CN115263349B - Construction method for actively compensating deformation of upper-layer tunnel operation during lower-layer tunnel construction - Google Patents
Construction method for actively compensating deformation of upper-layer tunnel operation during lower-layer tunnel construction Download PDFInfo
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- 229910000831 Steel Inorganic materials 0.000 claims description 19
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- 238000009412 basement excavation Methods 0.000 claims description 8
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- 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
- E21D20/00—Setting anchoring-bolts
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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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Abstract
The invention discloses a construction method for actively compensating deformation of an upward-penetrating operation tunnel in lower tunnel construction, which comprises the steps of firstly arranging anchor piles on two sides of the upward-penetrating operation tunnel, then respectively excavating working spaces above and below the operation tunnel through a working well, then respectively arranging anchor beams between the anchor piles above and below the operation tunnel to form a counter-force bracket, respectively arranging a bearing platform outside the operation tunnel and above and below the operation tunnel, then arranging a jack between the bearing platform and the counter-force bracket, arranging a monitoring system at the top in the operation tunnel to monitor the deformation of the tunnel, adjusting the loading force of the jack by using a feedback signal of a control system according to the monitored deformation in the lower tunnel construction process, and then carrying out earth backfilling after the lower tunnel construction is finished, and then gradually dismantling the jack and the monitoring system to finish the working construction. The invention can effectively and automatically control the deformation of the upward-penetrating operation tunnel caused by the construction of the lower tunnel, and ensure the safe working operation of the upward-penetrating operation tunnel.
Description
Technical Field
The invention belongs to the technical field of civil engineering, relates to urban rail construction technology in municipal engineering, and in particular relates to a construction method for actively compensating deformation of an upward-penetrating operation tunnel in lower tunnel construction.
Background
The subway is an important component part of urban transportation in China at the present stage, and carries a large amount of commuting passenger flow, thereby carrying an important mission for smooth running of the city. Along with the rapid development of urban rail transit and the extreme shortage of land resources, subway cross projects are increasingly increased, and the cross subway construction method is mainly based on open cut forward construction and shield construction. As is well known, deep foundation pit open excavation construction and shield construction are often accompanied by extremely strong environmental effects, and can cause disturbance to original stress fields and water pressure fields in stratum, break the static balance state between an original tunnel and soil body, and inevitably cause uneven deformation to the existing operation tunnel. If the deformation of the existing operation tunnel is not strictly controlled, the operation tunnel may be broken due to the larger local deformation, the normal use of the operation tunnel is affected, and even engineering accidents are caused in serious cases, so that the economic loss and social influence caused by the operation tunnel are immeasurable.
Disclosure of Invention
In order to solve the problems, the invention designs a construction method for actively compensating the deformation of the upward-penetrating operation tunnel in the lower-layer tunnel construction, which can effectively and automatically control the uneven deformation of the upward-penetrating operation tunnel in the vertical direction caused by the lower-layer tunnel construction and ensure the safe working operation of the existing operation tunnel structure.
The basic principle of the invention is as follows: by arranging the counter-force anchoring devices on the upper side and the lower side of the original upward-penetrating operation tunnel in a construction mode, the jack device is matched to actively apply pressure to compensate internal force change of the existing operation tunnel in the vertical direction, deformation of the existing operation tunnel in the vertical direction is further controlled, deformation of the upward-penetrating operation tunnel in the lower-layer tunnel construction mode is reduced to a safe range, and safe working operation of the upward-penetrating operation tunnel is ensured.
As shown in fig. 2 and fig. 3, the deformation compensation device for the upper-layer tunnel construction active compensation operation tunnel comprises a counter-force anchoring device, a jack and a monitoring control system, wherein the counter-force anchoring device comprises counter-force brackets formed by anchor piles arranged on two sides of the upper-layer tunnel and anchor beams connected to the anchor piles, the upper side and the lower side of the upper-layer tunnel are respectively provided with a bearing platform, and the jack is arranged between the bearing platforms and the counter-force brackets on the corresponding sides.
