CN115467366A - Construction method for actively compensating deformation of adjacent operation tunnel in foundation pit construction - Google Patents
Construction method for actively compensating deformation of adjacent operation tunnel in foundation pit construction Download PDFInfo
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- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
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- E—FIXED CONSTRUCTIONS
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- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
- E02D15/04—Placing concrete in mould-pipes, pile tubes, bore-holes or narrow shafts
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- E—FIXED CONSTRUCTIONS
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- E02D17/02—Foundation pits
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- E02D17/18—Making embankments, e.g. dikes, dams
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- E—FIXED CONSTRUCTIONS
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- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
- E02D31/08—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against transmission of vibrations or movements in the foundation soil
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- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/54—Piles with prefabricated supports or anchoring parts; Anchoring piles
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Abstract
The invention discloses a construction method for actively compensating deformation of an adjacent operating tunnel in foundation pit construction, which is used for respectively adjusting acting forces in four directions, namely the upper direction, the lower direction, the left direction and the right direction of the surface of the operating tunnel so as to compensate the deformation in the corresponding direction, thereby effectively and automatically controlling the inclined uneven deformation caused by side foundation pit excavation and ensuring the safe working operation of the existing operating tunnel structure. The anchoring beams are arranged on the upper side and the lower side of the adjacent operation tunnel in a construction mode, and the longitudinal cross beams are arranged on the left side and the right side in a construction mode and are combined with the anchor piles to form the whole reaction device. Each side is cooperated with an automatic control jack device, stress deformation changes in four directions of the operation tunnel are dynamically monitored, pressure application jacking load is actively carried out for compensation, deformation of the operation tunnel in the corresponding direction is further controlled, and deformation of the adjacent operation tunnel in foundation pit construction is reduced to a safe range.
Description
Technical Field
The invention belongs to the technical field of civil engineering, relates to an urban rail construction technology in municipal engineering, and particularly relates to a construction method for actively compensating deformation of an adjacent operating tunnel in foundation pit construction.
Background
The subway is an important component of urban transportation in China at the present stage, bears a large amount of commuting passenger flows and takes on the important mission of stable urban operation. Along with the rapid development of urban rail transit, dense and hemp subway construction nets and extreme shortage of land resources, new construction projects are often constructed at positions adjacent to original operation subway tunnels, for example: high-rise residential buildings close to subway tunnels are endlessly constructed, and open excavation is mainly used for foundation pit construction of the building foundations. As is known, the open cut construction of a deep foundation pit is usually accompanied by a strong environmental effect, and can cause disturbance to an original stress field and a water pressure field in a stratum, break through a static balance state between an original tunnel and a soil body, inevitably cause uneven deformation to an existing operation tunnel, generally generate a deformation vector to the bottom of the foundation pit for the existing tunnel, and form an included angle of 30-60 degrees with the horizontal direction. If the deformation of the existing operation tunnel is not strictly controlled, the operation tunnel may be broken due to large local deformation, so that the normal use of the operation tunnel is affected, and even engineering accidents are caused in severe cases, so that the economic loss and the social influence are immeasurable.
Disclosure of Invention
In order to solve the problems, the invention designs a construction method for actively compensating the deformation of the adjacent operating tunnel in the foundation pit construction, which respectively adjusts the acting force in the upper, lower, left and right directions of the surface of the operating tunnel so as to compensate the deformation in the corresponding direction, thereby effectively and automatically controlling the inclined uneven deformation caused by the excavation of the lateral foundation pit and ensuring the safe working operation of the existing operating tunnel structure.
The basic principle of the invention is as follows: the anchoring beams are arranged on the upper side and the lower side of the adjacent operation tunnel in a construction mode, and the longitudinal cross beams are arranged on the left side and the right side in a construction mode and are combined with the anchor piles to form the whole reaction frame device. Each side is matched with an automatic control jack device, the stress and deformation changes in four directions of the operation tunnel are dynamically monitored, and the pressure application jacking force load compensation is actively carried out, so that the deformation of the operation tunnel in the corresponding direction is controlled, and the deformation of the adjacent operation tunnel in foundation pit construction is reduced to a safe range.
