CN114278314A - Tunnel construction method - Google Patents
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- CN114278314A CN114278314A CN202210043759.2A CN202210043759A CN114278314A CN 114278314 A CN114278314 A CN 114278314A CN 202210043759 A CN202210043759 A CN 202210043759A CN 114278314 A CN114278314 A CN 114278314A
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- 238000010276 construction Methods 0.000 title claims abstract description 79
- 239000011435 rock Substances 0.000 claims abstract description 33
- 238000005192 partition Methods 0.000 claims abstract description 24
- 238000000034 method Methods 0.000 claims abstract description 15
- 230000005641 tunneling Effects 0.000 claims description 18
- 238000009412 basement excavation Methods 0.000 claims description 14
- 230000007246 mechanism Effects 0.000 claims description 14
- 230000003014 reinforcing effect Effects 0.000 claims description 14
- 238000005507 spraying Methods 0.000 claims description 11
- 238000005452 bending Methods 0.000 claims description 10
- 238000001514 detection method Methods 0.000 claims description 10
- 238000009966 trimming Methods 0.000 claims description 6
- 230000010354 integration Effects 0.000 claims description 5
- 238000010168 coupling process Methods 0.000 claims 1
- 238000005859 coupling reaction Methods 0.000 claims 1
- 238000007689 inspection Methods 0.000 claims 1
- 238000009434 installation Methods 0.000 abstract description 8
- 230000002787 reinforcement Effects 0.000 abstract description 3
- 238000005096 rolling process Methods 0.000 abstract description 3
- 230000000694 effects Effects 0.000 description 10
- 229910000831 Steel Inorganic materials 0.000 description 6
- 238000013461 design Methods 0.000 description 6
- 239000010959 steel Substances 0.000 description 6
- 238000005728 strengthening Methods 0.000 description 6
- 230000008901 benefit Effects 0.000 description 3
- 230000008859 change Effects 0.000 description 3
- 239000002023 wood Substances 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 238000005422 blasting Methods 0.000 description 2
- 239000000463 material Substances 0.000 description 2
- 238000012544 monitoring process Methods 0.000 description 2
- 230000004075 alteration Effects 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
- 210000001503 joint Anatomy 0.000 description 1
- 238000012423 maintenance Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 238000007789 sealing Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
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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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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 during the construction of each section of the tunnel. The uppermost step is divided into an upper left pilot pit and an upper right pilot pit, the upper left pilot pit is excavated, a prefabricated primary support structure is erected, then a middle partition wall is constructed, and the upper right pilot pit is excavated. And after the upper right 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 independent to form a ring in a sealed mode, the time for forming the ring in the sealed mode is short, and the construction efficiency is high. And the prefabricated primary support structure 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 the tunnel surrounding rock is reduced to the maximum extent. Simultaneously, the prefabricated primary support structure can be reused, construction safety is improved, and 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 with strict rock surrounding deformation control is constructed, the construction is usually performed by a middle partition wall method (CD method) or a cross middle partition wall method (CRD method).
The middle partition wall method is to divide the tunnel into a left part and a right part for excavation, firstly excavate the tunnel from top to bottom in layers by adopting a step method on one side of the tunnel, and then excavate the other side of the tunnel in layers after the primary support structure on the side is finished and the concrete is sprayed for forming.
The method of the middle partition wall in the intersection is to divide an excavation section into 4 parts by constructing the middle partition wall and a temporary inverted arch (the two are intersected), and then to excavate according to surrounding rock conditions.
The two tunnel construction methods have high quality requirements on the supporting structure, the whole construction period is long, and the construction efficiency is low.
The existing construction method of the middle partition wall generally comprises the steps of building a primary support structure for a manual vertical frame, then spraying concrete between the primary support and a rock stratum, limiting the tunnel construction by a space area, and having strict requirements on the quantity of constructors and mechanical equipment. The existing construction method of the middle partition wall takes a long time in each cycle operation. For a tunnel project with a tight construction period, the compression cycle time is long by means of increasing construction operators, mechanical equipment and the like, and great potential safety hazards are generated.
Disclosure of Invention
The present invention is directed to solving at least one of the problems of the prior art. Therefore, the invention provides the tunnel construction method, which improves the construction efficiency of tunnel construction and reduces the construction cost of tunnel construction.
