the propelling speed of the cutter head ensure that the propelling oil cylinder is uniformly stressed and the shield posture is stabilized, and the cutter head 22 cuts the tunnel face 60 at the rotating speed and the propelling speed;
step S6: after the shield tunneling machine 20 advances L1 forward, the cutterhead 22 is generally in contact with the tunnel face 60, and as normal starting advances, the shield tunneling machine 20 starts downhill with a large gradient on the starting carriage 40.
In order to better understand the scheme, the following detailed description is combined with the shield straight line tunnel portal grinding construction method in the prior art, and the construction method for chiseling the tunnel portal and raising or flatly starting the shield in the conventional technical means is compared to further embody the advantages of the invention.
Referring to fig. 1, fig. 1 shows a step flow of a construction method for chiseling a tunnel portal and raising or flatly starting a shield in a conventional technical means, wherein a shield is not used for directly grinding the tunnel portal for starting, so that a tunnel portal range enclosure structure is often required to be reasonably broken, and measures such as end soil reinforcement and the like are supplemented in the breaking process to ensure the stability of the soil at the end in the breaking process and prevent safety accidents at the starting end. Meanwhile, considering the influence of possible tapping of the shield tunneling machine, the installation height of the starting base is generally raised by 10-20 mm and the starting is carried out in a flat or slightly 'head-up' posture.
Referring to fig. 4, since the shield machine 20 is used to directly cut the tunnel portal for starting, the step of breaking the enclosure in the conventional technical means is omitted, a tunnel portal for directly cutting the shield cutter head 22 is formed in the range of the tunnel portal, and a steel ring of the tunnel portal is embedded, in order to ensure that the cutter head 22 directly cuts the tunnel portal, it is preferable that the tunnel portal area 10 uses a glass fiber reinforced concrete structure, the subsequent cutter can directly cut the tunnel portal, and then the necessary steps of installing a sealing device of the tunnel portal and rechecking a shield measurement control base point are performed, and it should be noted that in order to match the subsequent shield machine 20 to start cutting in a downhill mode to pass through the tunnel portal area 10, the construction of the tunnel portal is lower than the elevation design, in this embodiment, it is preferable that the tunnel portal is lowered by 70mm corresponding to the specific parameters of the project, and other devices are correspondingly adjusted corresponding to the tunnel portal.
In this embodiment, the design gradient of the tunnel related to the engineering along the longitudinal slope direction reaches 45 ‰, and
when the starting base is installed, please refer to fig. 2, the prior art adopts a starting construction method of a shield straight line tunnel portal, and the starting bracket is kept horizontally, which is similar to a method of raising the starting base to be horizontally placed in a conventional technical means, and it should be noted that, compared with the prior art, referring to fig. 4, the embodiment of the present invention is improved, when the starting bracket 30 is positioned and installed, the starting bracket 30 is placed and installed in a downhill with a fixed slope of 15-45 per mill along the longitudinal slope direction, preferably, in the present embodiment, the slope of the starting bracket 30 is controlled to be 30 per mill, after the subsequent control of the shield machine 20 and entering the soil body, the deviation between the actual posture and the designed posture is about 72mm, which meets the requirement of the construction specification, and at the same time,and space is reserved for attitude deviation caused by possible sinking in the shield process.
And then assembling the shield tunneling machine 20 on the starting bracket 30 according to the steps, preferably, when the reaction frame 40 is positioned and installed, the horizontal direction of the reaction frame 40 needs to be overlapped with the central line 23 of the shield tunneling machine 20, the vertical direction of the reaction frame is perpendicular to the central line 23 of the shield tunneling machine 20, the reaction frame is arranged at the tail part of the starting bracket 30 in a 30 per mill inclination, the stress condition is comprehensively considered for carrying out safety checking calculation, so that the reaction frame 40 can provide stable support in cooperation with the propelling of the subsequent shield tunneling machine 40, and then the reaction frame support 50 is installed.
