CN114278314B - Tunnel construction method - Google Patents
Tunnel construction method Download PDFInfo
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- CN114278314B CN114278314B CN202210043759.2A CN202210043759A CN114278314B CN 114278314 B CN114278314 B CN 114278314B CN 202210043759 A CN202210043759 A CN 202210043759A CN 114278314 B CN114278314 B CN 114278314B
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- 238000010276 construction Methods 0.000 title claims abstract description 71
- 239000011435 rock Substances 0.000 claims abstract description 33
- 238000005192 partition Methods 0.000 claims abstract description 21
- 238000000034 method Methods 0.000 claims abstract description 16
- 230000003014 reinforcing effect Effects 0.000 claims description 18
- 238000005452 bending Methods 0.000 claims description 13
- 238000001514 detection method Methods 0.000 claims description 11
- 238000009412 basement excavation Methods 0.000 claims description 9
- 230000005641 tunneling Effects 0.000 claims description 9
- 238000005507 spraying Methods 0.000 claims description 8
- 238000009966 trimming Methods 0.000 claims description 6
- 230000010354 integration Effects 0.000 claims description 5
- 230000000149 penetrating effect Effects 0.000 claims description 2
- 238000007789 sealing Methods 0.000 abstract description 4
- 230000002787 reinforcement Effects 0.000 abstract description 3
- 238000005096 rolling process Methods 0.000 abstract description 3
- 230000000694 effects Effects 0.000 description 10
- 238000009434 installation Methods 0.000 description 7
- 229910000831 Steel Inorganic materials 0.000 description 6
- 239000010959 steel Substances 0.000 description 6
- 238000013461 design Methods 0.000 description 5
- 238000012423 maintenance Methods 0.000 description 3
- 239000007921 spray Substances 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 238000005422 blasting Methods 0.000 description 2
- 238000009415 formwork Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 230000001105 regulatory effect Effects 0.000 description 2
- 238000005728 strengthening Methods 0.000 description 2
- 238000004891 communication Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000012856 packing Methods 0.000 description 1
- 230000002035 prolonged effect Effects 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
Classifications
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a tunnel construction method, which is characterized in that a tunnel is constructed in multiple sections, and each construction section is divided into three steps for continuous rolling construction when each section of tunnel is constructed. The uppermost step is divided into an upper left pilot pit and an upper right pilot pit, the upper left pilot pit is firstly excavated, a prefabricated primary support structure is erected, then a partition wall is arranged, and the upper right pilot pit is further excavated. And after the right upper pilot pit is constructed, removing the middle partition wall, and constructing the middle step and the lower step in sequence. The tunnel construction adopting the construction steps is orderly constructed from top to bottom, each step is relatively independently sealed to form a ring, the time for sealing the ring is short, and the construction efficiency is high. The prefabricated primary support structure used in the method is a reinforcement cage structure prefabricated in advance, so that the method is convenient to install, uniform in stress and capable of reducing deformation of surrounding rocks of tunnels to the greatest extent. Meanwhile, the prefabricated primary support structure can be reused, so that the construction safety is improved, and the construction cost is reduced.
Description
Technical Field
The invention relates to a tunnel construction technology, in particular to a tunnel construction method.
Background
When a tunnel with a large excavation span and strict control of deformation of the rock surrounding is constructed, a medium bulkhead method (CD method) or a cross medium bulkhead method (CRD method) is generally used for construction.
The middle partition wall method is to divide the tunnel into a left part and a right part for excavation, firstly, adopt a step method to excavate one side of the tunnel layer by layer from top to bottom, after the primary support structure of the side is completed, then spray concrete for forming, and then divide the other side of the tunnel layer by layer for excavation.
The cross-partition method is to divide the excavated section into 4 parts by constructing a middle partition and a temporary inverted arch (the two cross), and then divide the excavated section according to the surrounding rock condition.
The two tunnel construction methods have high requirements on the quality of the supporting structure, and have long overall construction period and low construction efficiency.