The tunnel construction method provided by the embodiment of the invention comprises the following steps:
s1, excavating and tunneling a left upper pilot tunnel;
s2, trimming the rock face profile of the upper left pilot tunnel and spraying a concrete layer to seal the rock face;
s3, erecting a prefabricated primary support structure in the upper left pilot tunnel to provide temporary support;
s4, constructing a middle partition wall;
s5, excavating and tunneling an upper right pilot tunnel;
s6, trimming the rock face profile of the upper right pilot tunnel and spraying a concrete layer to seal the rock face;
s7, dismantling the middle partition wall;
and S8, excavating and tunneling the middle step and the 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 to carry out continuous rolling construction during the construction of each section of the tunnel. 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 rock surface profile of the upper left pilot pit is trimmed, and a concrete layer is sprayed to seal the rock surface. And furthermore, erecting a prefabricated primary support structure in the upper left pilot tunnel to provide temporary support, constructing a middle partition wall, and excavating the upper right pilot tunnel. And after the upper right 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 independent to form a ring in a sealed mode, the time for forming the ring in the sealed mode is short, and the construction efficiency is high. And the prefabricated primary support structure 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 the tunnel surrounding rock is reduced to the maximum extent. Simultaneously, the prefabricated primary support structure can be reused, construction safety is improved, and 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, the middle guide rod is installed at the right lower corner of the upper left guide pit along the tunneling direction of the 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 guide pit, 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 laid firstly, and then the temporary vertical support is installed. And the interim stull can rotate to the horizontal plane and use as the invert of upper right pilot tunnel after the well next door is demolishd, adopts pivoted mounting structure, has eliminated the stress that probably produces when installing promptly, can act as the invert of upper right pilot tunnel again, design benefit, rational in infrastructure.
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 matched with the radian of the right side wall of the upper left guide pit, the bottom of each vertical support bracket is provided with a U-shaped groove, and each vertical support bracket is rotatably installed 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 interim erects to prop comprises a plurality of erects to prop the support, and each erects to prop the support and by channel-section steel bending forming, and the structure modularization that will interim erects to prop in this embodiment has not only reduced engineering cost, is convenient for change moreover and maintains, and the lower extreme that erects to prop the support is provided with U type groove, erects to prop the support and rotates through U type groove and install on well guide arm, not only can reduce the structural stress when strutting interim erectly to prop, simple to operate moreover.
According to some embodiments of the invention, the temporary inverted arch is provided with a plurality of inverted arch brackets, the curvature of the inverted arch brackets is matched with the curvature of the bottom surface of the upper left guide pit, the right sides of the inverted arch brackets are provided with positioning holes, and the inverted arch brackets are rotatably mounted 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 is composed of a plurality of inverted arch supports, each inverted arch support is formed by bending channel steel and is arranged at the bottom of the upper left guide pit to form a reverse arch structure. With the structure modularization of interim invert in this embodiment, not only reduced engineering cost, be convenient for change moreover and maintain.
According to some embodiments of the invention, the prefabricated primary support structure further comprises a top support mechanism, the top support mechanism is installed between the temporary vertical support and the temporary inverted arch for adjusting the rotation angle of the temporary vertical support, the top support 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 bracket is provided with a first sliding groove, the first guide block is slidably and adjustably installed in the first sliding groove, the inverted arch bracket is provided with a second sliding groove, the second guide block is slidably and adjustably installed in the second sliding groove, 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 screwing the first support rod and the second support rod, and the screw thread rotation direction between the first support rod and the adjusting sleeve is opposite to the screw thread rotation direction between the second support rod and the adjusting sleeve And the reverse.
According to the embodiment of the invention, at least the following technical effects are achieved:
the temporary vertical braces are spliced on the temporary inverted arches firstly, the temporary vertical braces are jacked to the pre-installation position through the jacking mechanism, and the relative distance between the first supporting rod and the second supporting rod is further adjusted through the adjusting sleeve, so that the state of the temporary vertical braces in the upper left guide pit in tight butt joint is achieved. This structural design is reasonable, 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 penetrate through the inverted arch support along a direction perpendicular to the inverted arch support and connect two adjacent inverted arch supports, and the reinforcing ribs are provided with locking pin positioning blocks connected with the bottom surface of the upper left guide 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 of interim erector, the strengthening rib passes through the lock foot locating piece to be fixed in upper left guide pit bottom surface, can ensure the stability of interim inverted arch.