The invention provides a device for actively compensating deformation of an adjacent operating tunnel in foundation pit construction, which comprises a control system, a monitoring system, a counter-force anchoring device and a stress compensation device, wherein the monitoring system is used for monitoring the deformation condition of the adjacent operating tunnel; the counter-force anchoring device provides counter-force support for the jacking force load compensation device.
The reaction anchoring device comprises a plurality of anchor piles arranged on two sides of the operation tunnel, reaction beams arranged on the upper side, the lower side, the left side and the right side of the operation tunnel and fixed on the anchor piles, the stress compensation device is a reaction jack arranged between the corresponding reaction beam on the side and the operation tunnel, and a bearing platform used for uniformly distributing force is arranged between the reaction jack and the operation tunnel.
Wherein, the counter-force roof beam is the steel anchor beam of anchoring on the anchor pile.
The anchor piles are symmetrically and uniformly arranged along the two sides of the operation tunnel by a plurality of reinforced concrete anchor piles, and the specific number and range are determined according to numerical simulation analysis and under the condition of ensuring certain safety margin.
The steel anchor beam is formed by assembling a plurality of sections of steel anchor beams, the section shape of the steel anchor beam is mostly the section of a steel box beam, and the steel anchor beam can also be a combined section formed by assembling a plurality of I-shaped steel or H-shaped steel sections. As an improvement, the prestressed concrete cast-in-place beam can also be a prestressed concrete cast-in-place beam or a precast beam. The construction is laid on the upper side and the lower side of the operation tunnel and is orthogonal to the operation tunnel, and the two ends of the operation tunnel are tightly connected with the anchor piles to form a frame structure, so that the stability of the whole structure of the counter-force anchoring device is improved.
The longitudinal beam is mainly of a reinforced concrete structure, a reinforcement cage is arranged at the middle positions of the left side and the right side of the operation tunnel, close to the inner side of the anchor pile, and the longitudinal beam is tightly connected with the extending reinforcement of the anchor pile to form an integral counter-force structure by pouring.
The reaction jack is mostly a common hydraulic large-tonnage jack, an oil pump of the reaction jack is provided with a control system, information can be wirelessly or wiredly transmitted to be accessed into a monitoring control system, the reaction jack is dynamically controlled to apply jacking force load according to feedback deformation information, and then the deformation of the operation tunnel is controlled.
The bearing platform is mainly of a reinforced concrete structure, is a reinforced concrete block with a certain thickness and with leveling and stress diffusion functions, can be subjected to cast-in-place concrete construction through a specially-made rectangular mould, and ensures that the surface of the bearing platform is closely attached to the surface of an operating tunnel.
The monitoring control system consists of stress and deformation sensors, a signal transmission module, a control system and a data storage system, wherein the stress and 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 along the shape of a ring, and 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, wifi transmission is selected as the information transmission. The control system is mostly a mature PCL control system, and is better, and a PID algorithm (proportional-integral-derivative combined control algorithm) is arranged in the control system, so that the problem of lag introduced by error interference between deformation and feedback can be solved well. The data storage system is mainly used for recording data information such as the stress and deformation conditions of the original operation tunnel and the control conditions of the jack applying the jacking force corresponding to the jack under the specific construction condition in real time, and preferably, the data storage system can adopt cloud storage.
In order to achieve the purpose, the invention adopts the following construction technical scheme:
a construction method for actively compensating deformation of an adjacent operation tunnel in foundation pit construction is characterized by comprising the following steps:
step 6, continuously excavating the first hoisting working well downwards until the middle elevation of the operation tunnel, transversely excavating from the bottom of the first hoisting working well to reach the anchor pile on the right side of the middle of the operation tunnel, and excavating while supporting to form a side working space;
step 9, continuously excavating the first hoisting working well downwards until the bottom elevation of the operation tunnel, transversely excavating from the bottom of the first hoisting working well, transversely crossing to the anchor pile on the other side from the bottom of the operation tunnel, and supporting while excavating to form a lower side working space;
and step 17, after the construction of the adjacent foundation pit is finished, backfilling the working space and the first hoisting working well, and recovering the jack while backfilling to finish the construction of actively compensating the deformation of the operating tunnel in the construction of the lower layer tunnel.