The existing construction method of the middle partition wall is to construct an initial supporting structure by using a manual vertical frame, then spray concrete between the initial supporting structure and a rock stratum, and the tunnel construction is limited by a space area, so that strict requirements are imposed on the number of constructors and mechanical equipment. The existing construction method of the middle partition wall occupies a long time in each circulation operation. For tunnel projects with a short construction period, the compression cycle time is often prolonged by means of construction operators, mechanical equipment and the like, so that the potential safety hazard is great.
Disclosure of Invention
The present invention aims to solve at least one of the technical problems existing in the prior art. Therefore, the invention provides a tunnel construction method, which improves the construction efficiency of tunnel construction and reduces the construction cost of tunnel construction.
According to the embodiment of the invention, the tunnel construction method comprises the following steps:
s1, excavating an upper left pilot tunnel;
s2, trimming the rock surface contour of the upper left pilot pit and spraying a concrete layer to seal the rock surface;
s3, erecting a prefabricated primary support structure in the upper left pilot pit to provide temporary support;
s4, constructing a middle partition wall;
s5, excavating an upper right pilot tunnel;
s6, trimming the rock surface contour of the upper right pilot pit and spraying a concrete layer to seal the rock surface;
s7, dismantling the middle partition wall;
s8, excavating a middle step and a lower step downwards in sequence.
According to the embodiment of the invention, at least the following technical effects are achieved:
by adopting the construction example of the steps, the tunnel is constructed in multiple sections, and each construction section is divided into three steps for continuous rolling construction when each section of tunnel is constructed. The uppermost step is divided into an upper left pilot pit and an upper right pilot pit, the upper left pilot pit is firstly excavated, the profile of the rock surface of the upper left pilot pit is trimmed, and a concrete layer is sprayed to seal the rock surface. Further, a prefabricated primary support structure is erected in the upper left pilot tunnel to provide temporary support, then a middle partition wall is arranged, and then the upper right pilot tunnel is excavated. And after the right upper pilot pit is constructed, removing the middle partition wall, and constructing the middle step and the lower step in sequence. The tunnel construction adopting the construction steps is orderly constructed from top to bottom, each step is relatively independently sealed to form a ring, the time for sealing the ring is short, and the construction efficiency is high. The prefabricated primary support structure used in the method is a reinforcement cage structure prefabricated in advance, so that the method is convenient to install, uniform in stress and capable of reducing deformation of surrounding rocks of tunnels to the greatest extent. Meanwhile, the prefabricated primary support structure can be reused, so that the construction safety is improved, and the construction cost is reduced.
According to some embodiments of the invention, the prefabricated primary support structure comprises a temporary vertical support, a temporary inverted arch and a middle guide rod, wherein the middle guide rod is installed at the lower right corner of the upper left pilot tunnel along the tunneling direction of a tunnel, the lower end of the temporary vertical support is rotatably installed on the middle guide rod, the temporary inverted arch is installed on the bottom surface of the upper left pilot tunnel, and the right side of the temporary inverted arch is connected with the middle guide rod.
According to the embodiment of the invention, at least the following technical effects are achieved:
when the prefabricated primary support structure is installed and erected, the temporary inverted arch and the middle guide rod are paved first, and then the temporary vertical support is installed. And after the middle partition wall is removed, the temporary vertical support can be rotated to the horizontal plane to be used as an inverted arch of the right upper pilot tunnel, and the installation structure is rotated, so that the stress possibly generated during installation is eliminated, and the temporary vertical support can be used as the inverted arch of the right upper pilot tunnel, so that the design is ingenious and the structure is reasonable.
According to some embodiments of the invention, the temporary vertical support is provided with a plurality of vertical support brackets, the bending radian of each vertical support bracket is adapted to the radian of the right side wall of the upper left pilot pit, the bottom of each vertical support bracket is provided with a U-shaped groove, and each vertical support bracket is rotatably arranged on the middle guide rod through the U-shaped groove.
According to the embodiment of the invention, at least the following technical effects are achieved:
the temporary vertical support comprises a plurality of vertical support supports, each vertical support is formed by bending channel steel, the structure of the temporary vertical support is modularized in the embodiment, the engineering cost is reduced, the replacement and the maintenance are convenient, the U-shaped groove is formed in the lower end of the vertical support, the vertical support is rotatably arranged on the middle guide rod through the U-shaped groove, the structural stress during the temporary vertical support can be reduced, and the installation is convenient.