According to some embodiments of the invention, the locking pin positioning block is provided with a groove corresponding to the reinforcing rib, and two sides of the locking pin positioning block are provided with locking pin anchor rod holes for installing locking pin anchor rods.
According to the embodiment of the invention, at least the following technical effects are achieved:
the lock foot locating piece is installed on the strengthening rib, through lock foot anchor rod hole installation lock foot anchor rod to can firmly fix the strengthening rib in the bottom surface of upper left guide way.
According to some embodiments of the invention, the outer side wall 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 polygon 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 surface 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 advance geological forecast of the tunnel before S1 can acquire the information of engineering geology, hydrogeology and the like of the tunnel, namely the excavation section, and guide the smooth construction of the subsequent steps. The stability of the rock stratum of the section to be excavated of the tunnel can be ensured by carrying out advanced support; and after S8, waterproof layer construction, rock surface lining and quality detection are required, so that the overall structural strength of the tunnel is improved.
According to some embodiments of the invention, when S3 is performed, data acquisition needs to be performed on geological conditions of the excavation site of the upper left pilot tunnel, the stress condition of the rock wall of the upper left pilot tunnel needs to be monitored in real time, the stress of the prefabricated primary support structure needs 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 needs 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 erecting prefabricated primary support structure, need carry out data acquisition to upper left pilot tunnel excavation geological conditions, real time monitoring avoids appearing the potential safety hazard, still need carry out the analysis to prefabricated primary support structure's atress after prefabricated primary support structure erects the completion to bring the analytic data back into and carry out information integration in the advance geological forecast of next section tunnel of waiting to be under construction, can accelerate construction progress and guarantee construction safety.
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 above and/or additional aspects and advantages of the present invention will become apparent and readily appreciated from the following description of the embodiments, taken in conjunction with the accompanying drawings of 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 a partial enlarged view at a of fig. 3;
FIG. 5 is a schematic view of one construction of the jacking mechanism of the present invention;
FIG. 6 is a schematic structural view of a lock pin positioning block of 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 bracket, 212-U-shaped groove, 220-temporary inverted arch, 221-inverted arch bracket, 222-positioning hole, 223-reinforcing rib, 230-top support mechanism, 231-first support rod, 232-second support rod, 233-adjusting sleeve, 234-first guide block, 235-second guide block, 240-middle guide rod, 250-locking pin positioning block, 251-groove and 252-locking pin anchor rod hole.
Detailed Description
Reference will now be made in detail to embodiments of the present invention, examples of which are illustrated in the accompanying drawings, wherein like or similar reference numerals refer to the same or similar elements or elements having the same or similar function throughout. The embodiments described below with reference to the accompanying drawings are illustrative only for the purpose of explaining the present invention, and are not to be construed as limiting the present invention.
In the description of the present invention, it is to 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", and the like, indicate orientations and positional relationships based on the orientations and positional relationships shown in the drawings, and are used merely for convenience in describing the present invention and for simplicity in description, and do not indicate or imply that the device or element so referred to must have a particular orientation, be constructed and operated in a particular orientation, and therefore, should not be construed as limiting the present invention. Furthermore, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of the present invention, "a plurality" means two or more unless otherwise specified.
In the description of the present invention, it should be noted that, unless otherwise explicitly specified or limited, the terms "mounted," "connected," and "connected" are to be construed broadly, e.g., as meaning either a fixed connection, a removable connection, or an integral connection; 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 in specific cases to those skilled in the art.
Referring to fig. 1 to 6, the present invention provides a tunnel construction method, including the following steps:
s1, excavating and tunneling the upper left pilot tunnel 101;
s2, trimming the rock surface profile of the upper left pilot tunnel 101 and spraying a concrete layer to seal the rock surface;
s3, erecting a prefabricated primary support structure 200 in the upper left pilot tunnel 101 to provide temporary support;
s4, constructing a middle partition wall;
s5, excavating and tunneling an upper right pilot tunnel 102;
s6, trimming the rock surface profile of the upper right pilot tunnel 102 and spraying a concrete layer to seal the rock surface;
s7, dismantling the middle partition wall;
and S8, excavating the middle tunneling step 110 and the lower tunneling step 120 downwards in sequence.
