CN115233734A - Municipal tunnel construction method - Google Patents
Municipal tunnel construction method Download PDFInfo
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- CN115233734A CN115233734A CN202211141360.4A CN202211141360A CN115233734A CN 115233734 A CN115233734 A CN 115233734A CN 202211141360 A CN202211141360 A CN 202211141360A CN 115233734 A CN115233734 A CN 115233734A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D29/00—Independent underground or underwater structures; Retaining walls
- E02D29/10—Tunnels or galleries specially adapted to house conduits, e.g. oil pipe-lines, sewer pipes ; Making conduits in situ, e.g. of concrete ; Casings, i.e. manhole shafts, access or inspection chambers or coverings of boreholes or narrow wells
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D17/00—Excavations; Bordering of excavations; Making embankments
- E02D17/02—Foundation pits
- E02D17/04—Bordering surfacing or stiffening the sides of foundation pits
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- 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
- E02D31/02—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 ground humidity or ground water
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
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Abstract
The invention relates to the technical field of tunnel construction, in particular to a municipal tunnel construction method, which comprises the following steps of S1, arranging enclosing structures on two sides of a path of a tunnel foundation pit; s2, excavating a tunnel foundation pit, detecting the real-time relative distance of the enclosure structures on the two sides for horizontal support, and adjusting the support length of the hydraulic support rod in real time according to the real-time support pressure; s3, building a tunnel lining in the tunnel foundation pit, and laying an externally-attached waterproof layer; and S4, backfilling the residue soil of the tunnel foundation pit, and judging to withdraw the hydraulic support rod according to the backfilling real-time support pressure of the hydraulic support rod to finish tunnel construction. According to the invention, the enclosing structures are arranged on two sides of the path of the tunnel foundation pit, so that the construction space is reduced, the real-time supporting pressure of the hydraulic stay bar is judged by arranging the central control computing device, the hydraulic stay bar is controlled to stretch and contract and bear force, the supporting and arranging efficiency is improved, and the construction efficiency of tunnel construction is improved on the basis of ensuring the construction safety.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a municipal tunnel construction method.
Background
Municipal tunnels are tunnels built under cities and used for laying various municipal facility underground pipelines, and as the needs of further developing the industry and improving the cultural living conditions of residents in the cities are increased, more and more municipal facilities supply the underground pipelines, such as tap water, sewage, heating, hot water, coal gas, communication, power supply and the like; the development of pipeline systems requires a large number of municipal tunnels to fundamentally solve the problem of the operation level of underground pipeline systems of various municipal facilities; the municipal tunnel is constructed by adopting an open excavation method mostly due to soil property, and particularly, when supporting excavation is adopted, the side wall of a foundation pit generates large pressure, so that a building enclosure generates large deformation, and the construction safety is influenced.
Chinese patent publication no: CN113389578A, which discloses a supporting structure of a shallow-buried open-cut tunnel; the method is characterized in that a portal frame constructed horizontally is arranged in a support foundation pit to reduce deformation of the support structure, so that in the prior art, the horizontal support of a concrete structure is mostly adopted to support the tunnel foundation pit, the construction amount is greatly increased, the construction period is delayed, and the horizontal support force cannot be uniformly transmitted to the support structure on the side wall of the tunnel foundation pit, so that the support effect is poor.
Disclosure of Invention
Therefore, the invention provides a municipal tunnel construction method which is used for solving the problems that the tunnel foundation pit horizontal support construction amount is large, the efficiency is low and the support effect is poor in the prior art.
In order to achieve the above objects, the present invention provides a municipal tunnel construction method, comprising,
step S1, respectively opening holes downwards on the ground at two sides of a tunnel foundation pit according to the path of the tunnel foundation pit, placing a steel bar frame into the holes, and pouring concrete into the holes to form an enclosure structure at two sides of the tunnel foundation pit;
step S2, excavating the tunnel foundation pit through an excavating device, detecting real-time relative distances of the enclosure structures on two sides of the tunnel foundation pit through a distance measuring device when the enclosure structures on two sides of the tunnel foundation pit are exposed, transmitting the real-time relative distances into a central control computing device connected with the distance measuring device, calculating a real-time enclosure deformation distance according to the real-time relative distances and initial relative distances of the enclosure structures on two sides of the tunnel foundation pit by the central control computing device, comparing the real-time enclosure deformation distance with a standard enclosure deformation distance set in the central control computing device, determining whether the enclosure structures on two sides are horizontally supported through a hydraulic support rod by the central control computing device according to the real-time excavating depth of the tunnel foundation pit when the real-time enclosure deformation distance does not reach the standard enclosure deformation distance, performing horizontal supporting on the enclosure structures on two sides by the hydraulic support rod when the real-time enclosure deformation distance reaches the standard enclosure deformation distance, and controlling the central control computing device to obtain the self real-time supporting pressure detected by the hydraulic support rod until the excavation of the tunnel foundation pit is finished;
s3, tamping the bottom of the tunnel foundation pit, driving the anchor rod into the tamped bottom of the tunnel foundation pit, pouring a concrete layer at the bottom of the tunnel foundation pit, building a tunnel lining on the concrete layer, and laying an externally-attached waterproof layer outside the tunnel lining;
and S4, backfilling the excavated residue soil of the tunnel foundation pit into the tunnel foundation pit, tamping the residue soil, detecting the backfill real-time supporting pressure of the hydraulic supporting rod by the hydraulic supporting rod when the tunnel foundation pit is backfilled, transmitting the backfill real-time supporting pressure to a central control computing device, comparing the backfill real-time supporting pressure with internally-arranged backfill standard supporting pressure by the central control computing device, controlling the hydraulic supporting rod to contract by the central control computing device when the backfill real-time supporting pressure is less than or equal to the backfill standard supporting pressure, withdrawing the hydraulic supporting rod, setting a fixed horizontal supporting rod on one side of the hydraulic supporting rod when the backfill real-time supporting pressure is greater than the backfill standard supporting pressure, withdrawing the hydraulic supporting rod, leveling the residue soil to the ground outside of the tunnel foundation pit and completing tunnel construction when the backfill real-time supporting pressure is judged to be less than the backfill standard supporting pressure by the central control computing device and the backfill real-time supporting pressure is greater than the backfill standard supporting pressure.