After the negative ring is assembled, the oil cylinder pushes the shield machine 20 forward, please refer to fig. 2, in the prior art, the shield machine adopts a mode of cutting a ground tunnel portal along a straight line, so that the whole cutting surface of the cutterhead is completely contacted with a tunnel face and is cut in parallel, the stress of the cutterhead is uniform, in the embodiment of the invention, please refer to fig. 4 continuously, when the shield machine 20 starts, the actual gradient of the shield machine 20 needs to be controlled to be consistent with the gradient of the starting bracket 30 for starting in a downhill mode, in the process that the shield machine 20 pushes the cutterhead 22 to push towards the tunnel face 60, the top of the cutterhead 22 is contacted with the tunnel face 60 first, and in the process that the cutterhead 22 is contacted with the tunnel face 60 integrally, the stress of the cutterhead 22 is not uniform, the reaction force of the cutterhead 22 is transmitted to the shield machine 20, the shield machine 20 lacks the surrounding soil mass constraint of the starting bracket 30, the shield posture is difficult to control, and simultaneously, because the cutterhead 22 is not uniform, the local cutters are excessively large, and are easily damaged, the risks are high, and the construction period is influenced.
In contrast, the present invention is improved by referring to fig. 4 and fig. 6, specifically, when the shield machine 20 is advanced until the top 21 of the cutterhead approaches the tunnel face 60, the cutterhead 22 is rotated in advance to prevent the excessive stress on the local cutter caused by the rotation after contacting the tunnel face 60, and after the top 21 of the cutterhead contacts the tunnel face 60 and until the cutterhead 22 completely contacts the tunnel face 60, the tunneling parameters are optimized, specifically, the rotation speed and the advancing speed of the cutterhead 22 are controlled to be lower than those of the shield machine when the tunnel portal is ground in a straight line, preferably, the rotation speed of the cutterhead 22 is controlled to be 0.8rpm/min, and the advancing speed is controlled to be 1-2 mm/min.
During the process that the cutter head 22 cuts the tunnel portal, when a slurry balance shield is selected, the viscosity of the slurry is controlled to be 30-35 pas, the specific gravity of the slurry is controlled to be 1.08-1.2, and the pressure of a slurry cabin is controlled to be 0.7bar; when the earth pressure balance shield is selected, the empty storehouse of the earth storehouse is pushed, the earth pressure of the earth storehouse is not established, and the earth pressure is consistent with the parameter setting when the shield linearly grinds the tunnel portal.
In this embodiment, in order to better control the whole process in a quantitative manner, please refer to fig. 5, when the shield tunneling machine 20 is disposed on the starting bracket 30, a position relationship between an actual gradient of the shield tunneling machine 20 and a designed gradient of the tunnel is measured, a distance L1 between the bottom 24 of the cutterhead and the tunnel face 60 when the top 21 of the cutterhead of the shield tunneling machine 20 contacts the tunnel face 60 is simulated, and a numerical value of the distance L1 is obtained, in this embodiment, after the simulation calculation, the distance L1 is 193.6mm.
Preferably, when the distance between the shield tunneling machine 20 and the top 21 of the cutter head and the tunnel face 60 is calculated and controlled to be 5 mm-15 mm, the cutter head 22 is rotated in advance, in the embodiment, the cutter head 22 is rotated in advance when the distance is 10mm, the rotating speed of the cutter head 22 is controlled to be 0.8rpm/min, and the propelling speed is controlled to be 1-2 mm/min, so that the propelling cylinder is uniformly stressed, the shield tunneling posture is stabilized, and the individual cutter damage caused by overlarge stress of a local cutter is prevented.
In the embodiment, in the process that the tunneling distance of the shield tunneling machine 20 reaches L1, the rotating speed of the cutter head 22 is controlled to be 0.8rpm/min, and the propelling speed is controlled to be 1-2 mm/min, in the embodiment, correspondingly, in the process that the tunneling distance of the shield tunneling machine 20 reaches 193.6mm, the rotating speed of the cutter head 22 is controlled to be 0.8rpm/min, and the propelling speed is controlled to be 1-2 mm/min.
By controlling parameters during the process that the shield machine 20 tunnels until the cutter head 22 is completely contacted with the tunnel face 60, the shield machine 20 can prevent sinking and 'head falling' on the starting bracket 30, can better stabilize the shield posture, and enables the cutter head 22 to stably and slowly cut the tunnel face 60 in a smooth manner.
Referring to fig. 6 again, after the whole cutting surface of the cutter head 22 completely contacts the tunnel face 60, the shield machine 20 can stably cut soil body to tunnel through the whole cutter head 22, and can tunnel by referring to the parameters of straight line starting in the prior art, specifically, the rotation speed of the cutter head is increased to 1rpm/min, the propulsion speed is increased to 2-3 mm/min, and other parameters are not controlled to be changed, which is not described herein again.