The anchor piles are symmetrically and uniformly arranged along the two sides of the original operation tunnel by a plurality of reinforced concrete anchor piles, and the specific construction number and the construction range are determined according to numerical simulation analysis and under certain safety and redundancy conditions. The anchor pile construction range of the position right above the lower tunnel construction space is smaller, so that the horizontal drilling difficulty is not increased during the lower tunnel construction.
The anchor beam is a steel anchor beam, the section shape of the anchor beam is mostly the section of a steel box beam, and the anchor beam can also be a combined section formed by splicing a plurality of I-shaped steel or H-shaped steel sections. As an improvement, the cast-in-situ prestressed concrete or precast beams can be used. The foundation is laid and constructed on the upper side and the lower side of the operation tunnel and is orthogonal with the operation tunnel, and the two ends of the foundation are tightly connected with anchor piles to form a groined frame structure so as to increase the stability of the integral structure of the counterforce anchoring device.
The jacks are mostly common hydraulic large-tonnage jacks, the oil pump of the jacks is provided with a controller, wireless or wired transmission information can be accessed into a monitoring control system, the jacking force exerted by the jacks is dynamically controlled according to feedback deformation information, and then the deformation of an original operation tunnel is controlled.
The bearing platform is mainly of a reinforced concrete structure, is a reinforced concrete block with a certain thickness and a leveling and stress diffusion function, and can be used for carrying out cast-in-place concrete construction through a special rectangular or circular die so as to ensure that the bottom bending surface of the bearing platform is matched with the outer side surface of an operation tunnel.
The monitoring control system consists of stress sensors, deformation sensors, a signal transmission module, a control system and a data storage system, wherein the stress sensors and the deformation sensors are arranged in the influence range around the inner wall of the operation tunnel, preferably, the stress sensors are arranged around the inner wall in a ring shape, and the deformation sensing lines are arranged along the longitudinal axis direction of the surface of the inner wall of the tunnel. The signal transmission module can select a wired or wireless module, and preferably, the information transmission is performed by selecting wifi transmission. The control system is a mature PCL control system, preferably, a PID algorithm (proportional-integral-derivative combined control algorithm) is arranged in the control system, and the problem of hysteresis between tunnel deformation and jack feedback force caused by error interference can be well solved. The data storage system is mainly used for recording data information such as the stress and deformation of the original operation tunnel and the control condition of the load of the jacking force applied by the corresponding jack in real time under the specific construction condition, and preferably, the data storage system can adopt cloud storage.
In order to achieve the above purpose, the invention adopts the following construction technical scheme:
the construction method for actively compensating deformation of the upward-penetrating operation tunnel in lower tunnel construction is characterized by comprising the following steps of:
Step 1, respectively constructing a plurality of anchor piles on two sides of an upper-penetrating operation tunnel, wherein the anchor piles positioned right above a lower-layer tunnel are middle anchor piles, and the bottom elevation of the middle anchor piles is positioned between the top of the lower-layer tunnel and the upper-penetrating operation tunnel;
Step 2, constructing a working well on one side of the upward-penetrating operation tunnel until reaching the elevation of the bottom of the middle anchor pile on the side;
Step 3, transversely excavating from the bottom of the working shaft, transversely crossing the upward-penetrating operation tunnel to the anchor pile position on the other side from the upper side and the lower side respectively, and supporting while excavating to form a working space;
step 4, constructing crossing anchor beams on the upper side and the lower side of the upper through operation tunnel through the working space to serve as reaction supports, wherein the upper reaction supports and the lower reaction supports are respectively;
Step 5, excavating and cleaning rock and soil between the upper counter-force brackets, the lower counter-force brackets and the upper operation tunnel, and respectively arranging a bearing platform at the top and the bottom of the outer side of the upper operation tunnel, wherein one side of the bearing platform is attached to the outer side surface of the upper operation tunnel, and the other side of the bearing platform is parallel to the corresponding counter-force brackets;
Step 6, arranging a plurality of jacks between the bearing platform and the corresponding side counterforce brackets, wherein the jacks are symmetrically arranged above the axis of the through operation tunnel to form a jack compensation loading device;
step 7, installing a monitoring system at the top of the inner side of the upward-penetrating operation tunnel for monitoring the deformation condition of the upward-penetrating operation tunnel;
Step 8, performing lower tunnel excavation construction, monitoring deformation and stress effect of the upward-penetrating operation tunnel in real time through a monitoring system, and starting a jack compensation loading device when the deformation and stress effect of the upward-penetrating operation tunnel exceeds an alarm threshold value, and compensating load opposite to the deformation direction of the upward-penetrating operation tunnel until the deformation and stress effect of the upward-penetrating operation tunnel are within a safety range;
And 9, after the construction of the lower tunnel is finished, backfilling the working space and the working well, and recycling the jack while backfilling to finish the construction of actively compensating the deformation of the upper operation tunnel during the construction of the lower tunnel.