Further, the anchor pile construction method in the step 1 is as follows:
step 1.1, anchor pile scheme design: calculating the construction quantity and depth of the anchor piles according to geological data and the estimated excavation size of the lower-layer tunnel or obtaining the construction quantity and depth of the anchor piles through an experimental model, ensuring that the anchoring force generated by the anchor piles is greater than the maximum value of ground stress compensation required by the operating tunnel, and reserving safety allowance;
step 1.2, anchor pile hole construction: pile hole construction is carried out to the designed depth and groove cleaning work is completed by utilizing an engineering drilling machine at two sides of the operation tunnel;
step 1.3, anchor pile pouring construction: binding an anchor pile reinforcement cage, putting the anchor pile reinforcement cage into a pile hole, then pouring concrete to a designed height, and curing for a period of time (generally 48 hours) to complete the construction of a single anchor pile;
and 1.4, repeating the steps 1.2 to 1.3 to finish the construction of all anchor piles.
Furthermore, in 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 bosses and grooves are arranged to form an anchor connecting piece.
Further, in the step 2, the distance between the first hoisting working well and the same end of the upper anchor beam is not less than a safe clear distance (generally not less than 3m and not more than 5 m), the first hoisting working well adopts a supporting structure which adopts any one of steel-wood support, spray anchor support and steel sheet pile support, the size of the first hoisting working well is determined according to the number of required anchor piles, and when the number of required anchor piles is large, the first hoisting working well is arranged in a parallel mode that two first hoisting working wells are transversely communicated at the bottom;
in the step 12, when the distance between the newly-built foundation pit and the operation tunnel is not enough to construct the working well, the second hoisting working well is arranged on the side face of the anchor pile comprehensive row.
Further, the anchor beam is any one of a box beam, a prestressed concrete cast-in-place beam, a precast beam and a steel beam.
Furthermore, the supports of the lower side working space, the left side working space, the side working space and the upper side working space are all actively supported by high-strength anchor rods and/or passively supported by high-strength steel beams.
Furthermore, the bearing platform is a cast-in-place reinforced concrete platform taking the outer side surface of the operating tunnel as a partial template.
And the control system is used for transmitting the deformation signal monitored by the monitoring system in the operation tunnel to the control system, and controlling the jack to load through the control system to realize automatic adjustment.
Further, in step 17, firstly, backfilling a space between the bearing platform and the anchor beam, gradually removing the jack in the backfilling process, arranging a rock, a steel beam or a concrete block at the position of the removed jack to replace a jacking load applied by the jack, and backfilling the residual working space and the first hoisting working well after all the jacks are removed.
Further, the monitoring system comprises a stress sensor and a deformation sensor which are arranged at the top in the operating tunnel.
Meanwhile, it is worth to be explained that the construction of the adjacent foundation pit is only one of the engineering cases, and can also be used for other situations such as the construction of an adjacent newly-built tunnel.
The invention has the beneficial effects that:
the construction method for actively compensating the deformation of the adjacent operation tunnel in the foundation pit construction has obvious advantages and social and economic benefits, and is particularly suitable for the design and construction of the building foundation pits around the subway net of the urban road with heavy traffic.
The following lists five main beneficial effects:
(1) The construction process is simple, the operability is strong, and the organization and implementation are easy.
(2) In the installation process of devices such as a jack and the like, the actual excavated earthwork is small, the environment is not polluted, and the traffic is not influenced. (the earthwork and the device transportation mainly depend on the first or the second hoisting working well to work, and the damage to the ground of the stratum is less.)
(3) The social benefit and the economic benefit are obvious, and the comprehensive cost is lower. (monitoring facilities, counter-force jack, anchor beam and other devices can be dismantled and recycled after construction, and can be recycled continuously, so that the engineering cost is effectively saved.)