According to some embodiments of the invention, the temporary inverted arch is provided with a plurality of inverted arch brackets, the bending radian of the inverted arch brackets is adapted to the radian of the bottom surface of the upper left guide pit, the right side of the inverted arch brackets is provided with positioning holes, and the inverted arch brackets are rotatably installed on the middle guide rod through the positioning holes.
According to the embodiment of the invention, at least the following technical effects are achieved:
the temporary inverted arch consists of a plurality of inverted arch brackets, and each inverted arch bracket is formed by bending channel steel and is arranged at the bottom of the upper left pilot tunnel to form a reverse arch structure. In the embodiment, the temporary inverted arch is modularized, so that the engineering cost is reduced, and the temporary inverted arch is convenient to replace and maintain.
According to some embodiments of the invention, the prefabricated primary support structure further comprises a jacking mechanism, wherein the jacking mechanism is installed between the temporary vertical support and the temporary inverted arch and used for adjusting the rotation angle of the temporary vertical support, the jacking mechanism comprises a first support rod, a second support rod, an adjusting sleeve, a first guide block and a second guide block, the vertical support is provided with a first sliding groove, the first guide block is installed in the first sliding groove in a sliding adjusting mode, the inverted arch support is provided with a second sliding groove, the second guide block is installed in the second sliding groove in a sliding adjusting mode, the upper end of the first support rod is hinged with the first guide block, the lower end of the second support rod is hinged with the second guide block, the adjusting sleeve is used for being in threaded connection with the first support rod and the second support rod, and the threaded direction between the first support rod and the adjusting sleeve is opposite to the threaded direction between the second support rod and the adjusting sleeve.
According to the embodiment of the invention, at least the following technical effects are achieved:
the temporary vertical support is arranged on the temporary inverted arch to be spliced, the temporary vertical support is jacked to a pre-installation position through a jackstay mechanism, and the relative distance between the first support rod and the second support rod is further adjusted through the adjusting sleeve, so that the state that the temporary vertical support is tightly abutted to the upper left pilot pit is achieved. The structure is reasonable in design, safe and reliable.
According to some embodiments of the invention, the temporary inverted arch is further provided with a plurality of reinforcing ribs, the reinforcing ribs are arranged on the inverted arch support in a penetrating manner along the direction perpendicular to the inverted arch support and are connected with two adjacent inverted arch supports, and the reinforcing ribs are provided with locking foot positioning blocks connected with the bottom surface of the upper left pilot pit.
According to the embodiment of the invention, at least the following technical effects are achieved:
through wear to establish the strengthening rib on the inverted arch support, can improve the holistic structural strength of inverted arch support, and then improve the atress condition that interim erects the support, the strengthening rib passes through the lock foot locating piece to be fixed in upper left pilot hole bottom surface, can ensure interim inverted arch's stability.
According to some embodiments of the invention, the locking pin positioning block is provided with a groove corresponding to the reinforcing rib, and locking pin anchor rod holes are formed in two sides of the locking pin positioning block and are used for installing locking pin anchor rods.
According to the embodiment of the invention, at least the following technical effects are achieved:
the lock foot positioning block is arranged on the reinforcing rib, and the lock foot anchor rod is arranged through the lock foot anchor rod hole, so that the reinforcing rib can be firmly fixed on the bottom surface of the upper left pilot hole.
According to some embodiments of the invention, the outer sidewall of the adjustment sleeve is a polygonal prism structure.
According to the embodiment of the invention, at least the following technical effects are achieved:
the adjusting sleeve with the polygonal prism design is adopted, so that the resistance of the outer side wall of the adjusting sleeve is increased, and the adjusting sleeve is convenient for constructors to rotate.
According to some embodiments of the invention, the tunnel is divided into a plurality of sections for excavation and tunneling, each section is constructed according to the steps from S1 to S8, advanced geological forecast and advanced support of the tunnel are further included before S1, and waterproof layer construction, rock lining and quality detection are further included after S8.