Further, in the step S2, a standard enclosure deformation distance Lb is preset in the central control computing device, the initial relative distance Lc of the enclosure structures at two sides of the tunnel foundation pit is input into the central control computing device, the central control computing device calculates a real-time enclosure deformation distance Ls according to the real-time relative distance Lo and the initial relative distance Lc of the enclosure structures at two sides detected by the distance measuring device, ls = Lc-Lo, the central control computing device compares the real-time enclosure deformation distance Ls with the standard enclosure deformation distance Lb,
when Ls is less than Lb, the central control computing device judges that the real-time enclosure deformation distance does not reach the standard enclosure deformation distance, the central control computing device judges that the two side enclosure structures with the real-time enclosure deformation distance being Ls are not horizontally supported, and judges the real-time excavation depth of the tunnel foundation pit so as to determine whether the two side enclosure structures are horizontally supported through the hydraulic support rods;
and when Ls is larger than or equal to Lb, the central control computing device judges that the real-time enclosure deformation distance reaches the standard enclosure deformation distance, and the central control computing device judges that the hydraulic support rods are horizontally supported on the enclosure structures on two sides of which the real-time enclosure deformation distance is Ls.
Further, the central control computing device is internally provided with a maximum excavation supporting depth Hz, when the central control computing device judges that the real-time enclosure deformation distance does not reach the standard enclosure deformation distance, the central control computing device obtains the real-time excavation depth Hs of the tunnel foundation pit, the central control computing device compares the real-time excavation depth Hs with the maximum excavation supporting depth Hz,
when Hs is less than Hz, the central control computing device judges that the real-time excavation depth does not reach the maximum excavation supporting depth, and the central control computing device judges that the enclosure structures on the two sides of the tunnel foundation pit are not horizontally supported;
and when Hs is larger than or equal to Hz, the central control computing device judges that the real-time excavation depth reaches the maximum excavation supporting depth, and the central control computing device judges that the hydraulic support rods are horizontally supported on the enclosure structures on two sides of which the real-time enclosure deformation distance is Ls.
Further, an initial supporting distance Lr of the hydraulic brace is arranged in the central control computing device, when the central control computing device determines that horizontal supporting of the hydraulic brace is performed on the enclosure structures on two sides of a position where a real-time enclosure deformation distance is Ls, the hydraulic brace is suspended at the position to be supported through the suspending device, the central control computing device controls the hydraulic brace to extend, the extended supporting length is Lk, lk = Ls + Lr, after the hydraulic brace completes extension supporting, towing nails are respectively driven into the enclosure structures on two sides of the tunnel foundation pit at the supporting position of the hydraulic brace to support the hydraulic brace, a fixed brace is arranged on the lower portion of the hydraulic brace to support the hydraulic brace, and after the setting of the fixed brace is completed, the suspending device is removed.
Furthermore, a standard supporting pressure Pb and a standard supporting pressure difference delta Pb are arranged in the central control computing device, when the hydraulic support rod supports the enclosure structures on two sides of the tunnel foundation pit, the hydraulic support rod detects the real-time supporting pressure Ps of the hydraulic support rod and transmits the detection result to the central control computing device, the central control computing device calculates the real-time supporting pressure difference delta Ps and delta Ps = | Pb-Ps | according to the real-time supporting pressure Ps and the standard supporting pressure Pb of the hydraulic support rod, the central control computing device compares the real-time supporting pressure difference delta Ps with the standard supporting pressure difference delta Pb,
when the delta Ps is less than or equal to the delta Pb, the central control computing device judges that the real-time supporting pressure difference of the hydraulic support rod does not exceed the standard supporting pressure difference, and the central control computing device judges that the supporting length of the hydraulic support rod is not controlled;
when the delta Ps is larger than the delta Pb, the central control computing device judges that the real-time supporting pressure difference of the hydraulic support rod exceeds the standard supporting pressure difference, and the central control computing device compares the real-time supporting pressure with the standard supporting pressure to determine whether to control the supporting length of the hydraulic support rod.
Further, when the central control computing device determines that the real-time supporting pressure difference of the hydraulic support rod exceeds the standard supporting pressure difference, the central control computing device compares the real-time supporting pressure Ps with the standard supporting pressure Pb,
when Ps is less than Pb, the central control computing device judges that the real-time supporting pressure of the hydraulic support rod is lower than the standard supporting pressure, the central control computing device adjusts the supporting length of the hydraulic support rod to Lk ', lk' = Lk + Lk x [ (Pb-Ps)/Pb ], the central control computing device repeats the operation of calculating the real-time supporting pressure difference for judgment, and the central control computing device repeats the operation of adjusting the supporting length of the hydraulic support rod according to the judgment result until the real-time supporting pressure difference delta Ps 'calculated after adjustment reaches delta Ps' to delta Pb, and the central control computing device stops the extension adjustment of the supporting length of the hydraulic support rod;
when Ps is greater than Pb, the central control computing device determines that the real-time supporting pressure of the hydraulic support rod is higher than the standard supporting pressure, the central control computing device adjusts the set initial supporting distance to Lr ', lr ' = Lr-Lr x [ (Ps-Pb)/Ps ], controls the hydraulic support rod to contract to the supporting length Lk ', lk ' = Ls + Lr ', and repeats the operation of calculating the real-time supporting pressure difference for determination and the operation of adjusting the initial supporting distance according to the determination result until the real-time supporting pressure difference delta Ps ' calculated after adjustment reaches delta Ps ' ≦ delta Pb, and stops adjusting the initial supporting distance.
Further, in the step S4, the excavated dregs of the tunnel foundation pit are backfilled into the tunnel foundation pit with the tunnel lining completed, and the dregs backfilled each time are tamped respectively, wherein the height of the single dregs backfilling cannot be higher than twenty percent of the total depth of the tunnel foundation pit, and the backfilling is stopped until the dregs are backfilled to be level with the ground outside the tunnel foundation pit, so as to complete the tunnel construction.
Furthermore, a backfill standard supporting pressure Pn is arranged in the central control computing device, when the tunnel foundation pit is backfilled with the residue soil, the hydraulic supporting rod detects the backfill real-time supporting pressure Pm of the hydraulic supporting rod and transmits the detection result to the central control computing device, the central control computing device compares the backfill real-time supporting pressure Pm with the backfill standard supporting pressure Pn,
when Pm is less than or equal to Pn, the central control computing device judges that the backfill real-time supporting pressure of the hydraulic stay bar reaches the backfill standard supporting pressure, the central control computing device controls the hydraulic stay bar to contract, and the hydraulic stay bar is withdrawn from the tunnel foundation pit through the suspension device;
and when Pm is larger than Pn, the central control computing device judges that the backfill real-time supporting pressure of the hydraulic support rod does not reach the backfill standard supporting pressure, and the residue soil backfill is continued.