The anchor pile and the counterforce brackets on the upper side and the lower side of the upward-penetrating operation tunnel respectively form counterforce anchoring devices.
Further, the anchor pile construction method in the step 1 is as follows:
step 1.1, designing an anchor pile scheme: according to geological data and the expected size of the lower tunnel excavation, the construction quantity and depth of the anchor piles are calculated or obtained through a model test, the anchor pile can generate an anchor force which is larger than the maximum value of ground stress compensation required by the upward-penetrating operation tunnel, and a safety margin is reserved;
step 1.2, construction of anchor pile holes: performing pile hole construction to the designed depth by utilizing an engineering driller on two sides of the penetrating operation tunnel and completing groove cleaning work;
Step 1.3, pouring construction of anchor piles: binding anchor pile reinforcement cages, lowering the anchor pile reinforcement cages into pile holes, pouring concrete to the designed height, and curing for a period of time to finish single anchor pile construction;
and step 1.4, repeating the steps 1.2 to 1.3 to finish the construction of all anchor piles.
Meanwhile, it is worth explaining that: the construction method for actively compensating the deformation of the upper-layer tunnel in the lower-layer tunnel construction is also applicable to the condition of the upper-layer tunnel construction.
The invention has the beneficial effects that:
The construction method for actively compensating the deformation of the upward-crossing operation tunnel in the lower tunnel construction has remarkable advantages and social and economic benefits, and is particularly suitable for the design construction of the downward-crossing subway network of the urban road with heavy traffic.
Five major benefits are listed below:
(1) The construction process is simple, the operability is strong, and the construction is easy to organize and implement.
(2) In the installation process of the jack and other devices, the actual excavation earthwork is smaller, the environment is not polluted, and the traffic is not influenced. (its earthwork and device transportation rely mainly on the work well interior to work, less damaging to the formation floor.)
(3) The social benefit and the economic benefit are obvious, and the comprehensive cost is lower. (the monitoring equipment, the jack, the anchor beam and other devices can be removed and recovered after construction is finished, and can be continuously recycled, and the engineering cost is effectively saved.)
(4) The deformation compensation device has good deformation control effect on the upward-penetrating original operation tunnel and high deformation compensation safety coefficient. ( The automatic monitoring control system is utilized to collect and analyze the stress and deformation conditions of the upper side and the lower side of the upward-penetrating operation tunnel in the construction process in real time, so that the jack oil pump is efficiently and accurately controlled to be pressurized, the whole process does not need to be manually and personally participated in engineering detection control, the safety coefficient is ensured, and the manual working strength and the working cost are greatly reduced; meanwhile, the oil pump is dynamically and automatically controlled to pressurize in real time, so that the original operation tunnel is always in a deformation safety range state, and the deformation compensation effect is good. )
(5) By arranging the counter-force anchoring device and the jack compensation loading device on the upper side and the lower side of the original operation tunnel, on one hand, the deformation of the upper side and the lower side of the original operation tunnel is controlled; on the other hand, the overall stability of the counter-force anchoring system is improved, wherein the upper jack can be used for the stress compensation of the lower jack, and the excessive pressure generated in the upward direction of the original operation tunnel is avoided.