According to the embodiment of the invention, at least the following technical effects are achieved:
the advanced geological forecast of the tunnel before the S1 can acquire the information of engineering geology, hydrogeology and the like of the section to be excavated of the tunnel, and guide the construction of the subsequent steps to be smoothly carried out. The advanced support can ensure the stability of the rock stratum of the section to be excavated of the tunnel; and S8, waterproof layer construction, rock lining and quality detection are required, so that the overall structural strength of the tunnel is improved.
According to some embodiments of the present invention, in the step S3, data acquisition is required for geological conditions at the position where the upper left pilot pit is excavated, stress conditions of the upper left pilot pit rock wall are monitored in real time, stress of the prefabricated primary support structure is required to be analyzed after the prefabricated primary support structure is set, the analyzed data is included in advanced geological forecast of the next section of tunnel to be constructed for information integration, and the analyzed data is required to be imported into quality detection for key position detection.
According to the embodiment of the invention, at least the following technical effects are achieved:
when the prefabricated primary support structure is erected, data acquisition and real-time monitoring are needed to be carried out on geological conditions of the left upper pilot pit excavation, potential safety hazards are avoided, the stress of the prefabricated primary support structure is required to be analyzed after the erection of the prefabricated primary support structure is completed, analysis data are included in advanced geological forecast of a next section of tunnel to be constructed for information integration, construction progress can be accelerated, and construction safety is guaranteed.
Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention.
Drawings
The foregoing and/or additional aspects and advantages of the invention will become apparent and may be better understood from the following description of embodiments taken in conjunction with the accompanying drawings in which:
FIG. 1 is a schematic view of a tunnel construction structure of the present invention;
FIG. 2 is a flow chart of the tunnel construction of the present invention;
FIG. 3 is a schematic structural view of a prefabricated primary support structure of the present invention;
FIG. 4 is an enlarged view of a portion at A of FIG. 3;
FIG. 5 is a schematic view of a construction of the jacking mechanism of the present invention;
FIG. 6 is a schematic view of a lock pin positioning block according to the present invention;
in the figure: 101-upper left guide pit, 102-upper right guide pit, 110-middle step, 120-lower step, 200-prefabricated primary support structure, 210-temporary vertical support, 211-vertical support, 212-U-shaped groove, 220-temporary inverted arch, 221-inverted arch support, 222-positioning hole, 223-reinforcing rib, 230-supporting mechanism, 231-first supporting rod, 232-second supporting rod, 233-adjusting sleeve, 234-first guide block, 235-second guide block, 240-middle guide rod, 250-foot locking positioning block, 251-groove and 252-foot locking anchor rod hole.
Detailed Description
Embodiments of the present invention are described in detail below, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to like or similar elements or elements having like or similar functions throughout. The embodiments described below by referring to the drawings are illustrative only and are not to be construed as limiting the invention.
In the description of the present invention, it should be understood that the terms "center", "longitudinal", "lateral", "length", "width", "thickness", "upper", "lower", "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outer", "axial", "radial", "circumferential", etc. indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings are merely for convenience in describing the present invention and to simplify the description, and do not indicate or imply that the device or element being referred to must have a specific orientation, be configured and operated in a specific orientation, and therefore should not be construed as limiting the present invention. Furthermore, features defining "first", "second" may include one or more such features, either explicitly or implicitly. In the description of the present invention, unless otherwise indicated, the meaning of "a plurality" is two or more.
In the description of the present invention, it should be noted that, unless explicitly specified and limited otherwise, the terms "mounted," "connected," and "connected" are to be construed broadly, and may be either fixedly connected, detachably connected, or integrally connected, for example; can be mechanically or electrically connected; can be directly connected or indirectly connected through an intermediate medium, and can be communication between two elements. The specific meaning of the above terms in the present invention will be understood in specific cases by those of ordinary skill in the art.
Referring to fig. 1 to 6, the present invention proposes a tunnel construction method comprising the steps of:
s1, excavating an upper left pilot tunnel 101;
s2, trimming the rock surface contour of the upper left pilot pit 101 and spraying a concrete layer to seal the rock surface;
s3, erecting a prefabricated primary support structure 200 in the upper left pilot pit 101 to provide temporary support;
s4, constructing a middle partition wall;
s5, excavating an upper right pilot tunnel 102;
s6, trimming the rock surface contour of the upper right pilot pit 102 and spraying a concrete layer to seal the rock surface;
s7, removing the middle partition wall;
s8, excavating the tunneling middle step 110 and the lower step 120 in sequence downwards.