(4) The deformation control effect on the adjacent original operation tunnel is good, and the deformation compensation safety factor is high. ( The stress and deformation conditions of the operating tunnel in four directions in the construction process are collected and analyzed in real time by using an automatic monitoring control system, the pressurization of a jack oil pump is efficiently and accurately controlled, the whole process does not need to manually participate in engineering detection control in person, the safety coefficient is ensured, and the manual working intensity and the working cost are also 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) Reaction anchoring devices and jack loading devices are uniformly distributed on the upper side, the lower side, the left side and the right side of the original operating tunnel, so that on one hand, the deformation of the original operating tunnel in the horizontal and vertical directions is compensated, and the uneven deformation of the adjacent operating tunnel caused by the side foundation pit is controlled; meanwhile, the upper side and the lower side, and the left side and the right side can be mutually stressed and compensated, so that overlarge pressure is avoided locally.
(6) Utilize the cloud storage, the deformation condition and the jack force compensation condition that the existing operation tunnel actually received in the record work progress provides the reference of deformation compensation data for similar engineering in later stage, also provides the reference of actual engineering data for attention matters such as how rationally select jack range and anchor pile construction depth scope simultaneously, and then better improvement is to original operation tunnel deformation compensation's effect.
Drawings
FIG. 1 is a schematic view of a construction method for actively compensating deformation of an adjacent operating tunnel in foundation pit construction;
FIG. 2 is a schematic view of the step 1.3 of pouring the anchor pile in the construction case of the present invention;
FIG. 3 is a schematic diagram of the construction of the first hoisting working well away from the foundation pit in step 2 in the construction case of the invention;
FIG. 4 is a schematic view of the upper working space construction of step 3 in the construction case of the present invention;
FIG. 5 is a schematic view of the anchor beam assembly construction of step 4 in the construction case of the present invention;
FIG. 6 is a schematic view of the installation of the upper side reaction jack in step 5 in the construction case of the present invention;
FIG. 7-1 is a schematic view of the left and lower reaction jacks installed in step 7 and step 10 of the present invention;
fig. 7-2 is a schematic diagram 2 of the left and lower reaction jacks in step 8 and step 11 in the construction case of the present invention:
fig. 8 is a schematic view of the construction of the second hoisting working well in step 13 in the construction case of the present invention;
FIG. 9 is a schematic view of the second horizontal compensating loader of step 14 in the present invention;
FIG. 10 is a schematic view of the construction of the foundation pit in step 16 in the construction case of the present invention;
FIG. 11 is a schematic illustration of the equipment demolition recovery and workspace backfill, step 17, in the present construction case.
In the figure: 1-newly-built deep foundation pit, 2-adjacent operation tunnel, 3-anchor pile hole, 4-anchor pile, 5-upper side counterforce beam, 7-lower side counterforce beam, 8-first horizontal counterforce beam, 9-second horizontal counterforce beam, 10-first hoisting working well, 11-second hoisting working well, 12-upper side working space, 13-lower side working space, 14-side working space, 15-bearing platform, 16-stress compensation device, 161-first horizontal compensation loading device, 162-second horizontal compensation loading device, 163-upper side compensation loading device and 164-lower side compensation loading device.
Detailed Description
Embodiments of the present invention will be described in further detail with reference to the drawings and examples. The following examples are intended to illustrate the invention but are not intended to limit the scope of the invention.
For better understanding of the technical solutions of the present invention, the technical solutions of the present invention will be clearly and completely described below with reference to the accompanying drawings and specific embodiments, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all of the embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The present invention will be described by taking the construction of a newly-built foundation pit in the vicinity of a tunnel through which a subway runs as an example. The construction method comprises the following specific steps:
the construction method of the anchor pile 4 is as follows:
step 1.1, anchor pile 4 scheme design: calculating the construction quantity and depth of the anchor piles 4 according to geological data and the estimated excavation size of the lower-layer tunnel or obtaining the construction quantity and depth of the anchor piles 4 through an experimental model, ensuring that the anchoring force generated by the anchor piles 4 is greater than the maximum value of ground stress compensation required by the operation tunnel, and reserving safety allowance;
step 1.2, constructing an anchor pile hole 3: pile hole construction is carried out to the designed depth and groove cleaning work is completed by utilizing an engineering drilling machine at two sides of the operation tunnel;
step 1.3, pouring construction of an anchor pile 4: binding an anchor pile reinforcement cage, putting the anchor pile reinforcement cage into a pile hole, pouring concrete from bottom to top by using a concrete pump truck to the top surface of the reinforcement cage in the corresponding pile hole to reach the designed height, maintaining for a period of time (generally 48 hours), and completing the construction of a single anchor pile 4, as shown in fig. 2;
and 1.4, repeating the steps 1.2 to 1.3 to complete the construction of all anchor piles 4.