Further, when the central control computing device judges that the backfill real-time supporting pressure of the hydraulic stay bar does not reach the backfill standard supporting pressure, muck backfill is continuously carried out in the tunnel foundation pit, if the backfill height of the muck reaches the supporting position height of the hydraulic stay bar, the backfill real-time supporting pressure of the hydraulic stay bar is still higher than the backfill standard supporting pressure, supporting of the fixed horizontal stay bar is carried out on one side of the hydraulic stay bar, the hydraulic stay bar is withdrawn from the tunnel foundation pit through the suspension device, and the length of the fixed horizontal stay bar is equal to the supporting length of the hydraulic stay bar before withdrawal.
Furthermore, the hydraulic support rod comprises a bearing pipe body, a pressure detection device is arranged inside the bearing pipe body and used for detecting the axial pressure on the hydraulic support rod in real time, hydraulic telescopic rods are arranged at two ends of the bearing pipe body, and a support baffle is arranged at the end of each hydraulic telescopic rod and used for supporting the enclosure structures on two sides in the tunnel foundation pit.
Compared with the prior art, the construction method has the advantages that the enclosing structures are arranged on two sides of the path of the tunnel foundation pit, so that the tunnel foundation pit can be conveniently excavated, meanwhile, the slope is avoided, the construction space is reduced, the enclosing structures on two sides are horizontally supported by the aid of the telescopic hydraulic support rods during excavation, real-time support pressure of the hydraulic support rods is judged by the aid of the central control computing device, the support length of the hydraulic support rods is controlled in real time according to the judgment result, the stress interval of the hydraulic support rods is guaranteed, the hydraulic support rods are arranged according to the real-time enclosing deformation distance of the enclosing structures on two sides, so that the hydraulic support rods are controlled to bear force to enable the enclosing structures to be integrally stable, the anchor rods are tamped and driven into the bottom of the tunnel foundation pit and the concrete layer is built on the upper portion of the concrete layer, sinking or displacement of the tunnel lining caused by muck is guaranteed, the hydraulic support rods are removed according to the stress of the hydraulic support rods during backfilling of muck, the tunnel foundation pit construction safety is improved, the tunnel enclosing structure construction safety is reduced, and the construction period is greatly reduced during backfilling construction.
Furthermore, the real-time relative distance of the building enclosures on the two sides is detected through the distance measuring device, the real-time deformation distance of the building enclosures on the two sides is calculated through the central control computing device, the judgment is carried out according to the standard building enclosure deformation distance set inside, whether horizontal supporting is carried out or not is determined, the real-time detection of the distance measuring device and the real-time calculation of the central control computing device guarantee the controllability of the building enclosures on the two sides in the excavation process, the timely horizontal supporting is carried out according to the judgment result, and the safety of tunnel construction is improved.
Further, when the central control computing device judges that the real-time enclosure deformation distance does not reach the standard enclosure deformation distance, the deformation of the enclosure structure is smaller, but the enclosure structure needs to be supported at a fixed position in tunnel construction, and the deeper the excavation depth is, the larger the stress degree of the enclosure structure is, so that the real-time excavation depth is judged, and the maximum excavation supporting depth is set in the central control computing device to limit the set number of horizontal supports, so that the stability of the enclosure structure on two sides of the tunnel foundation pit is guaranteed.
Especially, through set up initial support distance in well accuse accounting device so that the hydraulic pressure vaulting pole carries out initial support to the envelope of both sides, wherein, initial support distance should correspond according to the geological conditions of construction and set up, through squeeze into on the envelope of both sides and drag the nail, can enough carry out the definite of position to the hydraulic pressure vaulting pole, can play the effect of support to the both ends of fixed vaulting pole again, support it through setting up fixed vaulting pole in hydraulic pressure vaulting pole lower part simultaneously, reduced the influence of hydraulic pressure vaulting pole gravity to horizontal support, improved the effect that hydraulic pressure vaulting pole horizontal support.
Particularly, a standard supporting pressure range is formed by setting a standard supporting pressure and a standard supporting pressure difference in the central control computing device, the real-time supporting pressure of the hydraulic strut is judged through the standard supporting pressure range, whether the stress degree of the hydraulic strut which is judged is in the set standard range or not is determined, and when the real-time supporting pressure difference of the hydraulic strut is not beyond the standard supporting pressure difference, the real-time supporting pressure of the hydraulic strut is indicated to be in the standard range, so that the hydraulic strut is not adjusted, and when the real-time supporting pressure difference of the hydraulic strut is beyond the standard supporting pressure difference, the real-time supporting pressure of the hydraulic strut is indicated to be not in the standard range, so that the real-time supporting pressure is compared with the standard supporting pressure, the specific stress condition of the hydraulic strut is determined, and the horizontal supporting can be normally carried out.
Furthermore, when the central control computing device determines that the real-time supporting pressure difference of the hydraulic support rods exceeds the standard supporting pressure difference, the real-time supporting pressure is compared with the standard supporting pressure, when the real-time supporting pressure of the hydraulic support rods is lower than the standard supporting pressure, the fact that the stress of the hydraulic support rods is small and the expected supporting effect is not achieved is indicated, therefore, the central control computing device controls the hydraulic support rods to extend, the supporting force is increased, the horizontal supporting effect is guaranteed, when the real-time supporting pressure is higher than the standard supporting pressure, the fact that the stress of the hydraulic support rods is large is indicated, in order to avoid cracking of a concrete enclosure structure caused by large local supporting pressure, the hydraulic support rods are controlled to contract through a small initial supporting distance, the supporting effect of the hydraulic support rods is guaranteed, meanwhile, the real-time supporting pressure is reduced, the central control computing device is convenient to determine other positions, the number of the hydraulic support rods is increased, and the supporting effect is improved.
Furthermore, the backfilled muck is backfilled in batches and tamped, so that the supporting force of the backfilled muck on the enclosing structures on the two sides is increased, the backfilling height of each time is controlled, the pressure influence of the backfilled muck on the finished tunnel lining is reduced, the stability of the tunnel lining is guaranteed, and the safety of the enclosing structures is guaranteed.