Referring to fig. 1 and 2, the construction method adopts a construction method of combining a three-step method with a construction method of constructing a middle partition wall in a CD method, so that each construction step can form a ring stress, 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 dispersed blasting during construction, so that disturbance to surrounding rocks is reduced, and the construction efficiency is improved by fully utilizing the time. The construction method mainly comprises the following construction steps: firstly, excavating and tunneling an upper step, dividing the upper step into an upper left pilot pit 101 and an upper right pilot pit 102 when the upper step is constructed, and firstly excavating and tunneling the upper left pilot pit 101. And after the construction of the upper left pilot tunnel 101 is completed, further finishing the profile of the rock face and stably spraying a concrete layer on the closed rock face. After the construction in the previous step is completed, a prefabricated primary support structure 200 is erected on the upper left pilot tunnel 101, and then a middle partition wall is constructed, wherein in the construction method, a grouting method or a concrete spraying method is generally adopted for constructing the middle partition wall. And then the upper right pilot hole 102 is excavated. After the upper right pilot tunnel 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 to carry out continuous rolling construction and sequential construction from top to bottom during construction of each section of the tunnel, each step is relatively independent to be sealed into 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 the tunnel surrounding rock is reduced to the maximum extent. Simultaneously, the primary support structure 200 is prefabricated and 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 primary support structure 200 includes a temporary vertical support 210, a temporary inverted arch 220 and a middle guide rod 240, the middle guide rod 240 is installed at a lower right corner of the upper left pilot tunnel 101 in the tunneling direction of the tunnel, a lower end of the temporary vertical support 210 is rotatably installed on the middle guide rod 240, the temporary inverted arch 220 is installed on a bottom surface of the upper left pilot tunnel 101, and a right side of the temporary inverted arch 220 is connected to the middle guide rod 240.
Specifically, the prefabricated primary support structure 200 comprises a temporary vertical support 210, a temporary inverted arch 220 and a middle guide rod 240, and when a constructor erects the upper left pilot tunnel 101 to prefabricate the primary support structure 200, the temporary inverted arch 220 is firstly installed on the bottom surface of the upper left pilot tunnel 101, then the middle guide rod 240 is installed, and then the temporary vertical support 210 is installed. After the middle partition wall is detached, the temporary vertical support 210 can rotate to the horizontal plane and is laid at the bottom of the upper right pilot tunnel to serve as an inverted arch of the upper right pilot tunnel 102, a rotating installation structure is adopted, stress possibly generated during installation is eliminated, the inverted arch of the upper right pilot tunnel 102 can be used, and the novel inverted arch support is ingenious in design and reasonable in structure.
In some embodiments of the present invention, the temporary vertical support 210 is provided with a plurality of vertical support brackets 211, the curvature of the vertical support brackets 211 is adapted to the curvature 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.
In some embodiments of the present invention, a plurality of anchor rod 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 guide pit 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 bar 240 through the positioning holes 222.
The temporary inverted arch 220 is composed of a plurality of inverted arch supports 221, and each inverted arch support 221 is formed by bending a channel steel and is installed at the bottom of the upper left guide pit 101 to form an inverted arch structure. The structure modularization of the temporary inverted arch 220 in the embodiment not only reduces the construction cost, but also is convenient to replace and maintain.
In some embodiments of the present invention, the prefabricated primary support structure 200 further comprises a top bracing mechanism 230, the top bracing mechanism 230 being installed between the temporary vertical brace 210 and the temporary inverted arch 220, for adjusting the rotation angle of the temporary vertical brace 210, the top brace mechanism 230 includes a first brace 231, a second brace 232, an adjusting sleeve 233, a first guide block 234 and a second guide block 235, the vertical brace bracket 211 is provided with a first sliding slot, the first guide block 234 is slidably and adjustably installed in the first sliding slot, the inverted arch support 221 is provided with a second slide groove, in which a second guide block 235 is slidably and adjustably installed, the upper end of the first stay 231 is hinged with a first guide block 234, the lower end of the second stay 232 is hinged with a second guide block 235, the adjusting sleeve 233 is used for being in threaded connection with the first stay 231 and the second stay 232, and the thread direction between the first stay 231 and the adjusting sleeve 233 is opposite to the thread direction between the second stay 232 and the adjusting sleeve 233.
The temporary vertical braces 210 are firstly arranged on the temporary inverted arches 220 to be spliced, then the temporary vertical braces 210 are jacked to the pre-installation position through the jacking mechanism 230, and further the relative distance between the first supporting rod 231 and the second supporting rod 232 is adjusted through the adjusting sleeve 233, so that the temporary vertical braces 210 are tightly abutted to the upper left guide pit 101. This structural design is reasonable, 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 penetrate through the inverted arch support 221 in a direction perpendicular to the inverted arch support 221 and connect two adjacent inverted arch supports 221, and the reinforcing ribs 223 are provided with locking pin positioning blocks 250 connected with the bottom surface of the upper left guide pit 101.
