CN115263349A - Construction method for actively compensating deformation of upper-passing operation tunnel in lower-layer tunnel construction - Google Patents
Construction method for actively compensating deformation of upper-passing operation tunnel in lower-layer tunnel construction Download PDFInfo
- Publication number
- CN115263349A CN115263349A CN202210984542.1A CN202210984542A CN115263349A CN 115263349 A CN115263349 A CN 115263349A CN 202210984542 A CN202210984542 A CN 202210984542A CN 115263349 A CN115263349 A CN 115263349A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- construction
- anchor
- deformation
- operation tunnel
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 238000010276 construction Methods 0.000 title claims abstract description 110
- 238000012544 monitoring process Methods 0.000 claims abstract description 28
- 238000000034 method Methods 0.000 claims abstract description 12
- 230000008569 process Effects 0.000 claims abstract description 8
- 229910000831 Steel Inorganic materials 0.000 claims description 18
- 239000010959 steel Substances 0.000 claims description 18
- 238000004873 anchoring Methods 0.000 claims description 13
- 230000000694 effects Effects 0.000 claims description 11
- 239000004567 concrete Substances 0.000 claims description 7
- 238000004140 cleaning Methods 0.000 claims description 6
- 239000011150 reinforced concrete Substances 0.000 claims description 6
- 239000011435 rock Substances 0.000 claims description 6
- 238000013461 design Methods 0.000 claims description 5
- 239000011513 prestressed concrete Substances 0.000 claims description 5
- 239000002689 soil Substances 0.000 claims description 5
- 238000005553 drilling Methods 0.000 claims description 4
- 230000002787 reinforcement Effects 0.000 claims description 4
- 238000009412 basement excavation Methods 0.000 claims description 3
- 239000002023 wood Substances 0.000 claims description 3
- 239000007921 spray Substances 0.000 claims description 2
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims 1
- 230000005540 biological transmission Effects 0.000 description 6
- 238000013500 data storage Methods 0.000 description 5
- 230000008901 benefit Effects 0.000 description 4
- 238000006243 chemical reaction Methods 0.000 description 4
- 238000010586 diagram Methods 0.000 description 4
- 238000004422 calculation algorithm Methods 0.000 description 3
- 238000004891 communication Methods 0.000 description 3
- 238000009415 formwork Methods 0.000 description 3
- 238000004088 simulation Methods 0.000 description 3
- 230000009286 beneficial effect Effects 0.000 description 2
- 238000004364 calculation method Methods 0.000 description 2
- 230000006378 damage Effects 0.000 description 2
- 238000009434 installation Methods 0.000 description 2
- 238000011084 recovery Methods 0.000 description 2
- 230000008054 signal transmission Effects 0.000 description 2
- 238000004458 analytical method Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 230000008859 change Effects 0.000 description 1
- 238000001514 detection method Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 230000006872 improvement Effects 0.000 description 1
- 238000011900 installation process Methods 0.000 description 1
- 238000010030 laminating Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000008520 organization Effects 0.000 description 1
- 238000004064 recycling Methods 0.000 description 1
- 238000007086 side reaction Methods 0.000 description 1
- 230000003068 static effect Effects 0.000 description 1
- 238000012360 testing method Methods 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 238000003466 welding Methods 0.000 description 1
Images
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Structural Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a construction method for actively compensating deformation of an upper-layer tunnel during lower-layer tunnel construction, which comprises the steps of firstly arranging anchor piles at two sides of the upper-layer tunnel, then respectively excavating working spaces above and below the operating tunnel through working wells, then respectively arranging anchor beams between the upper anchor pile and the lower anchor pile of the operating tunnel to form counter-force supports, respectively arranging bearing platforms above and below the operating tunnel, then arranging jacks between the bearing platforms and the counter-force supports, arranging a monitoring system at the top in the operating tunnel to monitor tunnel deformation, adjusting the loading force of the jacks by using feedback signals of a control system according to the monitored deformation in the lower-layer tunnel construction process to maintain the stability of the operating tunnel, backfilling earthwork after the lower-layer tunnel construction is finished, and then gradually dismantling the jacks and the monitoring system to finish the working construction. The invention can effectively and automatically control the deformation of the upper-passing operating tunnel caused by the construction of the lower-layer tunnel and ensure the safe working operation of the upper-passing operating tunnel.
