CN111156005A - Construction method for tunnel to pass through subway station at close distance - Google Patents
Construction method for tunnel to pass through subway station at close distance Download PDFInfo
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- CN111156005A CN111156005A CN202010167776.8A CN202010167776A CN111156005A CN 111156005 A CN111156005 A CN 111156005A CN 202010167776 A CN202010167776 A CN 202010167776A CN 111156005 A CN111156005 A CN 111156005A
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- 230000001360 synchronised effect Effects 0.000 claims description 8
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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
- 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
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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
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F15/00—Methods or devices for placing filling-up materials in underground workings
- E21F15/005—Methods or devices for placing filling-up materials in underground workings characterised by the kind or composition of the backfilling material
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- Lining And Supports For Tunnels (AREA)
Abstract
The invention provides a construction method for a tunnel to pass through a subway station at a close distance, which is characterized in that a mine method is adopted to directly dig a tunnel leading to a first enclosure wall, and the tunnel is taken as the front section of the tunnel; and then breaking the part of the first enclosure structure wall corresponding to the upper step section, excavating the upper step section of the lower tunnel penetrating section by adopting a half-section mining method, further breaking the part of the second enclosure structure wall corresponding to the upper step section, backfilling the upper step section, and finally excavating the lower tunnel penetrating section by using a shield machine to complete construction. In the construction of the tunnel underpass section, only the upper bench section excavated by the mining method is adopted, and the lower bench section is not excavated, so that the construction period of the mining method is greatly shortened, the influence on the existing subway station due to overlong tunnel excavation time is reduced, meanwhile, the lower bench section is not excavated and the upper bench section is backfilled, so that the excavation surface is further stabilized, the support system of the existing subway station is prevented from being seriously damaged in the excavation process, and the displacement, deformation and the like of the structure of the existing subway station are reduced.
Description
Technical Field
The invention relates to the field of underground tunnel construction, in particular to a construction method for a tunnel to pass through a subway station at a short distance.
Background
When implementing subway tunnel project, often meet the condition that needs shield tunnel to wear existing subway station down closely, wear down closely and mean: the tunnel is close to the bottom of the subway station and needs to penetrate through an enclosure wall below the existing subway station. Under this condition, the tunnel of the lower passing section can pass through the existing enclosure structure wall, and the shield method is adopted to directly pass through the enclosure structure wall, so that the whole shield machine is damaged seriously, the damage to the station structure is easily caused, and the normal use is influenced, and for the above conditions, the construction method which is usually adopted at present is as follows: the method comprises the steps of firstly constructing a lower-pass section tunnel by adopting a mine method, and then constructing by adopting a shield method and air-pushing. However, the above method has many disadvantages, such as long construction period of constructing the tunnel by adopting the mining method, and settlement, structural displacement, deformation and the like of the existing subway tunnel or subway station easily caused by long-time mining method operation under the condition that the tunnel passes through the existing subway tunnel or subway station in a short distance, thereby further affecting the safety of the existing subway tunnel or subway station. Therefore, the method for finding the construction method can not only meet the safety of the existing operation line tunnel or the subway station, but also quickly finish the short-distance passing of the existing line tunnel or the subway station is a technical problem.
Disclosure of Invention
The invention aims to: aiming at the problems that in the prior art, when a shield tunnel needs to penetrate through an existing subway station in a short distance, the adopted construction method is long in period and the safety of the existing subway tunnel or the existing subway station is easily influenced, the construction method for penetrating through the subway station in the short distance through the tunnel is provided.
In order to achieve the purpose, the invention adopts the technical scheme that:
a construction method for a tunnel to pass through a subway station at a close distance comprises the following steps:
the method comprises the following steps: excavating a front section of the tunnel to a first enclosure wall by a mining method;
step two: supporting the first enclosure structure wall, and then breaking a part of the first enclosure structure wall corresponding to the upper step section;
step three: the stage of excavating the upper platform of the tunnel underpass section by adopting a half-section mine method from the beginning of the enclosure structure wall;
step four: supporting a second enclosure structure wall, and then breaking the part of the second enclosure structure wall corresponding to the upper step section;
step five: filling the stage of loading;
step six: tunneling from the first enclosure structure wall to the second enclosure structure wall by using a shield tunneling machine to complete construction of a tunnel underpass section;
wherein, the tunnel underpass section comprises a stage of underpass and the upper step section.