Furthermore, the backfill standard supporting pressure is set in the central control computing device, the backfill real-time supporting pressure of the hydraulic supporting rod in the residue soil backfill process is judged, and because the backfill residue soil can generate horizontal supporting force on the enclosure structure in the residue soil backfill process, the real-time stress of the hydraulic supporting rod is reduced along with the increase of the backfill height, the real-time stress of the hydraulic supporting rod is detected, the hydraulic supporting rod is judged to be withdrawn, the hydraulic supporting rod is recycled, and the utilization rate of the hydraulic supporting rod is improved.
Particularly, when the backfill height of the muck reaches the supporting position height of the hydraulic stay bar, the hydraulic stay bar needs to be withdrawn from the foundation pit at the moment, in order to prevent the inward collapse of the enclosing structures at two sides, the backfill loose muck has lower bearing capacity, and large impact is easily generated on the tunnel lining when the enclosing structures collapse, so that the fixed horizontal stay bar is arranged to support the original hydraulic stay bar position, the muck is continuously backfilled, and the stability of the tunnel lining is improved.
Furthermore, the horizontal supporting force of the hydraulic support rod can be accurately detected by arranging the pressure detection device in the bearing pipe body, and meanwhile, the hydraulic telescopic rods are arranged at the two ends of the bearing pipe body respectively, so that the relative movement of the bearing pipe body when the hydraulic support rod is supported and adjusted can be reduced, and the supporting stability of the hydraulic support rod is guaranteed.
Drawings
FIG. 1 is a flow chart of a municipal tunnel construction method according to the embodiment;
FIG. 2 is a schematic structural diagram of the municipal tunnel construction method according to the embodiment;
fig. 3 is a schematic structural diagram of the hydraulic brace in this embodiment.
Detailed Description
In order that the objects and advantages of the invention will be more clearly understood, the invention is further described below with reference to examples; it should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Preferred embodiments of the present invention are described below with reference to the accompanying drawings. It should be understood by those skilled in the art that these embodiments are only for explaining the technical principles of the present invention, and do not limit the scope of the present invention.
It should be noted that in the description of the present invention, the terms of direction or positional relationship indicated by the terms "upper", "lower", "left", "right", "inner", "outer", etc. are based on the directions or positional relationships shown in the drawings, which are only for convenience of description, and do not indicate or imply that the device or element must have a specific orientation, be constructed and operated in a specific orientation, and thus, should not be construed as limiting the present invention.
Furthermore, it should be noted that, in the description of the present invention, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be, for example, fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
Referring to fig. 1 and 2, wherein fig. 1 is a flowchart of a municipal tunnel construction method according to this embodiment, and fig. 2 is a schematic structural diagram of the municipal tunnel construction method according to this embodiment, including a tunnel foundation pit 1, a building envelope 2, a distance measuring device 3, a hydraulic brace 4, a towing pin 5, a fixed brace 6, an anchor rod 7, a concrete layer 8, a tunnel lining 9, and a central control computing device (not shown in the drawings),
step S1, respectively performing downward hole opening on the ground at two sides of the tunnel foundation pit according to the path of the tunnel foundation pit, placing a steel bar frame into the holes, and performing concrete pouring in the holes to form an enclosure structure at two sides of the tunnel foundation pit;
step S2, excavating the tunnel foundation pit through an excavating device, detecting real-time relative distances of the enclosure structures on two sides of the tunnel foundation pit through a distance measuring device when the enclosure structures on two sides of the tunnel foundation pit are exposed, transmitting the real-time relative distances into a central control computing device connected with the distance measuring device, calculating a real-time enclosure deformation distance according to the real-time relative distances and initial relative distances of the enclosure structures on two sides of the tunnel foundation pit by the central control computing device, comparing the real-time enclosure deformation distance with a standard enclosure deformation distance set in the central control computing device, determining whether the enclosure structures on two sides are horizontally supported through a hydraulic support rod by the central control computing device according to the real-time excavating depth of the tunnel foundation pit when the real-time enclosure deformation distance does not reach the standard enclosure deformation distance, performing horizontal supporting on the enclosure structures on two sides by the hydraulic support rod when the real-time enclosure deformation distance reaches the standard enclosure deformation distance, and controlling the central control computing device to obtain the self real-time supporting pressure detected by the hydraulic support rod until the excavation of the tunnel foundation pit is finished;
s3, tamping the bottom of the tunnel foundation pit, driving the anchor rod into the tamped bottom of the tunnel foundation pit, pouring a concrete layer at the bottom of the tunnel foundation pit, building a tunnel lining on the concrete layer, and laying an externally-attached waterproof layer outside the tunnel lining;
and S4, backfilling the excavated residue soil of the tunnel foundation pit into the tunnel foundation pit, tamping the residue soil, detecting the backfill real-time supporting pressure of the hydraulic supporting rod by the hydraulic supporting rod when the tunnel foundation pit is backfilled, transmitting the backfill real-time supporting pressure to a central control computing device, comparing the backfill real-time supporting pressure with internally-arranged backfill standard supporting pressure by the central control computing device, controlling the hydraulic supporting rod to contract by the central control computing device when the backfill real-time supporting pressure is less than or equal to the backfill standard supporting pressure, withdrawing the hydraulic supporting rod, setting a fixed horizontal supporting rod on one side of the hydraulic supporting rod when the backfill real-time supporting pressure is greater than the backfill standard supporting pressure, withdrawing the hydraulic supporting rod, leveling the residue soil to the ground outside of the tunnel foundation pit and completing tunnel construction when the backfill real-time supporting pressure is judged to be less than the backfill standard supporting pressure by the central control computing device and the backfill real-time supporting pressure is greater than the backfill standard supporting pressure.