Referring to fig. 1 and 2, the construction method adopts a construction method of combining a three-step method with a construction middle partition wall in a CD method, so that each construction step can be stressed in a ring, and a tunnel section to be constructed is divided into: the upper step, the middle step 110 and the lower step 120 can reduce the excavation section, and can convert concentrated blasting into scattered blasting during construction, thereby reducing disturbance to surrounding rock, fully utilizing time and improving construction efficiency. The main construction steps of the construction method are as follows: the upper step is firstly excavated and tunneled, and the upper step is divided into a left upper pilot pit 101 and a right upper pilot pit 102 when the upper step is constructed, and the left upper pilot pit 101 is firstly excavated and tunneled. And after the construction of the upper left pilot tunnel 101 is completed, further finishing the profile of the rock face and stably sealing the rock face to spray concrete layers. After the construction of the previous step is completed, the prefabricated primary support structure 200 is erected on the upper left pilot tunnel 101, and then a middle partition wall is constructed. And then excavate the upper right pilot pit 102. After the right upper pilot pit 102 is constructed, the middle partition wall is removed, and the middle step 110 and the lower step 120 are constructed in sequence. The tunnel is constructed in multiple sections, each construction section is divided into three steps for continuous rolling construction and orderly construction from top to bottom when each section of tunnel is constructed, each step is independently sealed to form a ring, the time for sealing the ring is short, and the construction efficiency is high. And the prefabricated primary support structure 200 used in the method is a reinforcement cage structure prefabricated in advance, so that the installation is convenient, the stress is uniform, and the deformation of surrounding rocks of a tunnel is reduced to the greatest extent. Meanwhile, the prefabricated primary support structure 200 can be reused, so that the construction safety is improved, and the construction cost is reduced.
In some embodiments of the present invention, the prefabricated preliminary support structure 200 includes a temporary vertical support 210, a temporary inverted arch 220, and a middle guide bar 240, the middle guide bar 240 is installed at the lower right corner of the upper left pit 101 in the tunneling direction of the tunnel, the lower end of the temporary vertical support 210 is rotatably installed on the middle guide bar 240, the temporary inverted arch 220 is installed at the bottom surface of the upper left pit 101, and the right side of the temporary inverted arch 220 is connected to the middle guide bar 240.
Specifically, the prefabricated primary support structure 200 includes a temporary vertical support 210, a temporary inverted arch 220 and a middle guide rod 240, and when the prefabricated primary support structure 200 is constructed by erecting the upper left pilot pit 101, a constructor installs the temporary inverted arch 220 on the bottom surface of the upper left pilot pit 101, installs the middle guide rod 240, and then installs the temporary vertical support 210. The temporary vertical support 210 can be rotated to the horizontal plane after the middle partition wall is removed to be paved at the bottom of the upper right pilot pit, and is used as an inverted arch of the upper right pilot pit 102.
In some embodiments of the present invention, the temporary vertical support 210 is provided with a plurality of vertical support brackets 211, the bending radian of the vertical support brackets 211 is adapted to the radian of the right side wall of the upper left guide pit 101, the bottom of the vertical support brackets 211 is provided with a U-shaped groove 212, and the vertical support brackets 211 are rotatably mounted on the middle guide rod 240 through the U-shaped groove 212.
The temporary vertical support 210 is composed of a plurality of vertical support brackets 211, each vertical support bracket 211 is formed by bending channel steel, the structure of the temporary vertical support 210 is modularized in the embodiment, the engineering cost is reduced, the replacement and the maintenance are convenient, the U-shaped groove 212 is arranged at the lower end of the vertical support bracket 211, the vertical support bracket 211 is rotatably arranged on the middle guide rod 240 through the U-shaped groove 212, the structural stress when the temporary vertical support 210 is unfolded can be reduced, and the installation is convenient.