The mine method is a prior art, and the construction method is that divided excavation is adopted according to the subsection sequence, and side supports are required to be excavated simultaneously for safety, so that the support is complex, the consumption of steel materials is high, the consumed time is long, and the construction method comprises the steps of small pipe support, large pipe shed support and the like. The shield method is also a prior art, adopts a cutter head in front of a shield machine to cut soil and move forward, and comprises the steps of building a shield pipeline and synchronously grouting. The tunnel related by the invention needs to penetrate through an enclosure wall below the existing subway station, the enclosure wall from an excavation point to the first penetration is a first enclosure wall, an opposite enclosure wall of the first enclosure wall is a second enclosure wall, and the tunnel is divided into two sections, wherein the excavation point to the first enclosure wall is the front section of the tunnel, and the front section of the tunnel is excavated by adopting a mining method; the tunnel underpass section is arranged below the subway station and comprises an upper stage and a lower stage which are divided according to a step method, and the lower stage possibly has no enclosure wall because of different underground depths of the tunnel. Before the tunnel is dug to the enclosure wall below the subway station, the tunnel leading to the enclosure wall I is directly dug by a mine method, then the part of the enclosure wall I corresponding to the upper step section is broken, the upper step section is convenient to dig through, and further the enclosure wall II is convenient to break, so that the enclosure wall cannot be cut when the shield machine tunnels at the lower passing section, and the shield machine is prevented from being damaged when passing through the enclosure wall. When the upper step section is excavated, the lower stage still plays a supporting role on the subway station above, large surface damage of a supporting system is avoided, and only the upper stage is excavated by adopting a mining method, so that the construction period is shortened. After the second enclosure structure wall is broken, the upper step section is filled, then the shield tunneling machine is used for communicating the tunnel between the first enclosure structure wall and the second enclosure structure wall, the excavation surface and surrounding soil layer structures can be stabilized in the stage of filling the upper step, and the sinking influence on the existing subway station in the process of a mining method and shield tunneling machine shield is reduced. Compared with the original construction method, the construction method of the tunnel close-distance underpass subway station, disclosed by the invention, has the advantages that only the upper bench section is excavated by adopting a mining method in the construction of the underpass section of the tunnel, the lower bench stage is not excavated, the construction period of the mining method is greatly shortened, the influence on the existing subway station due to overlong tunnel excavation time is reduced, meanwhile, the lower bench stage which is not excavated and the upper bench section which is backfilled further play a role in stabilizing the excavation surface, the support system of the existing subway station is prevented from being seriously damaged in the excavation process, and the displacement, deformation and the like of the structure of the existing subway station are further reduced.
Preferably, in the second step, the step of supporting the first enclosure wall includes:
firstly, carrying out point location and paying-off positioning on a large pipe shed, then erecting the large pipe shed, and then grouting the erected large pipe shed; and finally, performing full-section grouting on the part of the first enclosure structure wall corresponding to the tunnel lower-penetrating section.
Through the large pipe shed construction step and the full-section grouting of the part of the first enclosure structure wall corresponding to the tunnel lower-pass section, the stratum at the first enclosure structure wall can be reinforced, the stratum supporting capacity is better, deformation and downward movement of the stratum are reduced when the enclosure structure wall is broken, and displacement and deformation of the existing subway station structure are reduced.
Preferably, in the fourth step, the step of supporting the second enclosure wall includes:
firstly, carrying out point location and paying-off positioning on a large pipe shed, then erecting the large pipe shed, and then grouting the erected large pipe shed; and finally, performing full-section grouting on the part of the second enclosure structure wall corresponding to the tunnel lower-penetrating section.
Through the large pipe shed construction step and the full-section grouting of the part of the second enclosure structure wall corresponding to the tunnel lower-pass section, the stratum at the second enclosure structure wall can be reinforced, the stratum supporting capacity is better, and further, when the second enclosure structure wall is broken, the deformation and the downward movement of the stratum are reduced, and further, the displacement and the deformation of the existing subway station structure are reduced.