(6) By utilizing cloud storage, deformation conditions and jack force compensation conditions of the existing operation tunnel in the construction process are recorded, deformation compensation data references are provided for later similar projects, meanwhile, actual engineering data references are provided for attention matters such as how to reasonably select jack measuring ranges and anchor pile construction depth ranges, and the effect of deformation compensation of the original operation tunnel can be better improved.
Drawings
Fig. 1 is a schematic diagram of the deformation influence of a newly built lower tunnel on an existing upward-penetrating operation tunnel;
FIG. 2 is a schematic diagram of a construction method for actively compensating deformation of an up-through operation tunnel in lower tunnel construction;
FIG. 3 is a side view of FIG. 3;
FIG. 4 is a schematic illustration of the casting construction of the anchor pile in step 1.3 of the construction case of the present invention;
FIG. 5 is a schematic illustration of the construction of a work well in step 2 of the construction case of the present invention;
FIG. 6-1 is a schematic view 1 of the construction of the working space in step 3 of the construction case of the present invention;
FIG. 6-2 is a schematic view 2 of the construction of the working space in step 3 of the construction case of the present invention;
FIG. 7 is a schematic illustration of the anchor beam construction in step 4 of the construction case of the present invention;
FIG. 8-1 is an overall schematic of jack installation in step 6 of the construction case of the present invention;
FIG. 8-2 is an enlarged partial schematic view of the jack mount in step 6 of the construction case of the present invention;
FIG. 9 is a schematic diagram of the construction of the lower tunnel in the step 8 of the construction case of the present invention;
FIG. 10 is a schematic view of the equipment removal recovery in step 9 of the construction case of the present invention;
In the figure: the device comprises a lower tunnel, an upper operation tunnel, a 3-anchor pile hole, a 4-anchor pile, a 5-anchor beam, a 6-working well, a 7-upper working space, an 8-bearing platform, a 9-jack, a 10-soil body, an 11-middle anchor pile, a 12-lower working space, a 13-upper counterforce support and a 14-lower counterforce support.
Detailed Description
Embodiments of the present invention are described in further detail below with reference to the accompanying drawings and examples. The following examples are illustrative of the invention but are not intended to limit the scope of the invention.
For a better understanding of the technical solution of the present invention, the technical solution of the present invention will be clearly and completely described below with reference to the accompanying drawings and specific embodiments. It will be apparent that the described embodiments are only some, but not all, embodiments of the invention. All other embodiments, which can be made by those skilled in the art based on the embodiments of the invention without making any inventive effort, are intended to be within the scope of the invention.
The invention is described by taking the example of constructing a new lower tunnel in a crossing way below the original running subway tunnel. The construction method comprises the following specific steps:
as shown in fig. 1 to 10, a construction method for actively compensating deformation of an up-through operation tunnel in lower tunnel construction includes the following steps:
step 1, respectively constructing a plurality of anchor piles on two sides of an upper-penetrating operation tunnel 2, wherein the anchor piles positioned right above a lower-layer tunnel 1 are middle anchor piles 11, and the bottom elevation of the middle anchor piles is positioned between the top of the lower-layer tunnel and the upper-penetrating operation tunnel;
The anchor pile construction method comprises the following steps:
step 1.1, designing an anchor pile scheme: according to geological data and the expected size of the lower tunnel excavation, the construction quantity and depth of the anchor piles are calculated or obtained through an experimental model, the anchor pile can generate an anchor force which is larger than the maximum value of ground stress compensation required by the upward-penetrating operation tunnel, and a safety margin is reserved;
step 1.2, construction of anchor pile holes: on two sides of the penetrating operation tunnel, constructing anchor pile holes 3 to the designed depth by utilizing an engineering drilling machine and completing groove cleaning work;
step 1.3, pouring construction of anchor piles: binding anchor pile reinforcement cages, lowering the anchor pile reinforcement cages into pile holes, pouring concrete to the designed height, and curing for a period of time (generally 48 hours) to complete single anchor pile construction, as shown in fig. 4;
And step 1.4, repeating the steps 1.2 to 1.3 to finish the construction of all the anchor piles 4.