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 upper-passing operation tunnel in lower-layer tunnel construction.
Background
The subway is an important component of urban traffic transportation in China at the present stage, bears a large amount of commuting passenger flow and bears an important mission of stable urban operation. Along with the rapid development of urban rail transit, in addition to the extreme shortage of land resources, subway crossing projects are increasing day by day, and the crossing subway construction method mainly comprises an open cut down method and shield construction. As is known, deep foundation pit open cut construction and shield construction are usually accompanied by strong environmental effects, and can cause disturbance to the original stress field and water pressure field in the stratum, break through the static balance state between the original tunnel and the soil body, and inevitably can 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 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 upper-passing operating tunnel in the lower-layer tunnel construction, which can effectively and automatically control the uneven deformation of the upper-passing operating tunnel in the vertical direction caused by the lower-layer tunnel construction and ensure the safe working operation of the existing operating tunnel structure.
The basic principle of the invention is as follows: set up counter-force anchor through wearing the construction of both sides about the operation tunnel on original, cooperation jack device takes the initiative and pressurizes the internal force change of compensation existing operation tunnel in the vertical direction, and then control existing operation tunnel deformation in the vertical direction, reduces the deformation of wearing the operation tunnel on to the lower floor's tunnel construction to the safe band, ensures to wear the safe work operation in existing operation tunnel.
As shown in fig. 2 and 3, the deformation compensation device for actively compensating the upper-through operating tunnel in the lower-layer tunnel construction comprises a counter-force anchoring device, a jack and a monitoring control system, wherein the counter-force anchoring device comprises anchor piles arranged at two sides of the upper-through operating tunnel and counter-force supports formed by anchor beams connected to the anchor piles, force bearing platforms are respectively arranged at the upper side and the lower side of the upper-through operating tunnel, and the jack is arranged between the force bearing platforms and the counter-force supports at the corresponding sides.
The anchor piles are formed by symmetrically and uniformly arranging a plurality of reinforced concrete anchor piles along two sides of the original operation tunnel, and the specific construction number and the construction range are determined according to numerical simulation analysis and under the condition of ensuring certain safety margin. Wherein the anchor pile construction scope that is located the position directly over lower floor's tunnel construction space is less to horizontal drilling degree of difficulty when not increasing lower floor's 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 prestressed concrete cast-in-place beam can also be a prestressed concrete cast-in-place beam or a precast beam. The anchoring device is constructed 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 groined frame structure, so that the stability of the whole structure of the counter-force anchoring device is improved.
The lifting jacks are mostly ordinary hydraulic large-tonnage lifting jacks, an oil pump of the lifting jack is provided with a controller, the oil pump can be connected into a monitoring control system through wireless or wired transmission information, the jacking force applied by the lifting jack is dynamically controlled according to feedback deformation information, and further the deformation of the original operating 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 used for cast-in-place concrete construction through a specially-made rectangular or round mould, and ensures that the bottom bending surface of the bearing platform is matched with the outer side surface of the operation 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 be 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 hysteresis introduced by error interference between tunnel deformation and jack feedback force can be solved well. The data storage system mainly records data information such as stress and deformation conditions of an original operating tunnel and control conditions of jacking force load applied by a corresponding jack and the like under specific construction conditions 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 upper-pass operation tunnel in lower-layer tunnel construction is characterized by comprising the following steps:
and 9, backfilling the working space and the working well after the construction of the lower layer tunnel is finished, and recovering the jack while backfilling to finish the construction of actively compensating the deformation of the upper-passing operating tunnel in the construction of the lower layer tunnel.
The anchor pile and the counter-force supports on the upper side and the lower side of the upper-penetrating operation tunnel respectively form a counter-force anchoring device.
Further, the anchor pile construction method in the step 1 is as follows:
step 1.1, anchor pile scheme design: calculating or obtaining the construction quantity and depth of the anchor piles through model tests according to geological data and the estimated excavation size of the lower-layer tunnel, ensuring that the anchoring force generated by the anchor piles is greater than the maximum value of ground stress compensation required by the upper-layer 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 on two sides of the upper-penetrating 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.
Meanwhile, it is worth mentioning that: the construction method for actively compensating the deformation of the upper-layer tunnel during the construction of the lower-layer tunnel is also suitable for the construction of the upper-layer tunnel.