Preferably, when the shield machine 20 cuts the tunnel portal to the region close to the separation tunnel portal, gradually building pressure is needed when the earth pressure balance shield is adopted, after the shield machine 20 enters the reinforcing region, the rotating speed of the cutter head is increased to 1.1-1.2 rpm/min, the propelling speed is increased to 8-12 mm/min, and after the shield machine exits from the reinforcing region to 100cm, the slurry pressure of the notch or the pressure of the earth bin is set according to the burying depth.
Preferably, after the shield machine 20 starts to completely enter the soil body in a steep downgrade, the posture of the shield machine 20 is adjusted by correcting the deviation, so that the center line of the shield machine 20 is close to the design axis of the tunnel, the length of the design line and the construction period are shortened in the whole starting process, and the cost is saved.
While the present invention has been described in detail and with reference to the embodiments thereof as shown in the accompanying drawings, it will be apparent to one skilled in the art that various changes and modifications can be made therein. Therefore, certain details of the embodiments should not be construed as limitations of the invention, except insofar as the following claims are interpreted to cover the invention.
Claims (3)
1. A shield large-gradient tunnel portal grinding construction method is characterized by comprising the following steps:
according to the design gradient of the tunnel, releasing a slope and shielding the starting gradient, wherein the starting gradient of the shielding is not more than the design gradient of the tunnel;
lowering a tunnel portal area during tunnel portal construction according to the shield starting gradient, and enabling a shield machine after slope relief to cut and penetrate through the tunnel portal area, wherein the tunnel portal area is provided with glass fiber ribs and pre-buried tunnel portal steel rings;
placing an originating bracket, a reaction frame and a reaction frame support according to the shield originating gradient in an originating well;
placing the shield tunneling machine on the starting bracket, actually measuring the position relation between the actual gradient of the shield tunneling machine and the designed gradient of the tunnel, and simulating that the length from the bottom of the cutterhead to the tunnel face is L1 when the cutter at the top of the cutterhead contacts the tunnel face;
optimizing tunneling parameters, calculating the distance L2 between the top of the cutter head and the highest point of the tunnel face, rotating the cutter head in advance, controlling the rotating speed and the propelling speed of the cutter head to be lower than the parameters of the shield straight line tunnel grinding door, enabling the propelling oil cylinder to be uniformly stressed, stabilizing the shield posture, and cutting the tunnel face by the cutter head at the rotating speed and the propelling speed;
after the shield tunneling machine forwards pushes L1, the cutter head integrally contacts the tunnel face, and the shield tunneling machine starts descending on the starting bracket with large gradient according to normal starting pushing;
the design gradient of the tunnel is 45 per thousand, and the shield launching gradient after slope relief is 30 per thousand;
the hole door area is lowered by 70mm compared with the original design during hole door construction.
2. The shield heavy-gradient tunnel portal construction method according to claim 1, characterized by further comprising: after the shield machine starts to completely enter the soil body in a steep downgrade, the shield machine starts to correct the shield posture so as to enable the shield posture to be close to the design axis of the tunnel.
3. The shield large-gradient tunnel portal construction method according to claim 1, wherein the gradient of the starting bracket is 30% o, and the reaction frame is arranged at the tail of the starting bracket with an inclination of 30% o.
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| CN103953350B (en) * | 2014-05-20 | 2017-02-15 | 中铁四局集团有限公司 | Method for breaking tunnel door of quicksand stratum shield machine |
| CN104314070B (en) * | 2014-10-16 | 2016-03-30 | 海南大学 | A kind of Π shape diaphragm wall shield structure export & import construction method |
| CN105736003B (en) * | 2016-01-29 | 2018-02-06 | 济南轨道交通集团有限公司 | A kind of structure of shield launching portal and the construction method of shield launching |
| CN108561140A (en) * | 2018-05-04 | 2018-09-21 | 中国建筑第四工程局有限公司 | A kind of Shield-bored tunnels extend steel loop and originate construction method |
| CN108825250A (en) * | 2018-06-22 | 2018-11-16 | 中铁九局集团第四工程有限公司 | Vertical curve variable slope segment shield secant method originates construction |
| CN112324444B (en) * | 2020-11-27 | 2023-01-31 | 中建八局轨道交通建设有限公司 | Shield large-gradient starting construction method |
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