The building enclosures are arranged on two sides of a path of a tunnel foundation pit, so that the tunnel foundation pit can be conveniently excavated, meanwhile, slope setting is avoided, the construction space is reduced, when excavation is carried out, the building enclosures on two sides are horizontally supported by the aid of the telescopic hydraulic support rods, real-time supporting pressure of the hydraulic support rods is judged by the aid of the central control computing device, the supporting length of the hydraulic support rods is controlled in real time according to the judgment result, a stress interval of the hydraulic support rods is guaranteed, the hydraulic support rods are arranged according to real-time building enclosure deformation distance of the building enclosures on two sides, so that the building enclosures can be integrally stable by controlling stress of the hydraulic support rods, tamping, driving anchor rods and pouring a concrete layer at the bottom of the tunnel foundation pit, stability of the bottom of the foundation pit is guaranteed, a tunnel lining is built on the upper portion of the concrete layer, the tunnel lining is guaranteed not to sink or shift due to backfill slag, the hydraulic support rods are removed according to stress of the hydraulic support rods when the slag soil is filled, stability of the building tunnel foundation is guaranteed, safety of the building of the tunnel, meanwhile, the building of the horizontal support structures is reduced, and backfilling construction of the tunnel foundation is greatly improved.
Specifically, in the step S2, a standard enclosure deformation distance Lb is preset in the central control computing device, the initial relative distance Lc of the enclosure structures on both sides of the tunnel foundation pit is input into the central control computing device, the central control computing device calculates a real-time enclosure deformation distance Ls according to the real-time relative distance Lo and the initial relative distance Lc of the enclosure structures on both sides detected by the distance measuring device, ls = Lc-Lo, the central control computing device compares the real-time enclosure deformation distance Ls with the standard enclosure deformation distance Lb,
when Ls is smaller than Lb, the central control computing device judges that the real-time enclosure deformation distance does not reach the standard enclosure deformation distance, the central control computing device judges that the two side enclosure structures at the position where the real-time enclosure deformation distance is Ls are not horizontally supported, and judges the real-time excavation depth of the tunnel foundation pit so as to determine whether the two side enclosure structures are horizontally supported through the hydraulic support rods;
and when Ls is larger than or equal to Lb, the central control computing device judges that the real-time enclosure deformation distance reaches the standard enclosure deformation distance, and the central control computing device judges that the hydraulic support rods are horizontally supported on the enclosure structures on two sides of which the real-time enclosure deformation distance is Ls.
The real-time relative distance of the building enclosures on the two sides is detected through the distance measuring device, the real-time deformation distance of the building enclosures on the two sides is calculated through the central control computing device, and the judgment is carried out according to the standard building enclosure deformation distance set inside, so that whether horizontal supporting is carried out or not is determined, the real-time detection of the distance measuring device and the real-time calculation of the central control computing device guarantee the controllability of the building enclosures on the two sides in the excavation process, the timely horizontal supporting is carried out according to the judgment result, and the safety of tunnel construction is improved.
Specifically, the maximum excavation supporting depth Hz is arranged in the central control computing device, when the central control computing device judges that the real-time enclosure deformation distance does not reach the standard enclosure deformation distance, the central control computing device obtains the real-time excavation depth Hs of the tunnel foundation pit, the central control computing device compares the real-time excavation depth Hs with the maximum excavation supporting depth Hz,
when Hs is less than Hz, the central control computing device judges that the real-time excavation depth does not reach the maximum excavation supporting depth, and the central control computing device judges that the enclosure structures on the two sides of the tunnel foundation pit are not horizontally supported;
and when Hs is larger than or equal to Hz, the central control computing device judges that the real-time excavation depth reaches the maximum excavation supporting depth, and the central control computing device judges that the hydraulic support rods are horizontally supported on the enclosure structures on two sides of which the real-time enclosure deformation distance is Ls.
When the central control computing device judges that the real-time enclosure deformation distance does not reach the standard enclosure deformation distance, the deformation of the enclosure structure is smaller, but the enclosure structure needs to be supported at a fixed position in tunnel construction, and the deeper the excavation depth is, the larger the stress degree of the enclosure structure is, so that the real-time excavation depth is judged, the maximum excavation supporting depth is set in the central control computing device to limit the set number of horizontal supports, and the stability of the enclosure structures on two sides of the tunnel foundation pit is guaranteed.
Specifically, an initial supporting distance Lr of the hydraulic brace is arranged in the central control computing device, when the central control computing device determines that horizontal supporting of the hydraulic brace is performed on the enclosure structures on two sides of a position where a real-time enclosure deformation distance is Ls, the hydraulic brace is suspended at the position to be supported through the suspension device, the central control computing device controls the hydraulic brace to extend, the extended supporting length is Lk, lk = Ls + Lr, after the hydraulic brace completes extension supporting, tow nails are respectively driven into the enclosure structures on two sides of the tunnel foundation pit at the supporting position of the hydraulic brace to support the hydraulic brace, a fixed brace is arranged on the lower portion of the hydraulic brace to support the hydraulic brace, and after the setting of the fixed brace is completed, the suspension device is removed.
Through set up initial support distance in well accuse computing device so that the hydraulic pressure vaulting pole carries out initial support to the envelope of both sides, wherein, initial support distance should correspond the setting according to the geological conditions of construction, through squeeze into on the envelope of both sides and drag the nail, can enough carry out the definite of position to the hydraulic pressure vaulting pole, can play the effect of support again to the both ends of fixed vaulting pole, support it through setting up fixed vaulting pole in hydraulic pressure vaulting pole lower part simultaneously, reduced the influence of hydraulic pressure vaulting pole gravity to the horizontal bracing, the effect of hydraulic pressure vaulting pole horizontal bracing has been improved.
Specifically, a standard supporting pressure Pb and a standard supporting pressure difference Δ Pb are arranged in the central control computing device, when the hydraulic support rods support the building enclosure on two sides of the tunnel foundation pit, the hydraulic support rods detect the real-time supporting pressure Ps of the hydraulic support rods and transmit the detection result to the central control computing device, the central control computing device calculates the real-time supporting pressure difference Δ Ps and Δ Ps = | Pb-Ps | according to the real-time supporting pressure Ps and the standard supporting pressure Pb of the hydraulic support rods, the central control computing device compares the real-time supporting pressure difference Δ Ps with the standard supporting pressure difference Δ Pb,
when the delta Ps is less than or equal to the delta Pb, the central control computing device judges that the real-time supporting pressure difference of the hydraulic support rod does not exceed the standard supporting pressure difference, and the central control computing device judges that the supporting length of the hydraulic support rod is not controlled;
when the delta Ps is larger than the delta Pb, the central control computing device judges that the real-time supporting pressure difference of the hydraulic support rod exceeds the standard supporting pressure difference, and the central control computing device compares the real-time supporting pressure with the standard supporting pressure to determine whether to control the supporting length of the hydraulic support rod.