step 6, continuously excavating the first hoisting working well 10 downwards until the middle elevation of the operation tunnel, transversely excavating from the bottom of the first hoisting working well 10 to reach the anchor pile 4 on the right side of the middle of the operation tunnel, and excavating and supporting at the same time to form a side working space 14;
step 9, continuously excavating the first hoisting working well 10 downwards until the bottom elevation of the operation tunnel, transversely excavating from the bottom of the first hoisting working well 10, transversely crossing to the anchor pile 4 on the other side from the bottom of the operation tunnel, and supporting while excavating to form a lower side working space 13;
and step 17, after the construction of the newly-built deep foundation pit 1 is finished, backfilling the working space, the first hoisting working well 10 and the second hoisting working well 11 as shown in fig. 11, and recovering the jacks while backfilling to finish the construction of actively compensating the deformation of the adjacent operating tunnel in the foundation pit construction.
It should be noted that the specific construction method of newly building the deep foundation pit 1 is not limited, and a foundation pit open excavation method or a shield method may be adopted.
In step 17, specifically, after the construction of the newly-built deep foundation pit 1 is finished, the working space is backfilled, the recovery jacks are gradually removed in the backfilling process, the deformation of the adjacent operating tunnel 2 is ensured to be in a safe range through monitoring of a monitoring system, once the deformation exceeds the safe range, the jacks which are not removed are driven to carry out overload, then the removed part is tamped, or the removed part of the jacks is replaced by rocks, concrete blocks or steel structural members, and the like, so that the safety of the operating tunnel is ensured, and after the backfilling of the newly-built deep foundation pit 1 is finished, the ground stress above the operating tunnel is naturally recovered, so that only the monitoring system needs to be finally removed.
It should be noted that the anchor beam can be dismantled, when the anchor beam is a detachable steel structural member, the anchor beam can be dismantled, and in the dismantling process, the lower working space 13 is backfilled, then the upper working space 12 is backfilled, and finally the first hoisting working well 10 and the second hoisting working well 11 are backfilled.
As a preferred embodiment, in step 1, when pouring the anchor piles 4, connecting steel bars (generally, steel bars protruding transversely) are reserved on the anchor piles 4 where the anchor beams are installed or bosses and grooves are arranged to form anchor connectors, so that the firmness and the connection convenience of the counter-force support can be enhanced, and the weak points of anchoring can be prevented.
When the connecting steel bars are arranged, the anchor beam is a box-shaped structural beam, and any one of prestressed concrete cast-in-place, a precast beam and a steel beam is adopted. When the box-shaped structural beam and the precast beam are used, local pouring can be adopted to connect with the anchor piles 4, and when the steel beam is used, welding can be adopted to connect with the anchor piles 4. When the steel beam is adopted, the whole body is an I-shaped steel section or an H-shaped section.
As a preferred embodiment, in step 2, the distance between the first lifting working well 10 and the end of the anchor beam on the corresponding side is not less than 3m, the first lifting working well 10 and the second lifting working well 11 both adopt a supporting structure and adopt any one of steel-wood support, spray anchor support and steel sheet pile support, the support is carried out while excavating, and the size of the first lifting working well 10 is generally larger than the size of the anchor beam to be installed, so that the anchor beam can be conveniently transported into a working space through the first lifting working well 10.
As a preferred embodiment, the second lifting working well 11 is constructed on the other side of the tunnel, the arrangement is generally the same as the first working well, when the newly-built foundation pit is closer to the operating tunnel, the second lifting working well 11 is adjusted to the side of the longitudinal row of the anchoring piles, located at one end of the left longitudinal beam, under the influence of the arrangement space, as shown in fig. 9 and 10.