In some embodiments of the present invention, a plurality of reserved bolt holes are provided along the length of the vertical support bracket 211.
In some embodiments of the present invention, the temporary inverted arch 220 is provided with a plurality of inverted arch brackets 221, the curvature of the inverted arch brackets 221 is adapted to the curvature of the bottom surface of the upper left pit guide 101, the right side of the inverted arch brackets 221 is provided with positioning holes 222, and the inverted arch brackets 221 are rotatably mounted on the middle guide rod 240 through the positioning holes 222.
Temporary inverted arch 220 is comprised of a plurality of inverted arch brackets 221, each inverted arch bracket 221 being formed by bending a channel steel and being mounted to the bottom of upper left pit 101 to form a reverse arch structure. The modularity of the temporary inverted arch 220 in this embodiment not only reduces construction costs, but also facilitates replacement and maintenance.
In some embodiments of the present invention, the prefabricated preliminary bracing structure 200 further includes a bracing mechanism 230 installed between the temporary vertical bracing 210 and the temporary inverted bracing 220 for adjusting a rotation angle of the temporary vertical bracing 210, the bracing mechanism 230 including a first bracing 231, a second bracing 232, an adjusting sleeve 233, a first guide block 234 and a second guide block 235, the vertical bracing bracket 211 being provided with a first sliding groove, the first guide block 234 being slidably adjustably installed in the first sliding groove, the inverted bracing bracket 221 being provided with a second sliding groove, the second guide block 235 being slidably adjustably installed in the second sliding groove, an upper end of the first bracing 231 being hinged to the first guide block 234, a lower end of the second bracing 232 being hinged to the second guide block 235, the adjusting sleeve 233 being for screwing the first bracing 231 and the second bracing 232, a screwing direction between the first bracing 231 and the adjusting sleeve 233 being opposite to a screwing direction between the second bracing 232 and the adjusting sleeve 233.
The temporary vertical support 210 is firstly placed on the temporary inverted arch 220 to be spliced, then the temporary vertical support 210 is jacked to a pre-installation position by the jacking mechanism 230, and further the relative distance between the first support rod 231 and the second support rod 232 is regulated by the regulating sleeve 233, so that the state that the temporary vertical support 210 is tightly abutted against the upper left pilot tunnel 101 is achieved. The structure is reasonable in design, safe and reliable.
In some embodiments of the present invention, the temporary inverted arch 220 is further provided with a plurality of reinforcing ribs 223, the reinforcing ribs 223 are penetrated on the inverted arch support 221 along the direction perpendicular to the inverted arch support 221 and are connected with the adjacent two inverted arch supports 221, and the reinforcing ribs 223 are provided with a foot locking positioning block 250 connected with the bottom surface of the upper left pilot tunnel 101.
By providing the reinforcing rib 223 in the inverted arch bracket 221, the structural strength of the entire inverted arch bracket 221 can be improved, and the stress condition of the temporary vertical stay 210 can be improved, and the reinforcing rib 223 is fixed to the bottom surface of the upper left pit 101 by the locking pin positioning block 250, so that the stability of the temporary inverted arch 220 can be ensured.
In some embodiments of the present invention, the locking pin positioning block 250 is provided with a groove 251 corresponding to the reinforcing rib 223, and locking pin anchor holes 252 are formed at both sides of the locking pin positioning block 250 for installing the locking pin anchor.