The standard supporting pressure range is formed by setting the standard supporting pressure and the standard supporting pressure difference in the central control computing device, the real-time supporting pressure of the hydraulic stay bar is judged through the standard supporting pressure range, whether the stress degree of the hydraulic stay bar which is being judged is in the set standard range is determined, when the real-time supporting pressure difference of the hydraulic stay bar does not exceed the standard supporting pressure difference, the real-time supporting pressure of the hydraulic stay bar is indicated to be in the standard range, therefore, the hydraulic stay bar is not adjusted, when the real-time supporting pressure difference of the hydraulic stay bar exceeds the standard supporting pressure difference, the real-time supporting pressure of the hydraulic stay bar is indicated to be out of the standard range, therefore, the real-time supporting pressure is compared with the standard supporting pressure, the specific stress condition of the hydraulic stay bar is determined, and the normal horizontal supporting can be ensured.
Specifically, when the central control computing device determines that the real-time supporting pressure difference of the hydraulic stay bar has exceeded the standard supporting pressure difference, the central control computing device compares the real-time supporting pressure Ps with the standard supporting pressure Pb,
when Ps is less than Pb, the central control computing device judges that the real-time supporting pressure of the hydraulic support rod is lower than the standard supporting pressure, the central control computing device adjusts the supporting length of the hydraulic support rod to Lk ', lk' = Lk + Lk x [ (Pb-Ps)/Pb ], the central control computing device repeats the operation of calculating the real-time supporting pressure difference for judgment, and the central control computing device repeats the operation of adjusting the supporting length of the hydraulic support rod according to the judgment result until the real-time supporting pressure difference delta Ps 'calculated after adjustment reaches delta Ps' to delta Pb, and the central control computing device stops the extension adjustment of the supporting length of the hydraulic support rod;
when Ps is greater than Pb, the central control computing device determines that the real-time supporting pressure of the hydraulic support rod is higher than the standard supporting pressure, the central control computing device adjusts the set initial supporting distance to Lr ', lr ' = Lr-Lr x [ (Ps-Pb)/Ps ], controls the hydraulic support rod to contract to the supporting length Lk ', lk ' = Ls + Lr ', and repeats the operation of calculating the real-time supporting pressure difference for determination and the operation of adjusting the initial supporting distance according to the determination result until the real-time supporting pressure difference delta Ps ' calculated after adjustment reaches delta Ps ' ≦ delta Pb, and stops adjusting the initial supporting distance.
When the central control computing device judges that the real-time supporting pressure difference of the hydraulic support rods exceeds the standard supporting pressure difference, the real-time supporting pressure is compared with the standard supporting pressure, when the real-time supporting pressure of the hydraulic support rods is lower than the standard supporting pressure, the fact that the hydraulic support rods are stressed less and do not achieve an expected supporting effect is indicated, therefore, the central control computing device controls the hydraulic support rods to extend, the supporting force is increased, the horizontal supporting effect is guaranteed, when the real-time supporting pressure is higher than the standard supporting pressure, the fact that the hydraulic support rods are stressed more is indicated, in order to avoid cracking of a concrete enclosure structure caused by the fact that the local supporting pressure is higher, the hydraulic support rods are controlled to contract through a smaller initial supporting distance, the supporting real-time pressure of the hydraulic support rods is reduced while the supporting effect is guaranteed, the central control computing device is convenient to judge other positions, the number of the hydraulic support rods is increased, and the supporting effect is improved.
Specifically, in the step S4, the excavated dregs of the tunnel foundation pit are backfilled into the tunnel foundation pit with the tunnel lining completed, and the dregs backfilled each time are tamped, wherein the height of the backfilled dregs of each time cannot be higher than twenty percent of the total depth of the tunnel foundation pit, and the backfilling is stopped until the dregs are backfilled to be level with the ground outside the tunnel foundation pit, so as to complete the tunnel construction.
Through successive batch of residue soil backfilling and tamping, the supporting force of the backfilled residue soil on the enclosing structures on the two sides is increased, the backfilling height of each time is controlled, the pressure influence of the backfilled residue soil on the finished tunnel lining is reduced, the stability of the tunnel lining is guaranteed, and meanwhile the safety of the enclosing structures is guaranteed.
Specifically, a backfill standard supporting pressure Pn is arranged in the central control computing device, when the tunnel foundation pit is backfilled with the residue soil, the hydraulic supporting rod detects the backfill real-time supporting pressure Pm of the hydraulic supporting rod and transmits the detection result to the central control computing device, the central control computing device compares the backfill real-time supporting pressure Pm with the backfill standard supporting pressure Pn,
when Pm is less than or equal to Pn, the central control computing device judges that the backfill real-time supporting pressure of the hydraulic stay bar reaches backfill standard supporting pressure, the central control computing device controls the hydraulic stay bar to contract, and the hydraulic stay bar is withdrawn from the tunnel foundation pit through the suspension device;
and when Pm is larger than Pn, the central control computing device judges that the backfill real-time supporting pressure of the hydraulic support rod does not reach the backfill standard supporting pressure, and the residue soil backfill is continued.
The backfill standard supporting pressure is set in the central control computing device, the backfill real-time supporting pressure of the hydraulic stay bar in the muck backfill process is judged, and because the backfill muck can generate horizontal supporting force on the building envelope in the muck backfill process, the real-time stress of the hydraulic stay bar is reduced along with the increase of the backfill height, the real-time stress of the hydraulic stay bar is detected, the hydraulic stay bar is withdrawn, the hydraulic stay bar is recycled, and the utilization rate of the hydraulic stay bar is improved.
Specifically, when the central control computing device judges that the backfill real-time supporting pressure of the hydraulic stay bar does not reach the backfill standard supporting pressure, the residual soil is continuously backfilled into the tunnel foundation pit, if the backfill height of the residual soil reaches the supporting position height of the hydraulic stay bar, the backfill real-time supporting pressure of the hydraulic stay bar is still higher than the backfill standard supporting pressure, one side of the hydraulic stay bar is supported by a fixed horizontal stay bar, the hydraulic stay bar is withdrawn from the tunnel foundation pit through a suspension device, and the length of the fixed horizontal stay bar is equal to the supporting length of the hydraulic stay bar before withdrawal.