As an improvement, a second hoisting working well 11 is excavated from the inner side of the anchor pile, close to the foundation pit side, of the upper working well and reaches the middle of the left side of the tunnel, and then the left working space is formed by longitudinal excavation construction.
In a preferred embodiment, the side workspaces 14, the upper workspaces 12 and the lower workspaces 13 are supported by high-strength anchor rods and/or high-strength steel beams, so as to support the ground stress when the lower tunnel is not excavated.
As a preferred embodiment, in step 4, the bearing platform 15 is a cast-in-place reinforced concrete platform using the outer side surface of the top of the operation tunnel as a bottom formwork, specifically, the outer side surface of the top of the operation tunnel as the bottom formwork is provided with a wood formwork on the side surface, and the bearing platform 15 is formed in a cast-in-place mode, so that the top of the bearing platform 15 is a horizontal platform, which is convenient for loading the bearing force between the bearing platform 15 and the upper counter-force bracket, the bottom of the bearing platform 15 is highly attached to the operation tunnel, and the stress concentration on the operation tunnel during loading can not cause damage.
As a preferred embodiment, in step 7, for the lower force bearing platform 15, which is a cast-in-place reinforced concrete platform using the outer side surface of the right side of the operation tunnel as a side template, the force bearing platform 15 is formed in a cast-in-place manner, so that the bottom of the force bearing platform 15 is a horizontal platform, which is convenient for force loading with the first horizontal counter-force bracket, the top of the force bearing platform 15 is highly attached to the operation tunnel, and stress concentration on the operation tunnel during loading cannot cause damage.
As a preferred embodiment, in step 10, the force-bearing platform 15 is a cast-in-place reinforced concrete platform using the outer side surface of the bottom of the operating tunnel as a top formwork, specifically, the outer side surface of the bottom of the operating tunnel may be used as the top formwork, a wood formwork is arranged on the side surface, and the force-bearing platform 15 is formed in a cast-in-place manner, so that the bottom of the force-bearing platform 15 is a horizontal platform, which facilitates force loading with the lower counter-force bracket, the top of the force-bearing platform 15 is highly attached to the operating tunnel, and stress concentration on the operating tunnel during loading does not cause damage.
As a preferred embodiment, in step 13, the lower force-bearing platform 15 is a cast-in-place reinforced concrete platform using the outer side surface of the left side of the operating tunnel as a side template, and the force-bearing platform 15 is formed in a cast-in-place manner, so that the bottom of the force-bearing platform 15 is a horizontal platform, which facilitates force loading with the second horizontal counter-force bracket, the top of the force-bearing platform 15 is highly attached to the operating tunnel, and stress concentration on the operating tunnel during loading does not cause damage.
As a preferred embodiment, in step 17, the space between the bearing platform 15 and the anchor beam is backfilled, the jack is gradually removed in the backfilling process, a rock, a steel beam or a concrete block is arranged at the position of the removed jack to replace the load applied by the jack, and after all jacks are removed, the remaining working space, the first hoisting working well 10 and the second hoisting working well 11 are backfilled.
As a preferred embodiment, the monitoring system comprises a stress sensor and a deformation sensor which are arranged at the top in the operating tunnel.
As a preferred embodiment, the stress sensors are arranged around the inner wall along a ring shape, and the deformation sensing lines are arranged along the longitudinal axis direction of the top surface of the inner wall of the tunnel.
As a preferred embodiment, a control system is arranged on the jack compensation loading device, a deformation signal monitored by the monitoring system in the operation tunnel is transmitted to the control system, and the jack is controlled by the control system to be loaded, so that automatic adjustment is realized. The control system can select a PCL control system, preferably, a PID algorithm (integral derivative control) is arranged in the control system, and the problem of delay between deformation and feedback due to error interference can be solved well. And a data storage system can be additionally arranged, so that data information such as the stress and deformation conditions of the original operation tunnel and the control conditions of the jack applying the jacking force corresponding to the jack and the like can be recorded in real time under the specific construction condition, and preferably, the data storage system can adopt cloud storage.
The communication between the control system and the monitoring system can adopt wired communication or wireless communication, and due to the fact that only the thickness of the tunnel is reserved, WIFI transmission can be adopted. The control system and the jack are generally in wired transmission, and of course, wireless transmission can also be adopted.