The invention has the beneficial effects that:
the construction method for actively compensating the deformation of the upper-passing operating tunnel in the lower-layer tunnel construction has obvious advantages and social and economic benefits, and is particularly suitable for the design and construction of the crossing subway net under 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 inner part of the working well for working, 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. (the monitoring equipment, the jack, the anchor beam and other devices can be dismantled and recycled after the construction is finished, the recycling can be continued, and the engineering cost is effectively saved.)
(4) The deformation control effect on the upper-through original operation tunnel is good, and the deformation compensation safety coefficient is high. ( The stress and deformation conditions of the upper side and the lower side of the upper-passing operating tunnel 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 work intensity and the work 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) By uniformly arranging the reaction anchoring devices and the jack compensation loading devices on the upper side and the lower side of the upper-penetrating original operating tunnel, on one hand, the deformation of the upper side and the lower side of the original operating 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 stress compensation of the lower jack, and excessive pressure generated when the upper operating tunnel penetrates through the original operating tunnel is avoided.
(6) Utilize the cloud storage, the deformation condition and the jack force compensation condition that 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 actual engineering data for how to rationally select attention matters such as jack range and anchor pile construction depth scope simultaneously and refers to, can better improve the effect to original operation tunnel deformation compensation.
Drawings
Fig. 1 is a schematic diagram illustrating the influence of the deformation of a newly-built lower tunnel on an existing tunnel in an upward-through operation;
FIG. 2 is a schematic view of a construction method for actively compensating deformation of an upper-pass operating tunnel in lower tunnel construction;
FIG. 3 is a side view of FIG. 3;
FIG. 4 is a schematic diagram of the construction of pouring the anchor pile in step 1.3 according to the construction example of the present invention;
FIG. 5 is a schematic view of the construction of a working well in step 2 according to the construction example 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 diagram of anchor beam construction in step 4 of the construction example of the present invention;
FIG. 8-1 is an overall schematic view of the jack installation in step 6 of the construction example of the present invention;
FIG. 8-2 is a partially enlarged view showing the installation of the jack in step 6 according to the construction example of the present invention;
FIG. 9 is a schematic diagram of the construction of the lower tunnel in step 8 according to the construction example of the present invention;
FIG. 10 is a schematic illustration of the equipment removal and recovery in step 9 of the construction case of the present invention;
in the figure: 1-lower layer tunnel, 2-upper-penetrating operation tunnel, 3-anchor pile hole, 4-anchor pile, 5-anchor beam, 6-working well, 7-upper working space, 8-force bearing platform, 9-jack, 10-soil body, 11-middle anchor pile, 12-lower working space, 13-upper counter-force support and 14-lower counter-force support.
Detailed Description
The 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.
In order to better understand 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 should be apparent that the described embodiments are only some embodiments of the present invention, and not all embodiments. All other embodiments, which can be obtained by a person skilled in the art without making any creative effort based on the embodiments in the present invention, belong to the protection scope of the present invention.
The present invention will be described by taking an example of constructing a new lower tunnel below an original subway tunnel in a crossing manner. The construction method comprises the following specific steps:
as shown in fig. 1 to 10, a construction method for actively compensating deformation of an upper-passing operation tunnel in the construction of a lower tunnel includes the following steps:
the anchor pile construction method 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 upper-layer tunnel and reserving safety allowance;
step 1.2, anchor pile hole construction: constructing an anchor pile hole 3 to a designed depth and finishing groove cleaning work by using an engineering drilling machine at two sides of the upper-penetrating operation tunnel;
step 1.3, anchor pile pouring construction: binding anchor pile cages, lowering the anchor pile cages into pile holes, then pouring concrete to the designed height, curing for a period of time (generally 48 hours), and completing the construction of a single anchor pile, as shown in fig. 4;
and 1.4, repeating the steps 1.2 to 1.3 to finish the construction of all anchor piles 4.
and 9, backfilling the working space and the working well after the construction of the lower layer tunnel is finished, and recovering the jack while backfilling, as shown in fig. 10, completing the construction of actively compensating the deformation of the upper-passing operating tunnel in the construction of the lower layer tunnel, and as shown in fig. 1 after the construction is finished.
It should be noted that the specific construction method of the lower tunnel is not limited, and a mine method may be adopted, or a shield method or a TBM method may be adopted.