When the backfill height of the muck reaches the supporting position height of the hydraulic stay bar, the hydraulic stay bar is withdrawn from the foundation pit at the moment, in order to prevent the inward collapse of the enclosing structures at two sides, the backfill loose muck has lower bearing capacity, and the tunnel lining is easy to generate larger impact when the enclosing structures collapse, so that the fixed horizontal stay bar is arranged to support the original hydraulic stay bar position, the muck is continuously backfilled, and the stability of the tunnel lining is improved.
Please refer to fig. 3, which is a schematic structural diagram of the hydraulic brace of the present embodiment, including a bearing tube 401, a hydraulic telescopic rod 402, a support baffle 403, and a pressure detecting device 404, wherein,
particularly, the hydraulic support rod comprises a support pipe body, a pressure detection device is arranged inside the support pipe body and used for detecting the axial pressure of the hydraulic support rod in real time, hydraulic telescopic rods are arranged at two ends of the support pipe body, and supporting baffles are arranged at the end portions of the hydraulic telescopic rods and used for supporting the enclosure structures on two sides in the tunnel foundation pit.
Through the horizontal bracing power of the detection hydraulic pressure vaulting pole that sets up pressure measurement in the bearing body that can be accurate, set up hydraulic telescoping rod respectively at bearing body both ends simultaneously, can reduce the relative movement of hydraulic pressure vaulting pole bearing body when carrying out the support regulation, ensured the stability that hydraulic pressure vaulting pole strutted.
So far, the technical solutions of the present invention have been described in connection with the preferred embodiments shown in the drawings, but it is apparent to those skilled in the art that the scope of the present invention is not limited to these specific embodiments. Equivalent changes or substitutions of related technical features can be made by those skilled in the art without departing from the principle of the invention, and the technical scheme after the changes or substitutions can fall into the protection scope of the invention.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention; various modifications and alterations to this invention will become apparent to those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (10)
1. A municipal tunnel construction method is characterized by comprising the following steps,
step S1, respectively opening holes downwards on the ground at two sides of a tunnel foundation pit according to the path of the tunnel foundation pit, placing a steel bar frame into the holes, and pouring concrete into the holes to form an enclosure structure at two sides of the tunnel foundation pit;
step S2, excavating the tunnel foundation pit through an excavating device, detecting real-time relative distances of the enclosure structures on two sides of the tunnel foundation pit through a distance measuring device when the enclosure structures on two sides of the tunnel foundation pit are exposed, transmitting the real-time relative distances to a central control computing device connected with the distance measuring device, calculating real-time enclosure deformation distances by the central control computing device according to the real-time relative distances and initial relative distances of the enclosure structures on two sides of the tunnel foundation pit, comparing the real-time enclosure deformation distances with standard enclosure deformation distances set in the central control computing device, determining whether the enclosure structures on two sides are horizontally supported through a hydraulic support rod by the central control computing device according to the real-time excavating depth of the tunnel foundation pit when the real-time enclosure deformation distances do not reach the standard enclosure deformation distances, performing horizontal supporting of the hydraulic support rod on the enclosure structures on two sides when the real-time enclosure deformation distances reach the standard enclosure deformation distances, acquiring the real-time supporting pressure detected by the hydraulic support rod by the central control computing device, and comparing the real-time supporting pressure with the standard supporting pressure set in the central control computing device to determine, and controlling the hydraulic support rod to extend and shrink until the tunnel foundation pit is excavated;
s3, tamping the bottom of the tunnel foundation pit, driving an anchor rod into the tamped bottom of the tunnel foundation pit, pouring a concrete layer at the bottom of the tunnel foundation pit, building a tunnel lining on the concrete layer, and laying an externally-attached waterproof layer outside the tunnel lining;
and S4, backfilling the excavated residual soil of the tunnel foundation pit into the tunnel foundation pit, tamping, detecting the backfill real-time supporting pressure of the hydraulic support rod and transmitting the backfill real-time supporting pressure to the central control computing device when the tunnel foundation pit is backfilled, comparing the backfill real-time supporting pressure with the internally-arranged backfill standard supporting pressure by the central control computing device, controlling the hydraulic support rod to contract by the central control computing device when the backfill real-time supporting pressure is less than or equal to the backfill standard supporting pressure, withdrawing the hydraulic support rod, and when the backfill real-time supporting pressure is greater than the backfill standard supporting pressure, continuously backfilling the residual soil by the central control computing device when the backfill real-time supporting pressure does not reach the backfill standard supporting pressure until the backfill height of the residual soil reaches the supporting position height of the hydraulic support rod, arranging a fixed horizontal support rod at one side of the hydraulic support rod, withdrawing the hydraulic support rod, backfilling the residual soil to be level with the ground outside the tunnel foundation pit, and finishing tunnel construction.
2. The municipal tunnel construction method according to claim 1, wherein in step S2, a standard enclosure deformation distance Lb is preset in the central control computing device, the initial relative distance Lc of the enclosures on both sides of the tunnel foundation pit is input into the central control computing device, the central control computing device calculates a real-time enclosure deformation distance Ls, ls = Lc-Lo, according to the real-time relative distance Lo and the initial relative distance Lc of the enclosures on both sides detected by the distance measuring device, the central control computing device compares the real-time enclosure deformation distance Ls with the standard enclosure deformation distance Lb,
when Ls is less than Lb, the central control computing device judges that the real-time enclosure deformation distance does not reach the standard enclosure deformation distance, the central control computing device judges that the two side enclosure structures with the real-time enclosure deformation distance being Ls are not horizontally supported, and judges the real-time excavation depth of the tunnel foundation pit so as to determine whether the two side enclosure structures are horizontally supported through the hydraulic support rods;
and when Ls is larger than or equal to Lb, the central control computing device judges that the real-time enclosure deformation distance reaches the standard enclosure deformation distance, and the central control computing device judges that the hydraulic support rods are horizontally supported on the enclosure structures on two sides of which the real-time enclosure deformation distance is Ls.
3. The municipal tunnel construction method according to claim 2, wherein the central control computing device is provided with a maximum excavation support depth Hz, and when the central control computing device determines that the real-time containment deformation distance does not reach the standard containment deformation distance, the central control computing device obtains a real-time excavation depth Hs of the tunnel foundation pit, compares the real-time excavation depth Hs with the maximum excavation support depth Hz,
when Hs is less than Hz, the central control computing device judges that the real-time excavation depth does not reach the maximum excavation supporting depth, and the central control computing device judges that the enclosure structures on the two sides of the tunnel foundation pit are not horizontally supported;
and when Hs is larger than or equal to Hz, the central control computing device judges that the real-time excavation depth reaches the maximum excavation supporting depth, and the central control computing device judges that the hydraulic support rods are horizontally supported on the enclosure structures on two sides of which the real-time enclosure deformation distance is Ls.