Through wear to establish strengthening rib 223 on invert support 221, can improve the holistic structural strength of invert support 221, and then improve interim erector 210 atress condition, strengthening rib 223 passes through lock foot locating piece 250 to be fixed in upper left guide pit 101 bottom surface, can ensure interim invert 220's stability.
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 locking pin anchors.
Referring to fig. 3 to 5, in particular, the prefabricated primary support structure 200 includes a temporary vertical support 210, a temporary inverted arch 220, a top support mechanism 230, and a middle guide rod 240. 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, and the bending radian of each vertical support bracket 211 corresponds to the radian of the side wall of the upper left guide pit 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 each inverted arch bracket 221 corresponds to the radian of the bottom surface of the upper left guide pit 101; when erecting the upper left pit 101 to perform the preliminary bracing structure 200, the constructor first lays the inverted arch bracket 221 uniformly on the bottom surface of the upper left pit 101, and then inserts the middle guide rod 240 into the positioning hole 222 on the right side of the inverted arch bracket 221. Furthermore, the vertical support bracket 211 is pre-installed above the temporary inverted arch 220 in an inclined manner corresponding to each inverted arch bracket 221, and when the temporary vertical support 210 is pre-installed, the lower end of the vertical support bracket 211 needs to be rotatably installed on the middle guide rod 240 through the U-shaped groove 212 arranged at the lower end of the vertical support bracket 211. While the temporary wale 210 is pre-installed, the constructor needs to install the shoring mechanism 230 between the temporary wale 210 and the temporary inverted arch 220 for rotating the temporary wale 210 to the sidewall of the upper left guide pit 101 around the axial direction of the middle guide bar 240. The temporary vertical braces 210 are pre-installed, a reinforcing steel bar net rack and a wood template need to be installed when the middle partition wall is constructed by using a grouting method, and constructors install the reinforcing steel bar net rack on one side of the temporary vertical braces 210 and the wood template on the other side of the temporary vertical braces 210. The rebar grid can abut the side wall of the upper left pilot tunnel 101 as the temporary vertical braces 210 rotate. Then grouting and filling the space between the wood template and the right side wall of the upper left pilot tunnel 101 to be dense by grouting equipment; when the middle partition wall is manufactured by a concrete spraying method, an anchor rod needs to be installed along the length direction of the vertical support bracket 211, and then the anchor rod is fixed by concrete spraying equipment.
Referring to fig. 6, the locking leg positioning block 250 is attached to the reinforcing rib 223, and the locking leg anchor is attached through the locking leg anchor hole 252, so that the reinforcing rib 223 can be firmly fixed to the bottom surface of the upper left guide 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 adopting the polygonal column design increases the resistance of the outer side wall of the adjusting sleeve 233, and is convenient for constructors to rotate the adjusting sleeve 233.
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 surface lining and quality detection are further included after S8.
Referring to fig. 2, the advance geological forecast of the tunnel before S1 can acquire information such as engineering geology, hydrogeology and the like of the tunnel, i.e., the excavation section, and guide the smooth construction in the subsequent steps. The stability of the rock stratum of the section to be excavated of the tunnel can be ensured by carrying out advanced support; and after S8, waterproof layer construction, rock surface lining and quality detection are required, so that the overall structural strength of the tunnel is improved.
In some embodiments of the present invention, in S3, data acquisition is performed on geological conditions of the excavation site of the upper left pilot tunnel 101, the stress condition of the rock wall of the upper left pilot tunnel 101 is monitored in real time, the stress of the prefabricated primary support structure 200 is analyzed after the prefabricated primary support structure 200 is erected, the analyzed data is incorporated into advanced geological forecast of the next section of tunnel to be constructed for information integration, and the analyzed data is imported into quality detection for key position detection.
When the prefabricated primary support structure 200 is erected, data acquisition and real-time monitoring are needed to be carried out on the excavation geological conditions of the upper left pilot tunnel 101, potential safety hazards are avoided, the prefabricated primary support structure 200 is also needed to be analyzed in stress after the prefabricated primary support structure 200 is erected, and analysis data are collected and incorporated into the advanced geological forecast of the next section of tunnel to be constructed for information integration.