As a preferred embodiment, the alarm threshold in step 8 can be calculated by simulation theory, and the alarm threshold is typically 0.6 times of the allowable value of the theoretical simulation calculation.
The above embodiments are merely illustrative of the present invention and are not to be construed as limiting the invention. Although the present invention has been described in detail with reference to the embodiments, it should be understood by those skilled in the art that various combinations, modifications or equivalents may be made to the technical solution of the present invention without departing from the spirit and scope of the technical solution of the present invention, and the technical solution of the present invention is covered by the claims of the present invention.
Claims (10)
1. A construction method for actively compensating deformation of an adjacent operation tunnel in foundation pit construction is characterized by comprising the following steps:
step 1, constructing a plurality of anchor piles on two sides of an operation tunnel respectively;
step 2, constructing a first hoisting working well at one side of the operation tunnel far away from the newly-built foundation pit, and enabling the first hoisting working well to reach the top elevation of the operation tunnel directly;
step 3, transversely excavating from the bottom of the first hoisting working well, transversely crossing to the anchor pile on the other side from the top of the operating tunnel, and excavating while supporting to form an upper working space;
step 4, constructing and installing an anchor beam above the operation tunnel through the first hoisting working well and the upper side working space to form an upper side counter-force beam; excavating and cleaning rock soil between the upper side reaction beam and the operation tunnel, arranging a force bearing platform outside the operation tunnel, wherein one side of the force bearing platform is attached to the outer side surface of the operation tunnel, and the other side of the force bearing platform is parallel to the upper side reaction beam;
step 5, arranging a plurality of counter jacks between the force bearing platform and the upper side counter-force beam to serve as upper compensation loading devices;
step 6, continuously excavating the first hoisting working well downwards until the middle elevation of the operation tunnel, transversely excavating from the bottom of the first hoisting working well to reach the anchor pile on the right side of the middle of the operation tunnel, and excavating while supporting to form a side working space;
step 7, constructing and installing a longitudinal beam on the right side of the operation tunnel through the first hoisting working well and the side working space to form a first horizontal counter-force beam; excavating and cleaning rock soil between the first horizontal counter-force beam and the operation tunnel, arranging a bearing platform outside the operation tunnel, wherein one side of the bearing platform is attached to the outer side surface of the operation tunnel, and the other side of the bearing platform is parallel to the first horizontal counter-force beam;
step 8, arranging a plurality of reaction jacks between the bearing platform and the first horizontal reaction beam to serve as a first horizontal compensation loading device;
step 9, continuously excavating the first hoisting working well downwards until the bottom elevation of the operation tunnel, transversely excavating from the bottom of the first hoisting working well, transversely crossing to the anchor pile on the other side from the bottom of the operation tunnel, and supporting while excavating to form a lower side working space;
step 10, constructing and installing an anchor beam below the operation tunnel through a first hoisting working well and a lower side working space to form a lower side counter-force beam; excavating and cleaning rock soil between the lower side reaction beam and the operation tunnel, arranging a bearing platform outside the operation tunnel, wherein one side of the bearing platform is attached to the outer side surface of the operation tunnel, and the other side of the bearing platform is parallel to the lower side reaction beam;
step 11, arranging a plurality of reaction jacks between the bearing platform and the lower reaction beam to serve as lower compensation loading devices;
step 12, constructing a second hoisting working well on the other side of the operation tunnel opposite to the first hoisting working well and enabling the second hoisting working well to reach the lower side working space directly;
step 13, constructing and installing an anchor beam on the left side of the operation tunnel through a second hoisting working well to form a second horizontal counter-force beam; excavating and cleaning rock soil between the second horizontal counter-force beam and the operation tunnel, arranging a bearing platform outside the operation tunnel, wherein one side of the bearing platform is attached to the outer side surface of the operation tunnel, and the other side of the bearing platform is parallel to the second horizontal counter-force beam;
step 14, arranging a plurality of reaction jacks between the bearing platform and the second horizontal reaction beam to serve as a second horizontal compensation loading device; the second horizontal counter-force beam, the first horizontal counter-force beam, the upper side counter-force beam, the lower side counter-force beam and the anchor piles form a counter-force anchoring device surrounding the operating tunnel; the second horizontal compensation loading device, the first horizontal compensation loading device, the upper side compensation loading device and the lower side compensation loading device form a stress compensation device surrounding the operation tunnel together;
step 15, installing a monitoring system at the top of the inner side of the operation tunnel, wherein the monitoring system is used for monitoring the deformation condition of the operation tunnel;
step 16, performing excavation construction of the adjacent foundation pit, monitoring the deformation condition of the operation tunnel in real time through a monitoring system, and starting a stress compensation device when the deformation of the operation tunnel exceeds an alarm threshold value to compensate stress of the operation tunnel in the direction opposite to the deformation direction until the deformation of the operation tunnel is within a safety range;
and step 17, after the construction of the adjacent foundation pit is finished, backfilling the working space, the first hoisting working well and the second hoisting working well, and recovering the jack while backfilling to finish the construction of actively compensating the deformation of the operating tunnel in the construction of the lower layer tunnel.