It should be noted that, as a general knowledge in the field of the present invention, when constructing anchor piles and anchor beams, a space should be reserved for a lower tunnel, which does not affect the construction of the lower tunnel, and actually, a sufficient safety distance needs to be reserved for the lower tunnel and an upper tunnel, which is sufficient for setting the anchor piles and the anchor beams, so that mutual interference is not caused, and the only thing to be noticed is that when the depth of the anchor piles is greater than that of the lower tunnel, the lower tunnel should be avoided (or the anchor piles within the influence range will be cut off due to tunnel construction, and the partial anchoring force does not participate in the internal force balance calculation, and only safety reserve is made), and at this time, the problem that the anchoring force may be insufficient due to the increase of the number of anchor piles at both sides of the lower tunnel can be considered.
Specifically, after the construction of the lower-layer tunnel is finished, the working space is backfilled, the recovery jacks are gradually removed in the backfilling process, the deformation of the upper-layer operation tunnel is guaranteed 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 parts are tamped, or the positions where the jacks are removed are used for replacing rocks, concrete blocks or steel structural members and the like, the safety of the upper-layer operation tunnel is guaranteed, and after the lower-layer tunnel is also backfilled, the ground stress above the upper-layer operation tunnel is naturally recovered, so that the monitoring system is only required to be removed finally.
It should be noted that the backfilling of the upper and lower working spaces is actually performed separately.
It should be noted that the anchor beam can also be detached, when the anchor beam adopts a detachable steel structural part, the anchor beam can be detached, in the detaching process, the working space and the lower layer tunnel are backfilled firstly, after backfilling is finished, the anchor beam is pulled out from the side through the working well, and finally, the working well is backfilled.
As a preferred embodiment, in step 1, when pouring the anchor pile, transverse connecting steel bars (generally, transversely protruding steel bars) are reserved at the anchor pile where the anchor beam is installed or bosses and grooves are arranged to form anchor connecting pieces, so that the firmness and the connection convenience of the counter-force support can be enhanced, and the anchor weak points are prevented from being formed.
When the connecting steel bars are arranged, the anchor beam is any one of box-shaped prestressed concrete cast-in-place, precast beams or steel beams. When the prestressed concrete precast beam is adopted, local pouring 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 in cross-section, or is generally i-steel-shaped or H-shaped in cross-section.
In a preferred embodiment, in step 2, the working well is spaced from the end of the corresponding side anchor beam by a safe clear distance, which is generally not less than 3m and not more than 5m. The working well adopts a supporting structure which adopts any one of steel-wood support, spray anchor support and steel sheet pile support, the support is carried out while excavating, the size of the working well is generally larger than that of an anchor beam required to be installed, and the anchor beam is convenient to be transported to a working space through the working well.
In a preferred embodiment, the work space is supported by high-strength anchor rods and/or high-strength steel beams in an active mode, so that high ground stress can be supported when the lower-layer tunnel is not excavated.
As a preferred embodiment, in step 5, the two bearing platforms are symmetrically arranged with the upper through operation tunnel, the upper bearing platform is a cast-in-place reinforced concrete platform with the outer side surface of the top of the upper through operation tunnel as a bottom formwork, specifically, the outer side surface of the top of the upper through operation tunnel can be used as a bottom formwork, a wood formwork is arranged on the side surface, and the bearing platforms are formed in a cast-in-place mode.
For lower load-bearing platform, it is the above cast-in-place reinforced concrete platform who wears operation tunnel bottom lateral surface as the cope match-plate pattern, specifically can wear operation tunnel bottom lateral surface above and be the cope match-plate pattern, set up the plank sheathing in the side, adopt cast-in-place mode to form load-bearing platform, load-bearing platform bottom is horizontal platform like this, be convenient for and carry out the power loading down between the counter-force support, load-bearing platform top with wear operation tunnel high laminating on, can not lead to also wearing during the loading and operate the stress concentration on the tunnel and cause the destruction.
As a preferred embodiment, in step 9, the space between the bearing platform 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 rest working space and the rest working well are backfilled.