Step 2, constructing a working well 6 at one side of the upper through operation tunnel until reaching the bottom elevation of the middle anchor pile at the side, as shown in fig. 5;
Step 3, transversely excavating from the bottom of the working shaft, transversely crossing the upper through operation tunnel to the anchor pile of the other side from the upper side and the lower side respectively, and excavating and supporting simultaneously to form working spaces, namely an upper working space 7 and a lower working space 12, as shown in fig. 6-1 and 6-2;
Step 4, constructing an anchor beam 5 crossing on the upper side and the lower side of the upper through operation tunnel through the working space to serve as a counter-force bracket, namely an upper counter-force bracket 13 and a lower counter-force bracket 14, respectively, as shown in fig. 7;
Step5, excavating and cleaning rock and soil between the upper counter-force brackets, the lower counter-force brackets and the upper operation tunnel, and respectively arranging a bearing platform 8 at the top and the bottom outside the upper operation tunnel, wherein one side of the bearing platform is attached to the outer side surface of the upper operation tunnel, and the other side of the bearing platform is parallel to the corresponding counter-force brackets;
Step 6, arranging a plurality of jacks 9 between the bearing platform and the corresponding side counterforce brackets, wherein the jacks are symmetrically arranged on the axis of the through operation tunnel to form a jack compensation loading device, as shown in fig. 8-1 and 8-2;
Step 7, installing monitoring systems at the top and the bottom of the inner side of the upward-penetrating operation tunnel, and monitoring deformation and stress effects of the upward-penetrating operation tunnel;
Step 8, performing lower tunnel excavation construction, starting a jack compensation loading device when deformation and stress effect of the upper operation tunnel are monitored to exceed an alarm threshold value through a monitoring system, and applying upward compensation stress to the top of the upper operation tunnel until the deformation of the upper operation tunnel is within a safe range, as shown in fig. 9;
And 9, after the construction of the lower tunnel is finished, backfilling the working space and the working well, and simultaneously backfilling and recovering the jack, as shown in fig. 10, the construction of actively compensating the deformation of the upper operation tunnel in the construction of the lower tunnel is finished, and as shown in fig. 1 after the construction is finished.
The specific construction mode of the lower tunnel is not limited, and a mine method, a shield method or a TBM method can be adopted, and in the embodiment of the invention, the shield method can be adopted.
It should be noted that, as the basic knowledge in the field of the present invention, when the anchor pile and the anchor beam are constructed, a space should be reserved for the lower tunnel, which will not affect the construction of the lower tunnel, in fact, the lower tunnel and the upper tunnel should be reserved with a sufficient safety distance, which is sufficient to set the anchor pile and the anchor beam, so that mutual interference will not occur, and only needs to be noted that when the depth of the anchor pile is greater than that of the lower tunnel, the lower tunnel should be avoided (or the influence range of the anchor pile will be cut off due to the construction of the tunnel, the anchor pile will not participate in the internal force balance calculation, and only the safety reserve is made), and at this time, the problem that the anchor pile may be insufficient as a whole may be overcome by increasing the number of anchor piles at both sides of the lower tunnel can be considered.
Specifically, after the construction of the lower tunnel is finished, backfilling is firstly carried out on the working space, the recovery jack is gradually dismantled in the backfilling process, deformation of the upper operation tunnel is ensured to be in a safety range through monitoring of the monitoring system, once the safety range is exceeded, the jack which is not dismantled is driven to carry out overload, then the dismantled part is tamped, or the removed jack is replaced with rock, concrete blocks or steel structural members and the like, the safety of the upper operation tunnel is ensured, and after the backfilling of the lower tunnel is finished, the ground stress above the upper operation tunnel is naturally recovered, so that the monitoring system is only required to be dismantled finally.
Note that the upper and lower workspace backfilling is actually performed separately.