2. The construction method according to claim 1, wherein: the anchor pile construction method in the step 1 comprises the following steps:
step 1.1, anchor pile scheme design: calculating the construction quantity and depth of the anchor piles according to geological data and the estimated excavation size of the lower-layer tunnel or obtaining the construction quantity and depth of the anchor piles through an experimental model, ensuring that the anchoring force generated by the anchor piles is greater than the maximum value of ground stress compensation required by the operating tunnel, and reserving safety allowance;
step 1.2, anchor pile hole construction: pile hole construction is carried out to the designed depth and groove cleaning work is completed by utilizing an engineering drilling machine at two sides of the operation tunnel;
step 1.3, anchor pile pouring construction: binding an anchor pile reinforcement cage, putting the anchor pile reinforcement cage into a pile hole, pouring concrete to a designed height, and maintaining for a period of time to complete construction of a single anchor pile;
and 1.4, repeating the steps 1.2 to 1.3 to finish the construction of all anchor piles.
3. The construction method 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 a groove are arranged to form an anchoring connecting piece.
4. The construction method according to claim 1, characterized in that: in the step 2, the distance between the first hoisting working well and the same end part of the upper anchor beam is not less than the safe clear distance, the first hoisting working well adopts a supporting structure which adopts any one of steel-wood support, spray anchor support and steel sheet pile support, the size of the first hoisting working well is determined according to the quantity of required anchor piles, and when the quantity of required anchor piles is large, the first hoisting working well is arranged in a parallel mode that two or more first hoisting working wells are transversely communicated at the bottom;
in step 12, when the distance between the newly-built foundation pit and the operation tunnel is not enough to construct the working well, the second hoisting working well is arranged on the side face of the anchor pile comprehensive row.
5. The construction method according to claim 2, wherein: the anchor beam is any one of prestressed concrete cast-in-place, a precast beam and a steel beam; when the steel beam is a steel beam, the steel beam is a section steel with a box section, an I-section or an H-section.
6. The construction method according to claim 2, wherein: the supports of the lower side working space, the left side working space, the side working space and the upper side working space are all actively supported by high-strength anchor rods and/or passively supported by high-strength steel beams.
7. The construction method according to claim 2, wherein: the bearing platform is a cast-in-place reinforced concrete platform taking the outer side surface of the operating tunnel as a part of template.
8. The construction method according to claim 2, wherein: the system also comprises a control system, the deformation signal monitored by the monitoring system in the operating tunnel is transmitted to the control system, and the jack is controlled by the control system to be loaded, so that automatic adjustment is realized.
9. The construction method according to claim 1, characterized in that: and step 17, backfilling the space between the force bearing platform and the anchor beam, gradually removing the jack in the backfilling process, arranging a rock, a steel beam or a concrete block at the position of the removed jack to replace the load applied by the jack, and backfilling the residual working space and the first hoisting working well after all the jacks are removed.
10. The construction method according to claim 1, characterized in that: the monitoring system comprises stress sensors and deformation sensors which are arranged on the periphery in the operation tunnel.
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