In the description herein, references to the description of the term "one embodiment," "some embodiments," "an illustrative embodiment," "an example," "a specific example," or "some examples" or the like mean 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, the schematic representations of the terms used above do not necessarily refer to the same embodiment or example. 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 invention have been shown and described, it will be understood by those of ordinary skill in the art that: various changes, modifications, substitutions and alterations can be made to the embodiments without departing from the principles and spirit of the invention, the scope of which is defined by the claims and their equivalents.
Claims (10)
1. A tunnel construction method is characterized by comprising the following steps:
s1, excavating and tunneling a left upper pilot tunnel;
s2, trimming the rock face profile of the upper left pilot tunnel and spraying a concrete layer to seal the rock face;
s3, erecting a prefabricated primary support structure in the upper left pilot tunnel to provide temporary support;
s4, constructing a middle partition wall;
s5, excavating and tunneling an upper right pilot tunnel;
s6, trimming the rock face profile of the upper right pilot tunnel and spraying a concrete layer to seal the rock face;
s7, dismantling the middle partition wall;
and S8, excavating and tunneling the middle step and the lower step downwards in sequence.
2. The tunnel construction method according to claim 1, wherein the prefabricated primary support structure comprises a temporary vertical support, a temporary inverted arch and a middle guide rod, the middle guide rod is installed at the right lower corner of the upper left pilot tunnel in the tunneling direction of the 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.
3. The tunnel construction method according to claim 2, wherein the temporary vertical support is provided with a plurality of vertical support brackets, the bending radian of each vertical support bracket is matched with the radian of the right side wall of the upper left guide pit, the bottom of each vertical support bracket is provided with a U-shaped groove, and each vertical support bracket is rotatably installed on the middle guide rod through the U-shaped groove.
4. The tunnel construction method according to claim 3, wherein the temporary inverted arch is provided with a plurality of inverted arch supports, the curvature of the inverted arch supports is adapted to the curvature of the bottom surface of the upper left pilot tunnel, the right sides of the inverted arch supports are provided with positioning holes, and the inverted arch supports are rotatably mounted on the middle guide rods through the positioning holes.
5. The tunnel construction method according to claim 4, wherein the prefabricated preliminary bracing structure further comprises a shoring mechanism installed between the temporary wale and the temporary inverted arch for adjusting a rotation angle of the temporary wale, the shoring mechanism comprises a first bracing bar, a second bracing bar, an adjusting sleeve, a first guide block and a second guide block, the shoring bracket is provided with a first slide groove in which the first guide block is slidably and adjustably installed, the inverted arch bracket is provided with a second slide groove in which the second guide block is slidably and adjustably installed, an upper end of the first bracing bar is hinged to the first guide block, a lower end of the second bracing bar is hinged to the second guide block, the adjusting sleeve is used for screw-coupling the first bracing bar and the second bracing bar, the thread turning direction between the first support rod and the adjusting sleeve is opposite to the thread turning direction between the second support rod and the adjusting sleeve.
6. The tunnel construction method according to claim 5, wherein the temporary inverted arch is further provided with a plurality of reinforcing ribs, the reinforcing ribs penetrate through the inverted arch support in a direction perpendicular to the inverted arch support and connect two adjacent inverted arch supports, and the reinforcing ribs are provided with locking pin positioning blocks for connecting the bottom surfaces of the upper left guide pits.
7. The tunnel construction method according to claim 6, wherein the locking leg positioning block is provided with a groove corresponding to the reinforcing rib, and locking leg anchor rod holes are formed in both sides of the locking leg positioning block for installing locking leg anchor rods.
8. The method of claim 7, wherein the outer sidewall of the adjustment sleeve is a polygonal prism structure.
9. The tunnel construction method of 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, the tunnel advance geological forecast and advance support are further included before S1, and the waterproof layer construction, rock lining and quality inspection are further included after S8.
10. The tunnel construction method according to claim 9, wherein in S3, data acquisition is performed on geological conditions of the excavation site of the upper left pilot tunnel, the stress condition of the rock wall of the upper left pilot tunnel is monitored in real time, the stress of the prefabricated primary support structure is analyzed after the prefabricated primary support structure is erected, the analyzed data is incorporated into advanced geological forecast of the next section of tunnel to be constructed for information integration, and the analyzed data is imported into quality detection for key position detection.
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