Preferably, in the second step, the step of breaking the first enclosure wall includes:
a: breaking the first enclosure wall with the thickness of one half;
b: erecting a steel arch at the position where the first enclosure structure wall is broken, and then performing concrete injection reinforcement on the position where the steel arch is erected;
c: breaking the other half of the first enclosure structure wall;
in the fourth step, the step of breaking the second enclosure structure wall comprises the following steps:
a1: breaking the second enclosure structure wall with the thickness of one half;
b1: erecting a steel arch at the position where the second enclosure structure wall is broken, and then performing concrete injection reinforcement on the erected steel arch;
c1: and breaking the other half of the thickness of the second enclosure structure wall.
When the first enclosure structure wall and the second enclosure structure wall are broken, the wall body with half thickness is broken firstly, the wall body with the other half thickness plays a supporting role at the moment, then a supporting steel arch is erected, the steel arch replaces the undetached wall body to support, the undetached wall body is dismantled, and the wall body is divided into two parts to be dismantled, so that the situation that the existing subway station is influenced due to unstable supporting systems caused by the fact that the wall body is dismantled at one time, stratum displacement and deformation are avoided.
Preferably, after the step C1 is executed, the method further includes the step D: breaking the first enclosure structure wall corresponding to the next stage; and the second enclosure structure wall corresponding to the next stage is broken.
Due to the fact that the tunnel has different underground depths, an enclosure wall may exist in the next stage, at the moment, after the part, corresponding to the upper step section, of the second enclosure wall is broken, the part, corresponding to the next stage, of the first enclosure wall and the part, corresponding to the next stage, of the second enclosure wall are also required to be detached, and serious damage to the shield tunneling machine when the shield tunneling machine tunnels into the tunnel lower penetrating section is avoided.
Preferably, after the step D is executed, the method further includes: grouting the next stage along the second building enclosure wall to the building enclosure wall by adopting a vertical grouting method; and executing the step five.
And the second building enclosure wall to the pair of next stage building enclosure walls are subjected to full-section grouting, so that grouting is more convenient, the supporting performance of the next stage building enclosure walls can be improved by grouting the next stage building enclosure walls, and the supporting capability of the next stage building enclosure walls in tunnel construction is improved.
Preferably, in the fifth step, the stage of loading is performed by layering and filling in stages from the second building envelope wall to the first building envelope wall from bottom to top.
The filling sequence from inside to outside and from bottom to top is convenient for filling, and the layered filling is convenient for checking the filling quality, so that the final filling effect is better.
Preferably, during layered filling, the temporary partition plate is reinforced by steel pipes for layered plugging.
The filling space is formed by reinforcing the partition plate through the steel pipe, the used materials are simple, the assembly is convenient, and the cost is saved.
Preferably, the upper stage is filled with M5 mortar.
The strength of the mortar is too high, so that the upper step section after filling is too hard, and the shield tunneling machine is inconvenient to tunnel; the strength of mortar is low excessively, can lead to the shaping of upper step section to be too soft, and support capacity is relatively weak, and M5 mortar is the mortar of lower strength, can guarantee the bearing capacity of the stage of putting on the stage after filling, and can not lead to the shield structure machine to dig inconveniently, and the result of use is better.
Preferably, in the sixth step, when the shield tunneling machine is adopted for tunneling, when the synchronous grouting of the shield tunneling machine does not meet the preset condition, the secondary grouting is performed between the pipelines behind the shield tail of the shield tunneling machine.
When the shield machine wears existing subway station, according to existing subway station automation monitoring data and section of jurisdiction trompil inspection condition, take secondary slip casting to thick liquid unfilled closely knit, existing subway station and the great position of ground subsidence, reduce the influence to existing subway station when the shield machine wears existing subway station.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
compared with the original construction method, the construction method of the tunnel close-distance underpass subway station, disclosed by the invention, has the advantages that only the upper bench section is excavated by adopting a mining method in the construction of the underpass section of the tunnel, the lower bench stage is not excavated, the construction period of the mining method is greatly shortened, the influence on the existing subway station due to overlong tunnel excavation time is reduced, meanwhile, the lower bench stage which is not excavated and the upper bench section which is backfilled further play a role in stabilizing the excavation surface, the support system of the existing subway station is prevented from being seriously damaged in the excavation process, and the displacement, deformation and the like of the structure of the existing subway station are further reduced.