The invention can also be used for dismantling the anchor beam, when the anchor beam adopts a detachable steel structural member, the anchor beam can be dismantled, in the dismantling process, the working space and the lower tunnel are firstly backfilled, the anchor beam is pulled out from the side through the working well after backfilling is finished, and finally the working well is backfilled.
In step 1, when the anchor pile is cast, transverse connecting steel bars (generally, transversely protruding steel bars) are reserved at the anchor pile position where the anchor beam is installed or bosses and grooves are arranged to form an anchoring connecting piece, so that the firmness and the connection convenience of the counterforce support can be enhanced, and the formation of an anchoring weak point can be prevented.
When the connecting steel bars are arranged, the anchor beam is any one of box-shaped prestressed concrete cast-in-situ, precast beams or steel beams. When the prestressed concrete precast beam is adopted, local casting can be adopted to be connected with the anchor pile, and when the steel beam is adopted, welding can be adopted to be connected with the anchor pile. Preferably, the anchor beam is generally box-shaped, or is integrally I-shaped or H-shaped.
As a preferred embodiment, in step 2, the working well is located at a safe clear distance from the end of the corresponding side anchor beam, typically not less than 3m and not more than 5m. The working well adopts a supporting structure and adopts any one of steel-wood supporting, anchor spraying supporting and steel sheet pile supporting, the working well is excavated while supporting, the size of the working well is generally larger than that of an anchor beam to be installed, and the anchor beam is conveniently transported into a working space through the working well.
As a preferred embodiment, the support of the working space adopts active support of high-strength anchor rods and/or passive support of high-strength steel beams so as to be capable of supporting larger ground stress when the lower tunnel is not excavated.
In step 5, the two bearing platforms are symmetrically arranged on the upper through operation tunnel, and for the upper bearing platform, the upper bearing platform is a cast-in-situ reinforced concrete platform taking the outer side surface of the top of the upper through operation tunnel as a bottom template, specifically, the outer side surface of the top of the upper through operation tunnel is taken as a bottom template, a wood template is arranged on the side surface, the bearing platform is formed in a cast-in-situ mode, so that the top of the bearing platform is a horizontal platform, the loading of force between the bearing platform and the upper counter-force support is facilitated, the bottom of the bearing platform is highly attached to the upper through operation tunnel, and the damage caused by the stress concentration on the upper through operation tunnel is avoided during loading.
For the lower bearing platform, the lower bearing platform is a cast-in-situ reinforced concrete platform with the outer side surface of the bottom of the upper through operation tunnel as a top template, specifically, the outer side surface of the bottom of the upper through operation tunnel is taken as the top template, a wood template is arranged on the side surface, the bearing platform is formed in a cast-in-situ mode, the bottom of the bearing platform is a horizontal platform, so that force loading is conveniently carried out between the lower bearing platform and a lower counter-force support, the top of the bearing platform is highly attached to the upper through operation tunnel, and the damage caused by stress concentration on the upper through operation tunnel is avoided during loading.
In step 9, the space between the bearing platform and the anchor beam is backfilled, the jacks are gradually removed in the backfilling process, and rock, steel beams or concrete blocks are arranged at the positions of the removed jacks to replace the load applied by the jacks, and after all the jacks are removed, the rest working space and the working well are backfilled.
As a preferred embodiment, the monitoring system comprises stress sensors and deformation sensors arranged on the upper side and the lower side of the inside of the upper through operation tunnel.
As a preferred embodiment, the stress sensors are annularly arranged around the inner wall, and the deformation sensing lines are arranged along the longitudinal axis direction of the top surface and the bottom surface of the inner wall of the tunnel.
As a preferred embodiment, a control system is arranged on the jack compensation loading device, deformation signals monitored by the monitoring system to the operation tunnel is transmitted to the control system, and the control system is used for controlling the jack to load so as to realize automatic adjustment. The control system can select a PCL control system, preferably, a PID algorithm (proportional-integral-differential combined control) is arranged in the control system, and the hysteresis problem cited by error interference between tunnel deformation and jack feedback jacking load can be well solved. The data storage system can be additionally arranged, data information such as the stress and deformation of the original upward-penetrating operation tunnel and the control condition of the jacking force applied by the corresponding jack can be recorded in real time under the specific construction condition, and the data storage system can be preferably used for cloud storage.