Referring to fig. 3 to 5, in particular, the prefabricated preliminary bracing structure 200 includes a temporary vertical brace 210, a temporary inverted arch 220, a jacking mechanism 230 and a middle guide rod 240. The temporary vertical support 210 consists of a plurality of vertical support brackets 211, each vertical support bracket 211 is formed by bending channel steel, and the bending radian of the vertical support bracket 211 corresponds to the radian of the side wall of the upper left pilot tunnel 101; the temporary inverted arch 220 is composed of a plurality of inverted arch brackets 221, each inverted arch bracket 221 is formed by bending channel steel, and the bending radian of the inverted arch bracket 221 corresponds to the radian of the bottom surface of the upper left pilot tunnel 101; when the constructor erects the upper left pilot tunnel 101 to perform the preliminary support structure 200, the inverted arch support 221 is uniformly laid on the bottom surface of the upper left pilot tunnel 101, and then the middle guide rod 240 is inserted into the positioning hole 222 on the right side of the inverted arch support 221. Further, the vertical support brackets 211 are installed obliquely above the temporary inverted arch 220 corresponding to each inverted arch bracket 221, and the lower ends of the vertical support brackets 211 are required to be rotatably installed on the middle guide rods 240 through the U-shaped grooves 212 provided at the lower ends of the vertical support brackets 211 when the temporary vertical support 210 is installed in advance. While pre-installing the temporary vertical support 210, the constructor needs to install the jacking mechanism 230 between the temporary vertical support 210 and the temporary inverted arch 220 for rotating the temporary vertical support 210 to the side wall of the upper left pilot pit 101 around the axial direction of the middle guide rod 240. The temporary vertical support 210 is pre-installed, and a reinforcing steel bar net frame and a wooden formwork are required to be installed when the middle partition wall is constructed by using a grouting method, and constructors install the reinforcing steel bar net frame on one side of the temporary vertical support 210 and install the wooden formwork on the other side of the temporary vertical support 210. The rebar grid can abut the side wall of the upper left pilot pit 101 as the temporary vertical braces 210 rotate. Then grouting and packing the space between the wood template and the right side wall of the upper left pilot tunnel 101 by using grouting equipment; in the case of using the concrete spraying method for the middle bulkhead, it is necessary to install an anchor rod along the length direction of the vertical support bracket 211 and then fix it using a concrete spraying apparatus.
Referring to fig. 6, the locker block 250 is mounted on the reinforcing rib 223, and a locker bolt is mounted through a locker bolt hole 252, so that the reinforcing rib 223 can be firmly fixed to the bottom surface of the upper left pit 101.
In some embodiments of the present invention, the outer sidewall of the adjustment sleeve 233 is a polygonal prism structure.
The adjusting sleeve 233 with the polygonal prism design is adopted, so that the resistance of the outer side wall of the adjusting sleeve 233 is increased, and the adjusting sleeve 233 is convenient for constructors to rotate.
In some embodiments of the invention, the tunnel is divided into a plurality of sections for excavation and tunneling, each section is constructed according to the steps from S1 to S8, advanced geological forecast and advanced support of the tunnel are further included before S1, and waterproof layer construction, rock lining and quality detection are further included after S8.
Referring to fig. 2, the advanced geological forecast of the tunnel before S1 can collect information such as engineering geology and hydrogeology of the section to be excavated of the tunnel, and guide the construction of the subsequent steps to be smoothly carried out. The advanced support can ensure the stability of the rock stratum of the section to be excavated of the tunnel; and S8, waterproof layer construction, rock lining and quality detection are required, so that the overall structural strength of the tunnel is improved.
In some embodiments of the present invention, data acquisition is performed on geological conditions at the position where the upper left pilot pit 101 is excavated during S3, stress conditions of the rock wall of the upper left pilot pit 101 are monitored in real time, stress of the prefabricated primary support structure 200 is analyzed after the prefabricated primary support structure 200 is erected, the analyzed data are included in advanced geological forecast of the next section of tunnel to be constructed for information integration, and the analyzed data are imported into quality detection for key position detection.
When the prefabricated primary support structure 200 is erected, data acquisition and real-time monitoring are required to be performed on geological conditions of the left upper pilot pit 101, potential safety hazards are avoided, stress of the prefabricated primary support structure 200 is required to be analyzed after the prefabricated primary support structure 200 is erected, and analysis data are included in advanced geological forecast of a next section of tunnel to be constructed for information integration.
In the description of the present specification, reference to the terms "one embodiment," "some embodiments," "illustrative embodiments," "examples," "specific examples," or "some examples," etc., means that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, schematic representations of the above terms do not necessarily refer to the same embodiments or examples. Furthermore, the particular features, structures, materials, or characteristics described may be combined in any suitable manner in any one or more embodiments or examples.
While embodiments of the present invention have been shown and described, it will be understood by those of ordinary skill in the art that: many changes, modifications, substitutions and variations may be made to the embodiments without departing from the spirit and principles of the invention, the scope of which is defined by the claims and their equivalents.