Drawings
FIG. 1 is a schematic view of a construction site division in embodiment 1;
FIG. 2 is a schematic representation of step two described in example 1;
FIG. 3 is a schematic view of said step three in example 1;
FIG. 4 is a schematic view of said step four in example 1;
FIG. 5 is a schematic view of said step D in example 1;
FIG. 6 is a schematic view of said step five in example 1;
fig. 7 is a schematic diagram of the sixth step in example 1.
Icon: 1-a building envelope wall; 11-a first enclosure wall; 12-a second enclosure structure wall; 2-subway stations; 3, a tunnel underpass section; 31-stage of setting up; 32-stage of setting; 4-tunnel front section.
Detailed Description
The present invention will be described in detail below.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the following embodiments further describe the present invention in detail. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
The invention provides a construction method for a tunnel to pass through a subway station at a close distance, which comprises the following steps:
the method comprises the following steps: excavating a front section 4 of the tunnel to a first enclosure wall 11 by a mining method;
step two: supporting the first enclosure structure wall 11, and then breaking the part of the first enclosure structure wall 11 corresponding to the upper step section 31;
step three: excavating the upper step section 31 of the tunnel lower penetrating section 3 by adopting a half-section mining method from the first enclosure structure wall 11;
step four: supporting a second enclosure structure wall 12, and then breaking the part of the second enclosure structure wall 12 corresponding to the upper step section 31;
step five: filling the upper step section 31;
step six: tunneling from the first enclosure structure wall 11 to the second enclosure structure wall 12 by using a shield tunneling machine to complete the construction of the tunnel lower penetrating section 3;
wherein the tunnel underpass section 3 comprises a lower landing stage 32 and the upper landing stage 31.
The tunnel needs to penetrate through an enclosure structure wall 1 below an existing subway station 2, the enclosure structure wall 1 from an excavation point to the first time is an enclosure structure wall I11, the enclosure structure wall 1 opposite to the enclosure structure wall I11 is an enclosure structure wall II 12, the tunnel is divided into two sections, and a tunnel front section 4 and a tunnel lower penetrating section 3. The excavation point to the enclosure structure wall I11 is a tunnel front section 4, and the tunnel front section 4 is excavated by adopting a mining method; a tunnel underpass section 3 is formed from the first enclosure structure wall 11 to the second enclosure structure wall 12, the tunnel underpass section 3 is arranged below the subway station 2, and the tunnel underpass section 3 comprises an upper step section 31 and a lower step section 32 which are divided according to a step method.
Compared with the prior construction method, the construction method of the tunnel near-distance underpass subway station, disclosed by the invention, has the advantages that in the construction of the underpass section 3 of the tunnel, only the upper step section 31 is excavated by adopting a mining method, the lower stage section 32 is not excavated, the construction period of the mining method is greatly shortened, the influence on the existing subway station 2 due to overlong tunnel excavation time is reduced, meanwhile, the unearthed lower stage section 32 and the backfilled upper stage section 31 both play a further role in stabilizing the excavation surface, the support system of the existing subway station 2 is prevented from being seriously damaged in the excavation process, and further, the displacement, deformation and the like of the structure of the existing subway station 2 are reduced.
In this embodiment, referring to fig. 1, a schematic view of a partition of a tunnel construction position is first performed in the first step: and excavating the front section 4 of the tunnel to the position 11 of the enclosure structure wall on one side below the subway station 2 by adopting a mining method. In the excavation of the front section 4 of the tunnel, the small guide pipes are erected and other support systems are erected after one excavation section is finished, and then the next excavation section is carried out to avoid tunnel collapse.