The communication between the control system and the monitoring system can be wired communication or wireless communication, and the WIFI transmission can be adopted because only the thickness of the tunnel is separated. The control system and the jack are generally transmitted in a wired mode, and of course, wireless transmission can also be adopted.
As a preferred embodiment, the alarm threshold in step 8 may be calculated by simulation theory, and the alarm threshold is typically 0.6 times the allowable value of theoretical simulation calculation.
The above embodiments are only for illustrating the present invention, and are not limiting of the present invention. While the invention has been described in detail with reference to the embodiments, those skilled in the art will appreciate that various combinations, modifications, and substitutions can be made thereto without departing from the spirit and scope of the invention as defined in the appended claims.
Claims (10)
1. The construction method for actively compensating deformation of the upward-penetrating operation tunnel in lower tunnel construction is characterized by comprising the following steps of:
Step 1, respectively constructing a plurality of anchor piles on two sides of an upper-penetrating operation tunnel, wherein the anchor piles positioned right above a lower-layer tunnel are middle anchor piles, and the bottom elevation of the middle anchor piles is positioned between the top of the lower-layer tunnel and the upper-penetrating operation tunnel;
Step 2, constructing a working well on one side of the upward-penetrating operation tunnel until reaching the elevation of the bottom of the middle anchor pile on the side;
Step 3, transversely excavating from the bottom of the working shaft, transversely crossing the upward-penetrating operation tunnel to the anchor pile position on the other side from the upper side and the lower side respectively, and supporting while excavating to form a working space;
step 4, constructing crossing anchor beams on the upper side and the lower side of the upper through operation tunnel through the working space to serve as reaction supports, wherein the upper reaction supports and the lower reaction supports are respectively;
step 5, excavating and cleaning rock and soil between the upper counter-force brackets, the lower counter-force brackets and the upper operation tunnel, and respectively arranging a bearing platform at the top and the bottom outside the upper operation tunnel, wherein one side of the bearing platform is attached to the outer side surface of the upper operation tunnel, and the other side of the bearing platform is parallel to the corresponding counter-force brackets;
step 6, arranging a plurality of jacks between the bearing platform and the counterforce brackets at the corresponding sides, wherein the jacks are symmetrically arranged above the axis of the through operation tunnel to form a jack compensation loading device;
Step 7, installing monitoring systems at the top and the bottom of the inner side of the upward-penetrating operation tunnel for monitoring the deformation condition of the upward-penetrating operation tunnel;
Step 8, performing lower tunnel excavation construction, monitoring deformation and stress effect of the upward-penetrating operation tunnel in real time through a monitoring system, and starting a jack compensation loading device when the deformation and stress effect of the upward-penetrating operation tunnel exceeds an alarm threshold value, and compensating load opposite to the deformation direction of the upward-penetrating operation tunnel until the deformation and stress effect of the upward-penetrating operation tunnel are within a safety range;
And 9, after the construction of the lower tunnel is finished, backfilling the working space and the working well, and recycling the jack while backfilling to finish the construction of actively compensating the deformation of the upper operation tunnel during the construction of the lower tunnel.
2. The construction method for actively compensating deformation of an upward-penetrating operation tunnel in lower tunnel construction according to claim 1, wherein the construction method comprises the following steps: the anchor pile construction method in the step 1 is as follows:
step 1.1, designing an anchor pile scheme: according to geological data and the expected size of the lower tunnel excavation, the construction quantity and depth of the anchor piles are calculated or obtained through an experimental model, the anchor pile can generate an anchor force which is larger than the maximum value of ground stress compensation required by the upward-penetrating operation tunnel, and a safety margin is reserved;
step 1.2, construction of anchor pile holes: performing pile hole construction to the designed depth by utilizing an engineering driller on two sides of the penetrating operation tunnel and completing groove cleaning work;
Step 1.3, pouring construction of anchor piles: binding anchor pile reinforcement cages, lowering the anchor pile reinforcement cages into pile holes, pouring concrete to the designed height, and curing for a period of time to finish single anchor pile construction;
and step 1.4, repeating the steps 1.2 to 1.3 to finish the construction of all anchor piles.