4. The municipal tunnel construction method according to claim 3, wherein an initial support distance Lr of the hydraulic brace is set in the central control computing device, when the central control computing device determines that horizontal support of the hydraulic brace is performed on the enclosures on both sides where the real-time enclosure deformation distance is Ls, the hydraulic brace is suspended at the to-be-supported position through the suspending device, the central control computing device controls the hydraulic brace to extend, the extended support length is Lk, lk = Ls + Lr, after the hydraulic brace is extended, nails are driven into the enclosures on both sides of the tunnel foundation at the support position of the hydraulic brace to support the hydraulic brace, a fixed brace is set at the lower part of the hydraulic brace to support the hydraulic brace, and after the setting of the fixed brace is completed, the suspending device is removed.
5. The municipal tunnel construction method according to claim 4, wherein a standard support pressure Pb and a standard support pressure difference Δ Pb are provided in the central control computing device, when the hydraulic brace supports the building enclosure on both sides of the tunnel foundation pit, the hydraulic brace detects its own real-time support pressure Ps and transmits the detection result to the central control computing device, the central control computing device calculates a real-time support pressure difference Δ Ps, Δ Ps = | Pb-Ps | from the real-time support pressure Ps and the standard support pressure Pb of the hydraulic brace, the central control computing device compares the real-time support pressure difference Δ Ps with the standard support pressure difference Δ Pb,
when the delta Ps is less than or equal to the delta Pb, the central control computing device judges that the real-time supporting pressure difference of the hydraulic support rod does not exceed the standard supporting pressure difference, and the central control computing device judges that the supporting length of the hydraulic support rod is not controlled;
when the delta Ps is larger than the delta Pb, the central control computing device judges that the real-time supporting pressure difference of the hydraulic support rod exceeds the standard supporting pressure difference, and the central control computing device compares the real-time supporting pressure with the standard supporting pressure to determine whether to control the supporting length of the hydraulic support rod.
6. The municipal tunnel construction method according to claim 5, wherein when the central control computing means determines that the real-time support pressure difference of the hydraulic struts has exceeded the standard support pressure difference, the central control computing means compares the real-time support pressure Ps with the standard support pressure Pb,
when Ps is less than Pb, the central control computing device judges that the real-time supporting pressure of the hydraulic support rod is lower than the standard supporting pressure, the central control computing device adjusts the supporting length of the hydraulic support rod to Lk ', lk' = Lk + Lk x [ (Pb-Ps)/Pb ], the central control computing device repeats the operation of calculating the real-time supporting pressure difference for judgment, and the central control computing device repeats the operation of adjusting the supporting length of the hydraulic support rod according to the judgment result until the real-time supporting pressure difference delta Ps 'calculated after adjustment reaches delta Ps' to delta Pb, and the central control computing device stops the extension adjustment of the supporting length of the hydraulic support rod;
when Ps is larger than Pb, the central control computing device judges that the real-time supporting pressure of the hydraulic support rod is higher than the standard supporting pressure, the central control computing device adjusts the set initial supporting distance to Lr ', lr ' = Lr-Lr x [ (Ps-Pb)/Ps ], controls the hydraulic support rod to contract to the supporting length Lk ', lk ' = Ls + Lr ', repeats the operation of calculating the real-time supporting pressure difference for judgment, and repeats the operation of adjusting the initial supporting distance according to the judgment result until the real-time supporting pressure difference delta Ps ' calculated after adjustment reaches delta Ps ' ≦ delta Pb, and stops adjusting the initial supporting distance.
7. The municipal tunnel construction method according to claim 1, wherein in step S4, the excavated dregs of the tunnel foundation pit are backfilled into the tunnel foundation pit which has been lined with the tunnel, and the dregs are tamped each time, wherein the height of the single dregs backfilling is not higher than twenty percent of the total depth of the tunnel foundation pit, and the backfilling is stopped until the dregs are backfilled to be level with the ground outside the tunnel foundation pit, thereby completing the tunnel construction.
8. The municipal tunnel construction method according to claim 7, wherein a backfill standard support pressure Pn is provided in the central control computing device, when backfilling the soil in the tunnel foundation pit, the hydraulic brace rod detects the backfill real-time support pressure Pm and transmits the detection result to the central control computing device, the central control computing device compares the backfill real-time support pressure Pm with the backfill standard support pressure Pn,
when Pm is less than or equal to Pn, the central control computing device judges that the backfill real-time supporting pressure of the hydraulic stay bar reaches backfill standard supporting pressure, the central control computing device controls the hydraulic stay bar to contract, and the hydraulic stay bar is withdrawn from the tunnel foundation pit through the suspension device;
and when Pm is larger than Pn, the central control computing device judges that the backfill real-time supporting pressure of the hydraulic supporting rod does not reach the backfill standard supporting pressure, and the residue soil backfill is continued.
9. The municipal tunnel construction method according to claim 8, wherein when the central control computing device determines that the backfill real-time support pressure of the hydraulic brace rod does not reach the backfill standard support pressure, the backfilling of the muck into the tunnel foundation pit is continued, and if the backfill height of the muck reaches the support position height of the hydraulic brace rod, the backfill real-time support pressure of the hydraulic brace rod is still higher than the backfill standard support pressure, the hydraulic brace rod is supported by the fixed horizontal brace rod on one side of the hydraulic brace rod, and the hydraulic brace rod is withdrawn from the tunnel foundation pit through the suspension device, wherein the fixed horizontal brace rod has the same length as the support length of the hydraulic brace rod before the withdrawal.
10. The municipal tunnel construction method according to claim 1, wherein the hydraulic stay bar comprises a bearing tube body, a pressure detection device is arranged inside the bearing tube body and used for detecting the axial pressure on the hydraulic stay bar in real time, hydraulic telescopic rods are arranged at two ends of the bearing tube body, and supporting baffles are arranged at the ends of the hydraulic telescopic rods and used for supporting a building enclosure on two sides in a tunnel foundation pit.
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