After the first step is performed, as shown in fig. 2, the second step is performed: supporting the first enclosure structure wall 11, and then breaking the part of the first enclosure structure wall 11 corresponding to the upper step section 31; after the part of the first enclosure structure wall 11 corresponding to the upper step section 31 is broken, an opening capable of excavating the upper step section 31 is formed;
specifically, because the geology when the underground tunnel is excavated is different, there may be a hard soil structure or a soft soil structure, and when the geology that the tunnel passes through is the soft soil structure, the stratum needs to be reinforced. In this embodiment, the geology that the tunnel was excavated is soft soil structure, in step two, the step of supporting envelope wall 11 includes:
firstly, carrying out point location and paying-off positioning on a large pipe shed, then erecting the large pipe shed, and then grouting the erected large pipe shed; and finally, performing full-section grouting on the part of the first enclosure structure wall 11 corresponding to the tunnel lower-passing section 3.
In a specific implementation, after the first step is implemented, namely the front section 4 of the tunnel is excavated, the large pipe shed is positioned by point location and line location, then the large pipe shed is erected, and then the erected large pipe shed is grouted. After adopting the mining method to excavate to 2 envelope walls 11 positions in subway station, carry out big pipe roof point location unwrapping wire location, if: drilling through the enclosure structure wall 1 in a water drilling mode, drilling pipe sheds at the positions along drilling holes, wherein the pipe sheds are phi 76 multiplied by 5 hot-rolled seamless steel pipes, the circumferential distance is 0.3m, the external insertion angle is controlled to be 1-2 degrees, the lap joint length with the upper section of the pipe shed is not less than 3m, the drilling angle is strictly controlled in the pipe shed drilling process, the drilling direction is prevented from invading the range of a tunnel, and grouting is carried out after the pipe sheds are built. The large pipe shed is used for supporting, so that the stratum at the opening of the tunnel can be more stable, the soil layer stability when the enclosure structure wall 1 is broken at the back is guaranteed, the stratum is prevented from collapsing, and further construction danger is avoided.
After the large pipe shed is erected, full-section grouting is firstly carried out on the part, corresponding to the enclosure structure wall I11, of the tunnel lower penetrating section 3, and in the full-section grouting process, the steps are as follows: adopting a phi 42mm steel pipe, driving a horizontal interval of 0.6-1 m and a circumferential interval of 1.2m, adopting double-liquid slurry, controlling the initial setting time of the slurry at 10-20 s, and mixing the double-liquid slurry in proportion as follows: cement: 0.75-1% of water: 1 mass ratio, water glass: water 1: 3 volume ratio, cement slurry: water glass liquid is 1: 1 volume ratio. In order to avoid the upward floating displacement of the subway station 2 structure caused by grouting reinforcement, the principle that the outer ring soil body is reinforced firstly and then is reinforced inwards in sequence is adopted for grouting from outside to inside from top to bottom. The grouting depth is controlled within a range of 10-15m, each section is lapped for at least 3 meters, the total grouting amount of each section of the reinforcement body is injected for the first time according to 80% of the designed stratum porosity, after the injection is finished, the hole opening inspection is carried out, then the supplementary grouting is carried out, the pressure measurement dual control measure is adopted in the grouting process, the grouting pressure is controlled within a range of 0.3-0.5 Mpa, the single-hole grouting amount is set according to the reinforcement range, the hole distribution amount and the filling rate, after the grouting is finished, the core-pulling inspection grouting effect is carried out on the soil body of the upper step section 31, the grouting is carried out again on the weak part of the local grouting, and the supplementary grouting is carried out by a small amount of multiple holes until the grouting meets the. And (3) strictly carrying out automatic monitoring on the subway station 2 in the grouting process, wherein the floating value is controlled not to exceed +/-3 mm in the grouting process. Feeding back monitoring information every 1 hour, stopping grouting in time when monitoring data changes in the process, and determining whether grouting is continued or not after a hole is opened to check grouting effect.
After the full-face grouting is finished, breaking the part of the first enclosure structure wall 11 corresponding to the upper step section 31; in a preferred embodiment, in the second step, the step of breaking the first enclosure wall 11 includes:
a: breaking the first enclosure wall 11 with the thickness of one half;
b: erecting a steel arch at the position where the first enclosure structure wall 11 is broken, and then performing concrete injection reinforcement on the erected steel arch;
c: and (3) breaking the other half of the enclosure wall I11, wherein the broken schematic diagram is shown in figure 2, and the second step is completed.