3. The construction method for actively compensating deformation of an upward-passing operation tunnel in lower tunnel construction according to claim 2, wherein: in the step 1, when the anchor pile is poured, connecting steel bars are reserved on the anchor pile at the position where the anchor beam is installed or a boss and groove structure device is arranged to form an anchoring connecting piece.
4. The construction method for actively compensating deformation of an upward-penetrating operation tunnel in lower tunnel construction according to claim 1, wherein the construction method comprises the following steps: the working well is not smaller than the safe clear distance from the end part of the corresponding side anchor beam, the working well adopts any one of steel-wood support, spray anchor support and steel sheet pile support in a supporting structure, the size of the working well is determined according to the number of the required anchor piles, and when the number of the required anchor piles is large, the working well is arranged in a parallel mode that two or more working wells are transversely communicated at the bottom.
5. The construction method for actively compensating deformation of an upward-passing operation tunnel in lower tunnel construction according to claim 2, wherein: the anchor beam is a box-shaped structural beam and is any one of a prestressed concrete cast-in-situ beam, a precast beam or a steel beam.
6. The construction method for actively compensating deformation of an upward-passing operation tunnel in lower tunnel construction according to claim 2, wherein: the support of the working space adopts high-strength anchor rod active support and/or high-strength steel beam passive support.
7. The construction method for actively compensating deformation of an upward-passing operation tunnel in lower tunnel construction according to claim 2, wherein: in step 5, the bearing platform is a cast-in-situ reinforced concrete platform with the top outer side surface of the upper through operation tunnel as a bottom template or the bottom outer side surface of the upper through operation tunnel as a top template.
8. The construction method for actively compensating deformation of an upward-passing operation tunnel in lower tunnel construction according to claim 2, wherein: and a control system is arranged on the compensation loading device, deformation or stress signals detected by the monitoring system to be transmitted to the control system, and the control system is used for controlling the jack to load, so that automatic adjustment is realized, and a compensation function is realized.
9. The construction method for actively compensating deformation of an upward-penetrating operation tunnel in lower tunnel construction according to claim 1, wherein the construction method comprises the following steps: in the step 9, the space between the bearing platform and the anchor beam is backfilled, the jacks are gradually dismantled in the backfilling process, rocks, steel beams or concrete blocks are arranged at the positions of the dismantled jacks to replace the load applied by the jacks, and when all the jacks are dismantled, the rest working space and the working well are backfilled.
10. The construction method for actively compensating deformation of an upward-penetrating operation tunnel in lower tunnel construction according to claim 1, wherein the construction method comprises the following steps: the monitoring system comprises a stress sensor and a deformation sensor which are arranged in the upper-wearing operation tunnel and surround the periphery.
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| CN102619531A (en) * | 2012-03-06 | 2012-08-01 | 北京交通大学 | Multi-step sequence construction deformation control method for shallow-buried tunnel with big cross section |
| CN102733413A (en) * | 2012-06-18 | 2012-10-17 | 河海大学 | Method for controlling subsidence of operating subway tunnel |
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| CN111396063B (en) * | 2020-03-25 | 2021-05-28 | 中铁三局集团有限公司 | Construction method for short-distance upward-crossing existing line downward-passing sewage jacking pipe of water-rich sand layer shield |
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| CN102619531A (en) * | 2012-03-06 | 2012-08-01 | 北京交通大学 | Multi-step sequence construction deformation control method for shallow-buried tunnel with big cross section |
| CN102733413A (en) * | 2012-06-18 | 2012-10-17 | 河海大学 | Method for controlling subsidence of operating subway tunnel |
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