As a preferred embodiment, the monitoring system comprises a stress sensor and a deformation sensor which are arranged on the upper side and the lower side inside the upper-passing 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 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, a deformation signal monitored by a monitoring system and passing through an 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, and is better, a PID algorithm (proportional-integral-derivative combined control) is arranged in the control system, and the problem of delay introduced by error interference between tunnel deformation and jack feedback jacking force load can be well solved. And a data storage system can be additionally arranged, so that data information such as the stress and deformation conditions of the original upper-penetrating 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 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 separated, 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 upper-passing operation tunnel in lower-layer tunnel construction is characterized by comprising the following steps:
step 1, constructing a plurality of anchor piles on two sides of an upper-penetrating operation tunnel respectively, wherein the anchor pile positioned right above a lower-layer tunnel is a middle anchor pile, and the bottom elevation of the middle anchor pile 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 upper-penetrating operation tunnel to reach the bottom elevation of the middle anchor pile on the side;
step 3, transversely excavating from the bottom of the working well, transversely crossing the upper-penetrating operating tunnel to the anchor pile on the other side from the upper side and the lower side respectively, and excavating while supporting to form a working space;
step 4, constructing crossed anchor beams as counter-force supports, namely an upper counter-force support and a lower counter-force support, on the upper side and the lower side of the upper-penetrating operation tunnel respectively through a working space;
step 5, excavating and cleaning rock soil between the upper counter-force support and the lower counter-force support and the upper-penetrating operation tunnel, arranging bearing platforms at the outer top and the bottom of the upper-penetrating operation tunnel respectively, wherein one side of each bearing platform is attached to the outer side surface of the upper-penetrating operation tunnel, and the other side of each bearing platform is parallel to the corresponding counter-force support;
step 6, arranging a plurality of jacks between the force bearing platform and the counter-force support at the corresponding side, 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 upper-passing operation tunnel, wherein the monitoring systems are used for monitoring the deformation condition of the upper-passing operation tunnel;
step 8, excavating and constructing a lower-layer tunnel, monitoring the deformation and stress effect of the upper-passing operation tunnel in real time through a monitoring system, starting a jack compensation loading device when the deformation and stress effect of the upper-passing operation tunnel exceeds an alarm threshold value, and compensating the load opposite to the deformation direction of the upper-passing operation tunnel until the deformation and stress effect of the upper-passing operation tunnel are within a safety range;
and 9, backfilling the working space and the working well after the construction of the lower layer tunnel is finished, and recovering the jack while backfilling to finish the construction of actively compensating the deformation of the upper-passing 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 or obtaining the construction quantity and depth of the anchor piles through an experimental model according to geological data and the estimated excavation size of the lower-layer tunnel, ensuring that the anchoring force generated by the anchor piles is greater than the maximum value of the ground stress compensation required by the upper-layer tunnel, and reserving safety margin;
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 on two sides of the upper-penetrating 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 reinforcing 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 according to claim 1, characterized in that: in step 2, the distance between the working well and the end part of the corresponding side anchor beam is not less than the safe clear distance, the 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 working well is determined according to the required number of the anchor piles, and when the required number of the 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 according to claim 2, wherein: the anchor beam is a box-shaped structural beam and is any one of prestressed concrete cast-in-place beam, precast beam or steel beam.
6. The construction method according to claim 2, characterized in that: the support of the working space adopts a high-strength anchor rod active support and/or a high-strength steel beam passive support.
7. The construction method according to claim 2, wherein: in step 5, the force bearing platform is a cast-in-place reinforced concrete platform with the outer side surface of the top of the upper-penetrating operation tunnel as a bottom template or the outer side surface of the bottom of the upper-penetrating operation tunnel as a top template.
8. The construction method according to claim 2, characterized in that: and arranging a control system for the compensation loading device, transmitting a deformation or stress signal which is monitored by a monitoring system and passes through the operation tunnel to the control system, and controlling the jack to load through the control system to realize automatic adjustment and compensation function.
9. The construction method according to claim 1, characterized in that: and 9, backfilling the 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 the load applied by the jack, and backfilling the rest working space and the working well after all the jacks are removed.