Claims (6)
1. The tunnel construction method is characterized by comprising the following steps of:
s1, excavating an upper left pilot tunnel;
s2, trimming the rock surface contour of the upper left pilot pit and spraying a concrete layer to seal the rock surface;
s3, erecting a prefabricated primary support structure in the upper left pilot pit to provide temporary support;
s4, constructing a middle partition wall;
s5, excavating an upper right pilot tunnel;
s6, trimming the rock surface contour of the upper right pilot pit and spraying a concrete layer to seal the rock surface;
s7, dismantling the middle partition wall;
s8, excavating a tunneling middle step and a tunneling lower step in sequence downwards;
the prefabricated primary support structure comprises a temporary vertical support, a temporary inverted arch and a middle guide rod, wherein the middle guide rod is arranged at the lower right corner of the upper left guide pit along the tunneling direction of a tunnel, the lower end of the temporary vertical support is rotatably arranged on the middle guide rod, the temporary inverted arch is arranged on the bottom surface of the upper left guide pit, and the right side of the temporary inverted arch is connected with the middle guide rod;
the temporary vertical support is provided with a plurality of vertical support brackets, the bending radian of each vertical support bracket is adapted to the radian of the right side wall of the upper left pilot tunnel, the bottom of each vertical support bracket is provided with a U-shaped groove, and each vertical support bracket is rotatably arranged on the middle guide rod through the U-shaped groove;
the temporary inverted arch is provided with a plurality of inverted arch brackets, the bending radian of each inverted arch bracket is matched with the radian of the bottom surface of the left upper pilot pit, the right side of each inverted arch bracket is provided with a positioning hole, and each inverted arch bracket is rotatably installed on the middle guide rod through the corresponding positioning hole;
the prefabricated preliminary bracing structure still includes the supporting mechanism, the supporting mechanism is installed the interim erect prop with between the interim inverted arch, be used for adjusting the rotation angle of interim erect prop, the supporting mechanism includes first vaulting pole, second vaulting pole, adjusting sleeve, first guide block and second guide block, erect the support and be provided with first spout, first guide block can install with sliding adjustment in the first spout, inverted arch support is provided with the second spout, the second guide block can install with sliding adjustment in the second spout, the upper end of first vaulting pole articulates first guide block, the lower extreme of second vaulting pole articulates the second guide block, adjusting sleeve is used for threaded connection first vaulting pole with the second vaulting pole, first vaulting pole with screw thread between the adjusting sleeve revolve to with the second vaulting pole with screw thread between the adjusting sleeve is opposite.
2. The tunnel construction method according to claim 1, wherein the temporary inverted arch is further provided with a plurality of reinforcing ribs, the reinforcing ribs are arranged on the inverted arch support in a penetrating manner along a direction perpendicular to the inverted arch support and are connected with two adjacent inverted arch supports, and the reinforcing ribs are provided with foot locking positioning blocks connected with the bottom surface of the upper left pilot pit.
3. The tunnel construction method according to claim 2, wherein the foot locking positioning blocks are provided with grooves corresponding to the reinforcing ribs, and foot locking anchor rod holes are formed in two sides of the foot locking positioning blocks for installing foot locking anchor rods.
4. A tunnel construction method according to claim 3, wherein the outer side wall of the adjustment sleeve is of a polygonal prism structure.
5. The tunnel construction method according to claim 1, wherein the tunnel is divided into a plurality of sections for excavation and tunneling, each section is constructed according to the steps of S1 to S8, and the method further comprises advanced geological prediction and advanced support of the tunnel before S1, and further comprises waterproof layer construction, rock lining and quality detection after S8.
6. The tunnel construction method according to claim 5, wherein in the step S3, data acquisition is performed on geological conditions of the upper left pilot pit excavation site, stress conditions of the upper left pilot pit rock wall are monitored in real time, stress of the prefabricated primary support structure is analyzed after the prefabricated primary support structure is erected, the analyzed data are included in advanced geological forecast of a next section of tunnel to be constructed for information integration, and the analyzed data are led into quality detection for key position detection.
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