After the implementation of the second step is completed, as shown in fig. 3, the third step is executed: excavating the upper step section 31 of the tunnel lower penetrating section 3 by adopting a half-section mining method from the first enclosure structure wall 11; in the step-by-step excavation of the upper step section 31, a step method is adopted for excavation, the step pitch of the excavation is 0.5m, the upper step is excavated manually and annularly, core soil is reserved, after the excavation, an upper arch frame is erected, a net is hung, small guide pipes are arranged, locking anchor pipes are constructed, concrete is sprayed, and the core soil is excavated. And in the excavation process, effective measures are taken in time when the tunnel face collapses or subsides and displaces, the tunnel face is closed, the small guide pipe is encrypted, the excavation step pitch is adjusted, and the like. When the second enclosure wall 12 is dug, the upper step section 31 is already dug, and the third step is completed.
After the third step is completed, executing the fourth step: supporting a second enclosure structure wall 12, and then breaking the part of the second enclosure structure wall 12 corresponding to the upper step section 31; specifically, the removing of the second enclosure structure wall 12 is basically the same as the removing of the first enclosure structure wall 11, and the method also comprises the steps of setting up the large pipe shed and performing full-section grouting on the part of the second enclosure structure wall 12 corresponding to the tunnel lower-penetrating section 3; in a preferred embodiment, in the fourth step, the step of breaking the second enclosure wall 12 includes:
a1: breaking the second enclosure structure wall 12 with the thickness of one half;
b1: erecting a steel arch at the position where the second enclosure structure wall 12 is broken, and then performing concrete injection reinforcement on the erected steel arch;
c1: and (3) breaking the second enclosure wall 12 with the thickness of one half, and finishing the step four as shown in fig. 4 after breaking.
Because the depth of the tunnel underpass section 3 of the subway tunnel is different, the part of the underpass stage 32 of the tunnel underpass section 3 possibly has no building envelope wall 1, and at this time, after the step four is completed, the subsequent steps can be directly executed. In this embodiment, the building envelope wall 1 is provided in the lower stage 32 of the tunnel lower-passing section 3 of the subway tunnel, and after the step C1 is executed, the step D is executed: breaking the first enclosure wall 11 corresponding to the landing stage 32; and the second enclosure wall 12 corresponding to the landing stage 32 is broken, when the part of the first enclosure wall 11 corresponding to the tunnel underpass section 3 and the part of the second enclosure wall 12 corresponding to the tunnel underpass section 3 are both broken, as shown in fig. 5.
After the step D is completed, and the tunnel condition is shown in fig. 5, the upper step section 31 of the tunnel underpass section 3 is completely excavated, and the enclosure walls 1 on two sides of the tunnel underpass section 3 are broken, and then the steps are performed: grouting the next stage 32 along the second enclosure structure wall 12 to the first enclosure structure wall 11 by adopting a vertical grouting method;
of course, this step can be performed at any time between step a1 and step D, and specifically, after the excavation of the upper bench section 31 is completed, vertical grouting is performed to reinforce the soil mass of the next bench stage 32, for example: adopting a retreating test grouting device for grouting, setting the horizontal distance and the longitudinal distance between every two adjacent grouting devices to be 1m and 1.0m, setting the distance between every two adjacent grouting devices to be 3m outside the range of the tunnel in the grouting reinforcement range, adopting double-liquid grouting, controlling the initial setting time to be 20-40 s, adopting a pressure-measuring double-control measure for grouting, controlling the grouting pressure to be 0.3-0.5 Mpa and controlling the single-hole grouting amount to be 0.2-1 m3And after grouting is finished, core pulling of the soil body in the next stage 32 is checked for grouting effect, and grouting is supplemented to the grouting weak part.
After the stage 32 is vertically grouted, the fifth step is performed: filling the dug upper step section 31 until the upper step section 31 is filled; and when filling the stage 31, performing layered filling and filling in turn from the second enclosure structure wall 12 to the first enclosure structure wall 11 from bottom to top, and during layered filling, performing layered plugging in a mode of reinforcing the temporary partition plate by using a steel pipe.
Specifically, the upper step section 31 is backfilled by adopting M5 type mortar, after the backfilled mortar is solidified, the strength value is controlled within the range of 2-5MPa, the bleeding property is less than or equal to 3%, and the specific gravity of the mortar is 1.3 through detection. And the mortar is filled by using a ground pump, and is backfilled in a layered, segmented and graded manner, from bottom to top and from right to left, after the mortar in the previous layer is initially set, the mortar in the next layer is backfilled, and each backfilling is blocked by using a steel pipe reinforced temporary partition plate to prevent the mortar from overflowing. After the upper step section 31 is filled, as shown in fig. 6, the step five is completed.
After the step five is completed, that is, after the upper step section 31 is filled, and the upper step section 31 is filled and fixed, the step six is performed: and (3) tunneling from the first enclosure wall 11 to the second enclosure wall 12 by using a shield tunneling machine to complete the construction of the tunnel lower-penetrating section 3, wherein the tunnel lower-penetrating section 3 is completely excavated, as shown in fig. 7.
Specifically, for example, the tunneling parameters of the shield tunneling machine are as follows: the soil pressure is dynamically adjusted according to the tunnel burial depth and the monitoring condition, the thrust is controlled to 10000-16000 KN, the torque is controlled to 1000-1800 KN.m, the tunneling speed is controlled to 15-30 mm/min, the slag temperature is less than or equal to 28 ℃, and the soil discharging amount is controlled to 56-60 m3. And in the tunneling process of the shield tunneling machine, synchronous grouting is needed: before the existing operation subway is worn downwards, comprehensive maintenance is carried out on synchronous grouting equipment and pipelines, normal operation of the grouting equipment and dredging of 4 synchronous grouting pipelines are guaranteed, and synchronous grouting requirements in the propelling process are met.
In order to ensure that the segment does not float upwards and stabilize a primary support surface after coming off the shield tail, the primary setting time of the slurry is controlled to be 5-6 hours, and according to the summary of field tests, the mixing ratio of the mortar per cubic meter is as follows: the mortar is prepared from cement 250kD, sand 308kD, fly ash 220kD, bentonite 150kD and water 430kD, and the specific gravity of the mortar is detected by a mud hydrometer after the mortar is stirred, and is more than or equal to 1.6. Because the excavation surface of the mine method construction is larger, the synchronous grouting amount is increased for each ring in the excavation process, and the grouting amount of a single ring is more than or equal to 6m3And the grouting pressure is controlled to be 0.3-0.5 MPa, in the propelling process, holes are opened in 5-10 rings behind the shield tail to check synchronous slurry filling and solidification conditions, when the preset requirements are not met, secondary grouting is tracked in time for filling, the filling is ensured to be dense, and secondary supplementary grouting is performed on the existing line and the position with larger ground settlement.
Specifically, the secondary grouting comprises the step of performing secondary grouting on the positions, which are not densely filled with grout and have large ground settlement, of the existing subway station 2 according to the automatic monitoring data of the existing subway station 2 and the segment opening inspection condition when the shield passes through the existing subway station 2. And (3) secondary grouting is mainly performed by adopting more than 3 and 9 point positions to perform open hole injection, double-liquid grouting is adopted, and the initial setting time is controlled to be 20-40 s. According to the summary of field test, the mixing ratio of the double slurries is as follows: the mass ratio of cement to water is as follows: 0.75-1% of water: 1, proportioning to form cement paste; the volume ratio of the water glass to the water is as follows: water 1: 3, proportioning to form water glass liquid; then the volume ratio of the cement paste to the water glass liquid is as follows: water glass liquid is 1: 1, proportioning to form double serous fluid.In the grouting process, a measure of measuring and pressure double control is adopted, the grouting pressure is controlled to be 0.3-0.5 MPa, and the single-hole grouting amount is 0.3-0.5 m3And the back of the duct piece is densely filled by a construction method of 'small amount of holes'. And after grouting is finished, opening holes to check the filling and solidification conditions of the grout, and replenishing the grout to the unfilled dense part again. And after the shield machine completely passes through the tunnel lower passing section 3, the construction is finished.
The construction method for the tunnel to pass through the subway station at a short distance is wide in application range, solves the technical problems of settlement, damage and the like of the existing subway station 2 caused by the mine tunnel construction, is further explained by taking the subway station 2 as an example in the embodiment, is not limited to the construction of the tunnel for passing through the subway station 2, and is also suitable for the construction of most of environments such as automobile stations, buildings and the like for passing through the subway station at a short distance.
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.
Claims (10)
1. A construction method for a tunnel to pass through a subway station at a close distance is characterized by comprising the following steps:
the method comprises the following steps: excavating a front section (4) of the tunnel to a first enclosure wall (11) by a mining method;
step two: supporting the first enclosure structure wall (11), and then breaking the part, corresponding to the upper step section (31), of the first enclosure structure wall (11);
step three: the step (31) of excavating the tunnel underpass section (3) by adopting a half-section mine method from the first enclosure structure wall (11);
step four: supporting a second enclosure structure wall (12), and then breaking the part, corresponding to the upper step section (31), of the second enclosure structure wall (12);
step five: filling the upper step section (31);
step six: tunneling is carried out from the first enclosure structure wall (11) to the second enclosure structure wall (12) by using a shield tunneling machine, and the construction of the tunnel lower penetrating section (3) is completed;
wherein the tunnel underpass section (3) comprises a step-down stage (32) and the step-up section (31).
2. The construction method of a tunnel passing through a subway station under a close range according to claim 1, wherein in the second step, the step of supporting the first enclosure wall (11) comprises:
firstly, carrying out point location and paying-off positioning on a large pipe shed, then erecting the large pipe shed, and then grouting the erected large pipe shed; and finally, performing full-section grouting on the part of the first enclosure structure wall (11) corresponding to the tunnel lower-penetrating section (3).
3. The construction method of the tunnel passing through the subway station under the close range according to claim 1, wherein in the fourth step, the step of supporting the second enclosure wall (12) comprises:
firstly, carrying out point location and paying-off positioning on a large pipe shed, then erecting the large pipe shed, and then grouting the erected large pipe shed; and finally, performing full-section grouting on the part of the second enclosure structure wall (12) corresponding to the tunnel lower-penetrating section (3).
4. The construction method of the tunnel passing through the subway station in the short distance according to claim 1, wherein in the second step, the step of breaking the first enclosure wall (11) comprises:
a: breaking the first enclosure wall (11) with half thickness;
b: erecting a steel arch at the position where the first enclosure structure wall (11) is broken, and then performing concrete injection reinforcement on the position where the steel arch is erected;
c: breaking the other half of the thickness of the first enclosure wall (11);
in the fourth step, the step of breaking the second enclosure structure wall (12) comprises the following steps:
a1: breaking the second enclosure structure wall (12) with the thickness of one half;
b1: erecting a steel arch at the position where the second enclosure structure wall (12) is broken, and then performing concrete injection reinforcement on the erected steel arch;
c1: and breaking the other half of the thickness of the second enclosure structure wall (12).
5. The construction method for passing through the subway station under the tunnel in the close range according to claim 4, further comprising a step D after the step C1 is executed: breaking the first enclosure structure wall (11) corresponding to the next stage (32); and the second enclosure structure wall (12) corresponding to the next stage (32) is broken.
6. The construction method of a tunnel passing through a subway station in a close range according to claim 5, wherein after the step D is executed, the method further comprises: grouting the next stage (32) along the second enclosure structure wall (12) to the first enclosure structure wall (11) by adopting a vertical grouting method; and executing the step five.
7. The construction method of a tunnel close-distance underpass subway station as claimed in any one of claims 1-6, wherein in said step five, said upper step section (31) is filled in layers and times in sequence from said second enclosure wall (12) to said first enclosure wall (11) and from bottom to top.
8. The construction method of the tunnel passing through the subway station under the near field according to claim 7, wherein the temporary partition is reinforced by steel pipes for plugging layer by layer each time of layer filling.
9. The construction method of a tunnel close-distance underpass subway station as claimed in any one of claims 1-6, characterized in that said upper bench section (31) is filled with M5 mortar.
10. The construction method for passing down a subway station in a short distance in a tunnel according to any one of claims 1 to 6, wherein in the sixth step, when the shield machine is used for tunneling, and when the synchronous grouting of the shield machine does not meet the preset conditions, the secondary grouting is performed between the pipelines behind the shield tail of the shield machine.
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Application publication date: 20200515 |