10. The construction method according to claim 1, characterized in that: the monitoring system comprises a stress sensor and a deformation sensor which are arranged inside the upper-penetrating operation tunnel and surround the upper-penetrating operation tunnel.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210984542.1A CN115263349B (en) | 2022-08-17 | 2022-08-17 | Construction method for actively compensating deformation of upper-layer tunnel operation during lower-layer tunnel construction |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202210984542.1A CN115263349B (en) | 2022-08-17 | 2022-08-17 | Construction method for actively compensating deformation of upper-layer tunnel operation during lower-layer tunnel construction |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN115263349A true CN115263349A (en) | 2022-11-01 |
| CN115263349B CN115263349B (en) | 2024-06-21 |
Family
ID=83753268
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202210984542.1A Active CN115263349B (en) | 2022-08-17 | 2022-08-17 | Construction method for actively compensating deformation of upper-layer tunnel operation during lower-layer tunnel construction |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN115263349B (en) |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN108343445A (en) * | 2018-04-19 | 2018-07-31 | 中国矿业大学 | Simulate the multifunctional intellectual mole and method of tunnel partial excavation |
| CN111396063A (en) * | 2020-03-25 | 2020-07-10 | 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 |
| CN113202481A (en) * | 2021-05-10 | 2021-08-03 | 中铁第四勘察设计院集团有限公司 | Method and device for acquiring geological information, electronic equipment and storage medium |
-
2022
- 2022-08-17 CN CN202210984542.1A patent/CN115263349B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN108343445A (en) * | 2018-04-19 | 2018-07-31 | 中国矿业大学 | Simulate the multifunctional intellectual mole and method of tunnel partial excavation |
| WO2019200904A1 (en) * | 2018-04-19 | 2019-10-24 | 中国矿业大学 | Multifunctional intelligent tunneling apparatus and method for simulating tunnel partial excavation |
| CN111396063A (en) * | 2020-03-25 | 2020-07-10 | 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 |
| CN113202481A (en) * | 2021-05-10 | 2021-08-03 | 中铁第四勘察设计院集团有限公司 | Method and device for acquiring geological information, electronic equipment and storage medium |
Also Published As
| Publication number | Publication date |
|---|---|
| CN115263349B (en) | 2024-06-21 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN107119711B (en) | Connecting structure for large-range adjacent existing transfer station and construction method | |
| KR101960413B1 (en) | Structure construction method | |
| CN105649103A (en) | Pile-beam structure integrated tower crane foundation structure and construction method thereof | |
| CN106013053A (en) | Steel sheet pile support construction method for building underground garage open caisson | |
| CN105839946A (en) | Brick-concrete structure building lifting add-layer method | |
| CN111894641B (en) | Treatment and construction process for tunnel to penetrate through super-huge water-containing cavity karst cave | |
| CN102505697A (en) | Method for excavating deep foundation pits under temporary bridge of main line railway | |
| CN108301440A (en) | With waterproof, the underground pipe gallery construction method of drain function | |
| CN109723062A (en) | Heave-load device hanging apparatus and hanging method based on proximity deep foundation pit construction environment | |
| CN108661060B (en) | Method for reinforcing road expansion construction excavation slope | |
| CN111218938A (en) | Excavation construction method for foundation pit above existing tunnel | |
| CN115263349A (en) | Construction method for actively compensating deformation of upper-passing operation tunnel in lower-layer tunnel construction | |
| CN217204165U (en) | Assembled anchor rod frame beam | |
| CN108571010A (en) | A kind of cut and cover method engineering prefabricated bodies structure and the integrated method of supporting construction | |
| CN115467367B (en) | Construction method for actively compensating deformation of underpass operation tunnel in upper engineering construction | |
| CN115467366B (en) | Construction method for actively compensating deformation of adjacent operation tunnel in foundation pit construction | |
| CN114657974A (en) | Method for quickly splicing cast-in-place pile under complex geological condition | |
| CN209958372U (en) | Railway newly-added second-line platform back way foundation pile pipe curtain supporting structure | |
| CN103614999B (en) | A kind of method of clump of piles deep hole construction under complex geological condition | |
| CN104912200B (en) | Building method of underground shallow layer fully automatic parking garage | |
| CN216765988U (en) | Retaining wall structure at open cut storey-adding vertical shaft position for underground excavation construction | |
| CN116025005B (en) | Subway station main body structure construction method influenced by double rows of lattice columns | |
| CN114875972B (en) | Construction method for open cut reverse foundation pit main structure | |
| Classen et al. | The second trunk line project-Construction of a deep railway station in the heart of Munich | |
| CN115929399B (en) | Construction protection device and construction protection method for electric power tunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |