CN115387817A - Loess crack tunnel supporting structure and construction method thereof - Google Patents
Loess crack tunnel supporting structure and construction method thereof Download PDFInfo
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- CN115387817A CN115387817A CN202210395413.9A CN202210395413A CN115387817A CN 115387817 A CN115387817 A CN 115387817A CN 202210395413 A CN202210395413 A CN 202210395413A CN 115387817 A CN115387817 A CN 115387817A
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- 238000010276 construction Methods 0.000 title claims abstract description 73
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 43
- 239000004567 concrete Substances 0.000 claims abstract description 33
- 238000000034 method Methods 0.000 claims abstract description 33
- 238000012545 processing Methods 0.000 claims abstract description 31
- 230000008569 process Effects 0.000 claims abstract description 23
- 238000009412 basement excavation Methods 0.000 claims abstract description 13
- 239000004576 sand Substances 0.000 claims abstract description 13
- 239000000758 substrate Substances 0.000 claims abstract description 7
- 238000002360 preparation method Methods 0.000 claims abstract description 4
- 229910000831 Steel Inorganic materials 0.000 claims description 35
- 239000010959 steel Substances 0.000 claims description 35
- 238000004519 manufacturing process Methods 0.000 claims description 24
- 239000011381 foam concrete Substances 0.000 claims description 19
- 238000005507 spraying Methods 0.000 claims description 17
- 238000005192 partition Methods 0.000 claims description 14
- 238000003754 machining Methods 0.000 claims description 12
- 238000013461 design Methods 0.000 claims description 10
- 238000003466 welding Methods 0.000 claims description 9
- 238000004140 cleaning Methods 0.000 claims description 6
- 239000004575 stone Substances 0.000 claims description 6
- 239000000945 filler Substances 0.000 claims description 4
- 238000009434 installation Methods 0.000 claims description 4
- 239000000463 material Substances 0.000 claims description 4
- 239000002689 soil Substances 0.000 claims description 4
- 239000003795 chemical substances by application Substances 0.000 claims description 3
- 239000011248 coating agent Substances 0.000 claims description 3
- 238000000576 coating method Methods 0.000 claims description 3
- 238000005553 drilling Methods 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims description 3
- 238000007689 inspection Methods 0.000 claims description 3
- 238000011835 investigation Methods 0.000 claims description 3
- 230000000694 effects Effects 0.000 description 12
- 230000001681 protective effect Effects 0.000 description 8
- 238000006073 displacement reaction Methods 0.000 description 3
- 230000002787 reinforcement Effects 0.000 description 2
- 230000002159 abnormal effect Effects 0.000 description 1
- 230000002411 adverse Effects 0.000 description 1
- 230000004075 alteration Effects 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 230000007246 mechanism Effects 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000011378 shotcrete Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 239000002352 surface water Substances 0.000 description 1
- 239000002699 waste material Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
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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 supporting structure for a yellow land crack tunnel, which comprises a pipe shed, a primary supporting layer and a secondary lining layer, wherein a plurality of grid arches are arranged between the primary supporting layer and the secondary lining layer, and adjacent grid arches are connected through a connecting device; a raft plate is arranged at the bottom of the tunnel, and a gravel cushion layer and a sand layer are arranged between the raft plate and the bottom of the tunnel from top to bottom; the secondary lining layer is provided with a deformation joint, and a water stop belt assembly is installed in the deformation joint. The concrete construction steps are as follows: s1: carrying out construction preparation; s2: performing pipe shed construction; s3: adopting a three-step subsection method to carry out tunnel excavation construction and finish the construction process of an initial supporting layer and a grid arch center; s4: processing a substrate; s5: and (5) carrying out construction of a secondary lining layer, and installing a water stop belt assembly aiming at the deformation joint of the secondary lining layer. The invention ensures that the deformation and the internal force of the supporting structure are effectively controlled when the yellow land crack tunnel is constructed, and the safety and the reliability of the tunnel supporting structure are improved.
Description
Technical Field
The invention belongs to the technical field of tunnel construction, and particularly relates to a loess crack tunnel supporting structure and a construction method thereof.
Background
The existing ground fissure activities can generate adverse effects on a tunnel structure, and the disaster causing mechanism is that the upper plate of the ground fissure sinks, so that uneven settlement, tension fracture and dislocation displacement are caused, and further, buildings, underground caverns crack or collapse, and subgrade and pipeline dislocation and fracture are caused. In the loess area, surface water infiltrates and erodes along ground cracks to cause loess collapse, so that uneven settlement and deformation are generated, secondary damage is caused to buildings (structures), and meanwhile, the property of engineering field soil is influenced.
Currently, there is no perfect method for the activity of the ground fissure, and the control measures mainly include: (1) adopting a method of avoiding ground cracks; (2) performing foundation treatment, foundation reinforcement and structure reinforcement on buildings in the influence zone; (3) adopting a flexible joint to strengthen the anti-breaking design for the underground pipeline; (4) when the ground road engineering is replaced and filled by flexible materials or a simply supported bridge spans (5) and a subway spans a ground crack, sectional seam arrangement, expansion of the section of the hanging wall tunnel and waterproof measures are adopted; (6) the exploitation of groundwater, especially confined water, is limited or prohibited while surface drainage measures are taken. However, the active avoidance of ground cracks can cause serious waste of land resources, the measure of limiting the exploitation of the confined water is effective, but the difficulty of later execution is high, the underground water exploitation is often difficult to effectively manage, and the feasibility is low.
From the analysis of the essential causes of the activity of the ground fractures in the ground subsidence area construction, the following results can be obtained: without ground settlement, ground cracks can not move greatly; there is no uneven ground settlement at the location of the earth fracture, and there is no extraordinary activity of the earth fracture. To control the ground crack activity in the ground subsidence area, the ground subsidence must be controlled or no uneven ground subsidence is generated, the prohibition of the confined water exploitation and the complete control of the ground subsidence are the basic measures for controlling the ground crack activity, and the difficulty of controlling the confined water exploitation and the abnormal fluctuation of the confined water level is large, so that the manually controlled ground crack activity countermeasure becomes more effective. Therefore, a loess ground crack tunnel structure which is reliable in structure, reasonable in design, convenient to construct and good in actual effect needs to be designed.
Disclosure of Invention
Aiming at the defects of the prior art, the invention aims to provide the tunnel supporting structure which can effectively control the deformation and the internal force of the supporting structure when the loess ground fissure tunnel is constructed, avoid the tunnel structure damage caused by uneven settlement, tension fracture and dislocation displacement due to the sinking of the upper plate of the ground fissure in the tunnel and improve the safety and the reliability of the tunnel.
Another object of the present invention is to provide a concrete construction method of the loess ground fissure tunnel supporting structure.
In order to achieve the purpose, the invention is realized by the following technical scheme: a supporting structure for a yellow land crack tunnel comprises a pipe shed, a primary supporting layer and a secondary lining layer which are sequentially arranged on the inner wall of the tunnel from outside to inside, wherein a plurality of sections of grid arches are arranged between the primary supporting layer and the secondary lining layer, and the adjacent grid arches are connected through a connecting device capable of reducing structural deformation and internal stress of the supporting structure; a raft plate is arranged at the bottom of the tunnel, and a gravel cushion layer and a sand layer are arranged between the raft plate and the bottom of the tunnel from top to bottom; the secondary lining layer is provided with a deformation joint, and a water stop belt assembly is installed in the deformation joint.
In order to better implement the invention, the primary supporting layer is further composed of an outer concrete thin layer and an inner foam concrete layer.
In order to better implement the invention, the number of the grid arches is four, and the grid arches on the left side and the right side are axisymmetric with the center line of the tunnel.
In order to better realize the invention, the connecting device further comprises a protective sleeve in the middle, partition plates are respectively arranged at two ends of the protective sleeve, one end of each partition plate is arranged in the protective sleeve, the other end of each partition plate extends out of the protective sleeve to be embedded into the side wall of the grid arch frame, and a damper is further connected between the partition plates arranged in the protective sleeve.
In order to better realize the invention, the water stop belt assembly mainly comprises a back-attached water stop belt which is compacted by a steel plate and fixed on a primary supporting layer by bolts, and two middle-buried water stop belts which are arranged on a secondary lining layer, fillers are arranged between the back-attached water stop belt and the middle-buried water stop belt and between the middle-buried water stop belts, waterproof plates are arranged in the middle parts of the two middle-buried water stop belts, and a water stop belt damper is arranged between the waterproof plates.
The construction method of the yellow land crack tunnel supporting structure comprises the following steps:
s1: carrying out construction preparation, specifically comprising site investigation and leveling, selecting proper construction equipment, and preparing a processing field and a pipe shed working room which meet construction requirements;
s2: performing pipe shed construction;
s3: adopting a three-step division method to carry out tunnel excavation construction and finish the construction process of the primary support layer and the grid arch center;
s4: processing a substrate;
s5: and (5) constructing a secondary lining layer, and installing a water stop belt assembly according to a deformation joint of the secondary lining layer.
In order to better implement the method of the present invention, further, the concrete process of performing the pipe shed construction in step S2 is as follows:
s21: according to a construction drawing, a drilling machine is fixed and leveled by a leveling rod;
s22: the hole steel flower tube is slowly jacked and grouted until the grout is thick through manual work and combination of machines and tools;
s23: after grouting, jacking the non-porous steel pipe and checking grouting quality;
s24: and (5) repeating the steps S22-S23 until the designed cross section is fully distributed, and symmetrically approaching the middle from two sides to finish the pipe shed construction.
In order to better implement the method of the present invention, further, the specific process of the construction in the step S3 is:
s31: dividing the steel plate into an upper step part, a middle step part and a lower step part by adopting a three-step subsection construction method;
s32: the construction process of the upper step part comprises the following steps:
s321: annularly excavating the upper step part, reserving core soil, and advancing to 0.5m in each cycle;
s322: excavating an upper step part, and excavating the upper step part along the annular direction of a tunnel excavation contour line;
s323: immediately and primarily spraying thin-layer concrete 3 to 5cm on the excavated section to form a closed excavation surface;
s324: spraying foam concrete below the thin-layer concrete;
s325: designing a pattern in a processing field outside the hole according to a grid arch frame, wherein the design comprises the following steps of 1:1, performing field lofting according to a proportion, determining the blanking size of a main rod piece, manufacturing an arch frame processing workbench, manufacturing a processing mold according to a linear shape, processing the grid arch frame in units, and checking the size and welding quality of the grid arch frame;
s326: erecting a grid arch frame of the upper step part;
s327: splicing the grid arches on the left side and the right side of the upper step part through a connecting device, applying a foot locking anchor rod, and fixing the two adjacent grid arches into a whole through connecting steel bars arranged along the longitudinal direction of the tunnel;
s328: spraying foam concrete on the steel bar net below the grid arch;
s33: the construction process of the middle step part is as follows:
s331: after the upper step part is constructed to the designed distance, excavating middle step parts on two sides in a staggered mode, and controlling the excavating footage to be in the interval of two grating arches in each cycle;
s332: immediately and primarily spraying thin-layer concrete 3-5 cm on the excavated section after one cycle is finished to seal the excavated surface;
s333: spraying foam concrete below the thin-layer concrete;
s334: designing a pattern in a processing field outside the hole according to a grid arch frame, wherein the design comprises the following steps of 1:1, performing field lofting according to a proportion, determining the blanking size of a main rod piece, manufacturing a grid arch processing workbench, manufacturing a processing mold according to a linear shape, processing the grid arch in units, and checking the size and welding quality of the grid arch;
s335: erecting a grating arch frame of the middle step part;
s336: splicing the grid arch centering of the upper step part and the grid arch centering of the middle step part through a connecting device and constructing a foot locking anchor rod, wherein the two adjacent grid arch centering are fixed into a whole through connecting steel bars arranged along the longitudinal direction of the tunnel;
s337: spraying foam concrete on the steel bar net piece hung below the grid arch;
s34: the construction process of the lower step part comprises the following steps:
s341: positioning and paying off to determine the excavation position and making an obvious mark;
s342: downwards excavating a lower step part to a designed depth;
s343: constructing a raft cushion layer, binding steel bars and installing templates;
s344: pouring concrete and maintaining;
s345: and backfilling a sand layer above the raft plates to a preset thickness.
In order to better implement the method of the present invention, further, the specific process of the construction in the step S4 is:
s41: paving broken stones along the substrate to form an arc shape after the sand layer is backfilled, and manually tamping to form a broken stone cushion layer;
s42: primarily spraying 3 to 5cm of thin-layer concrete;
s43: designing a pattern in a processing field outside the tunnel according to a grid arch frame, wherein the design is as follows: 1, performing field lofting according to a proportion, determining the blanking size of a main rod piece, manufacturing a grating arch machining workbench, manufacturing a machining die according to a linear shape, machining the grating arch in units, and checking the size and welding quality of the grating arch;
s44: erecting a grid arch frame of the lower step part;
s45: splicing the grid arch centering of the middle step part with the grid arch centering of the lower step part through a connecting device, and fixing two adjacent grid arch centering into a whole through connecting steel bars arranged longitudinally along the tunnel;
s46: and (5) pouring concrete.
In order to better implement the method of the present invention, further, the specific process of the construction in the step S5 is:
s51: measuring and paying off, and accurately paying off the position of a deformation joint;
s52: manufacturing and installing a steel bar framework, and reserving proper gap width during manufacturing to ensure that the water stop belt can be compressed;
s53: installing a water stop belt assembly in the deformation joint;
s54: installing a template, and performing pre-inspection acceptance after the installation is finished;
s55: pouring concrete;
s56: and removing the moulds on the two sides of the deformation joint, cleaning the deformation joint, filling caulking materials at the bottom of the joint after cleaning, performing caulking construction and coating a compatible base layer treating agent.
Compared with the prior art, the invention has the following advantages and beneficial effects:
(1) The tunnel supporting structure provided by the invention has better adaptability to ground crack movement, and structurally adopts flexible supporting, such as foam concrete, steel grating arch frames and secondary lining deformation joints, so that the steel grating has good adaptability to structural deformation;
(2) According to the invention, the four sections of the grille arches are arranged, all the parts are connected through the corresponding connecting devices, and the dampers in the connecting devices can reduce the internal stress of the structure through the small-range deformation of the dampers and the grille arches when ground cracks occur, so that the integral safety and stability are realized;
(3) The damper is arranged in the water stop belt of the secondary lining deformation joint, so that the water stop belt can provide pressure, the water stop belt is further attached to the surface of the structure, and a certain deformation space can be provided for secondary lining when a ground crack moves;
(4) The raft arranged at the bottom of the tunnel influences the friction force of the sand layer between the raft and the bottom of the tunnel through the deflection of the raft caused by the ground crack activity, and further reduces the influence of the ground crack activity on the whole structure through the influence of the friction force of the sand layer on the structure;
(5) The targeted construction method provided by the invention can effectively control the deformation and internal force of the supporting structure when the loess ground fissure tunnel is constructed, avoid the tunnel structure damage caused by uneven settlement, tension fracture and dislocation displacement due to the sinking of the upper plate of the ground fissure in the tunnel, improve the safety and reliability of the tunnel supporting structure, and is suitable for wide popularization and application.
Drawings
Other features, objects and advantages of the invention will become more apparent upon reading of the detailed description of non-limiting embodiments with reference to the following drawings:
FIG. 1 is a schematic cross-sectional view of the front side of the present invention;
FIG. 2 is a schematic cross-sectional view of the connecting device of the present invention;
fig. 3 is a sectional structure diagram of a deformation joint mounting water stop belt assembly in the invention.
Wherein: the concrete-filled building block comprises, by weight, 1-a pipe shed, 2-an initial supporting layer, 21-a concrete thin layer, 22-a foam concrete layer, 3-a secondary lining layer, 4-a grid arch frame, 5-a connecting device, 51-a protective sleeve, 52-a partition plate, 53-a damper, 6-a gravel cushion layer, 7-a sand layer, 8-a raft, 9-a deformation joint, 10-a water stop component, 101-a back-attached water stop, 102-a middle-buried water stop, 103-a filler, 104-a waterproof plate and 105-a water stop damper.
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 "central," "longitudinal," "lateral," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," "outer," and the like are used in the orientations and positional relationships indicated in the drawings, which are based on the orientations and positional relationships indicated in the drawings, and are used for convenience in describing the present invention and for simplicity in description, but do not indicate or imply that the device or element so referred to must have a particular orientation, be constructed in a particular orientation, and be operated, and thus should not be construed as limiting the present invention.
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.
Example 1:
the embodiment provides a supporting structure for a yellow land crack tunnel, which comprises a pipe shed 1, an initial supporting layer 2 and a secondary lining layer 3, wherein the pipe shed 1, the initial supporting layer 2 and the secondary lining layer 3 are sequentially arranged on the inner wall of the tunnel from outside to inside, a plurality of grid arches 4 are arranged between the initial supporting layer 2 and the secondary lining layer 3, and adjacent grid arches 4 are connected through a connecting device 5 capable of reducing structural deformation and internal stress of the supporting structure; the tunnel bottom still is provided with raft 8, still be provided with rubble bed course 6 and sand bed 7 from top to bottom between raft 8 and the tunnel bottom, secondary lining layer 3 is provided with movement joint 9, install waterstop subassembly 10 in the movement joint 9.
The specific construction mode of the supporting structure comprises the following steps:
s1: carrying out construction preparation, specifically comprising site investigation and leveling, selecting proper construction equipment, preparing a processing site and a pipe shed working room which meet construction requirements;
s2: constructing the pipe shed 1;
s3: adopting a three-step subsection method to carry out tunnel excavation construction and finish the construction process of the initial supporting layer 2 and the grid arch frame 4;
s4: processing a substrate;
s5: and (5) constructing the secondary lining layer 3, and installing a water stop component 10 aiming at a deformation joint 9 of the secondary lining layer 3.
Example 2:
in this embodiment, the structure of the initial supporting layer 2 is further limited based on the above-mentioned embodiments, and as shown in fig. 1, the initial supporting layer 2 is composed of an outer concrete thin layer 21 and an inner foam concrete layer 22. The initial stage support layer 2 adopts the sprayed concrete 2 and the foamed concrete layer 3 to spray after the first time, and is laid along the section of the tunnel, and when ground cracks move, the foamed concrete layer 3 can reduce the deformation and the internal force of the structure, and the risk of damage is reduced. Other parts of this embodiment are the same as those of the above embodiment, and are not described again.
Example 3:
in the present embodiment, the number and the positional relationship of the grid arches 4 are further defined on the basis of the above-described embodiment, as shown in fig. 1, the number of the grid arches 4 is four, and the grid arches 4 on the left and right sides are axisymmetric with respect to the center line of the tunnel. Other parts of this embodiment are the same as those of the above embodiment, and are not described again.
Example 4:
this embodiment further defines the structure of the connection device 5 on the basis of the above embodiment, as shown in fig. 2, the connection device 5 includes a middle protection sleeve 51, two ends of the protection sleeve 51 are respectively provided with a partition plate 52, one end of the partition plate 52 is disposed in the protection sleeve 51, the other end of the partition plate 52 extends out of the protection sleeve 51 to be embedded into the side wall of the grid arch 4, and a damper 53 is further connected between the partition plates 52 disposed in the protection sleeve 51. Two ends of two partition plates 52 in the protective sleeve 51 extend out of the protective sleeve 51 and are embedded into the grid arches 4 at two ends to connect the adjacent grid arches 4, and when the structure is deformed due to the influence of ground crack activities, the deformation generated by the structure and the internal force of a supporting structure are counteracted or reduced through the internal damper 11 so as to reduce the influence on the structure. Other parts of this embodiment are the same as those of the above embodiment, and are not described again.
Example 5:
in this embodiment, based on the above embodiment, the structure of the secondary lining layer 3 is further defined, as shown in fig. 1 and fig. 3, other parts of this embodiment are the same as those of the above embodiment, and are not described again.
Example 6:
in this embodiment, the structure of the water stop assembly 10 is further limited, as shown in fig. 3, the water stop assembly 10 mainly includes a back-attached water stop 101 compacted by a steel plate and fixed on the initial support layer 2 by bolts, and two embedded water stops 102 disposed on the secondary lining layer 3, a filler 103 is disposed between the back-attached water stop 101 and the embedded water stop 102, a waterproof board 104 is disposed in the middle of each of the two embedded water stops 102, and a water stop damper 105 is disposed between the waterproof boards 104. The waterstop damper 105 provides pressure for the buried waterstop 102 to enable the buried waterstop to be in close contact with the secondary lining layer 3, and meanwhile, when the secondary lining layer 3 deforms due to local crack movement, certain deformation can occur, so that the unloading purpose is achieved, and the risk of damage is reduced. Other parts of this embodiment are the same as those of the above embodiment, and are not described again.
Example 7:
in this embodiment, specific contents of the construction method are further defined on the basis of the above embodiment, and the specific process of performing the construction of the pipe shed 1 in the step S2 is as follows:
s21: according to a construction drawing, a drilling machine is fixed and leveled by a leveling rod;
s22: the hole steel perforated pipe is slowly jacked and grouted until the grout is thicker through the combination of manpower and machines;
s23: after grouting, jacking the non-porous steel pipe and checking grouting quality;
s24: and repeating the steps S22-S23 until the designed section is fully distributed, and symmetrically approaching the middle from two sides to finish the pipe shed construction. Other parts of this embodiment are the same as those of the above embodiment, and are not described again.
Example 8:
on the basis of the above embodiment, the present embodiment further defines specific contents of the construction method, and the specific process of the construction in step S3 is as follows:
s31: dividing the steel plate into an upper step part, a middle step part and a lower step part by adopting a three-step subsection construction method;
s32: the construction process of the upper step part comprises the following steps:
s321: annularly excavating the upper step part, reserving core soil, and advancing to 0.5m in each cycle;
s322: excavating an upper step part, and excavating the upper step part along the annular direction of a tunnel excavation contour line;
s323: immediately and primarily spraying thin-layer concrete 3-5 cm on the excavated section to seal the excavated surface;
s324: spraying foam concrete below the thin-layer concrete;
s325: designing a pattern according to a grid arch frame 4 in a processing field outside a hole, wherein the design comprises the following steps of 1:1, performing field lofting according to a proportion, determining the blanking size of a main rod piece, manufacturing an arch frame processing workbench, manufacturing a processing mold according to a linear shape, processing a grid arch frame 4 in units, and checking the size and welding quality of the grid arch frame 4;
s326: a grille arch 4 for erecting an upper step part;
s327: splicing the grid arch frames 4 on the left side and the right side of the upper step part through a connecting device 5, constructing a foot locking anchor rod, and fixing the two adjacent grid arch frames 4 into a whole through connecting steel bars arranged longitudinally along the tunnel;
s328: foam concrete is sprayed on the steel bar net piece below the grille arch frame 4;
s33: the construction process of the middle step part is as follows:
s331: after the upper step part is constructed to the designed distance, excavating middle step parts on two sides in a staggered mode, and controlling the excavation footage to be 4-4 distance between two grating arches in each cycle;
s332: immediately and primarily spraying thin-layer concrete 3-5 cm on the excavated section after one cycle is finished to seal the excavated surface;
s333: spraying foam concrete below the thin-layer concrete;
s334: designing a pattern in a processing field outside a hole according to a grid arch frame, wherein the design is as follows: 1, performing field lofting according to a proportion, determining the blanking size of a main rod piece, manufacturing a grating arch machining workbench, manufacturing a machining die according to a linear shape, machining the grating arch in units, and checking the size and welding quality of the grating arch;
s335: erecting a grating arch frame 4 of the middle step part;
s336: splicing the grid arch centering 4 of the upper step part and the grid arch centering 4 of the middle step part through a connecting device 5 and constructing a locking anchor rod, wherein the two adjacent grid arch centering 4 are fixed into a whole through connecting steel bars arranged along the longitudinal direction of the tunnel;
s337: foam concrete is sprayed on the steel bar net piece below the grille arch frame 4;
s34: the construction process of the lower step part comprises the following steps:
s341: positioning and paying off to determine the excavation position and making an obvious mark;
s342: downwards excavating a lower step part to a designed depth;
s343: constructing a raft 8 cushion layer, binding steel bars and installing templates;
s344: pouring concrete and maintaining;
s345: and backfilling a sand layer 7 to a preset thickness above the raft 8.
Example 9:
on the basis of the above embodiment, the present embodiment further defines specific contents of the construction method, and the specific process of the construction in step S4 is as follows:
s41: after the sand layer 7 is backfilled, paving broken stones along the substrate to form an arc shape, and manually tamping to form a broken stone cushion layer 6;
s42: primarily spraying 3 to 5cm of thin-layer concrete;
s43: designing a pattern according to a grid arch frame 4 in a processing field outside the tunnel, wherein the design is as follows: 1, performing field lofting according to a proportion, determining the blanking size of a main rod piece, manufacturing a machining workbench of the grid arch 4, manufacturing a machining die according to a linear shape, machining the grid arch 4 in units, and checking the size and welding quality of the grid arch 4;
s44: a grid arch 4 for erecting the lower step part;
s45: splicing the grid arch centering 4 of the middle step part with the grid arch centering 4 of the lower step part through a connecting device 5, wherein the two adjacent grid arch centering 4 are fixed into a whole through connecting steel bars arranged along the longitudinal direction of the tunnel;
s46: and (5) pouring concrete. Other parts of this embodiment are the same as those of the above embodiment, and are not described again.
Example 10:
on the basis of the above embodiment, the present embodiment further defines specific contents of the construction method, and the specific process of the construction in step S5 is as follows:
s51: measuring and paying off, and accurately paying off the position of the deformation joint 9;
s52: manufacturing and installing a steel bar framework, and reserving proper gap width during manufacturing to ensure that the water stop belt can be compressed;
s53: installing a water stop belt assembly in the deformation joint;
s54: installing a template, and performing pre-inspection acceptance after the installation is finished;
s55: pouring concrete;
s56: and removing the moulds at the two sides of the deformation joint 9, cleaning the deformation joint 9, filling caulking materials at the bottom of the joint after cleaning, performing caulking construction and coating compatible base layer treating agents. Other parts of this embodiment are the same as those of the above embodiment, and are not described again.
It is understood that the working principle and working process of the tunnel supporting structure according to one embodiment of the present invention, such as the pipe housing 1, the dampers 53, etc., are well known to those skilled in the art and will not be described in detail herein.
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 these 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. The supporting structure for the yellow land crack tunnel is characterized by comprising a pipe shed (1), a primary supporting layer (2) and a secondary lining layer (3) which are sequentially arranged on the inner wall of the tunnel from outside to inside, wherein a plurality of grid arches (4) are arranged between the primary supporting layer (2) and the secondary lining layer (3), and the adjacent grid arches (4) are connected through a connecting device (5) capable of reducing structural deformation and internal stress of the supporting structure; a raft plate (8) is further arranged at the bottom of the tunnel, and a gravel cushion layer (6) and a sand layer (7) are further arranged between the raft plate (8) and the bottom of the tunnel from top to bottom; the secondary lining layer (3) is provided with a deformation joint (9), and a water stop belt assembly (10) is installed in the deformation joint (9).
2. A loess fracture tunnel supporting structure according to claim 1, wherein the primary supporting layer (2) is formed of an outer concrete thin layer (21) and an inner foam concrete layer (22).
3. A loess fracture tunnel supporting structure according to claim 1 or 2, wherein the number of the lattice arches (4) is four, and the lattice arches (4) of the left and right sides are axisymmetrical with the center line of the tunnel.
4. A loess fracture tunnel supporting structure according to claim 1 or 2, wherein the connecting device (5) comprises a middle protecting sleeve (51), two ends of the protecting sleeve (51) are respectively provided with a partition (52), one end of the partition (52) is arranged in the protecting sleeve (51), the other end of the partition extends out of the protecting sleeve (51) to be embedded into the side wall of the grid arch (4), and a damper (53) is connected between the partitions (52) arranged in the protecting sleeve (51).
5. The loess crack tunnel supporting structure according to claim 1 or 2, wherein the waterstop assembly (10) mainly comprises a back-attached waterstop (101) which is compacted by a steel plate and fixed on the primary support layer (2) by bolts, and two middle-embedded waterstops (102) which are arranged on the secondary lining layer (3), fillers (103) are respectively arranged between the back-attached waterstop (101) and the middle-embedded waterstops (102) and between the middle-embedded waterstops (102), a waterproof plate (104) is arranged in the middle of each of the two middle-embedded waterstops (102), and a waterstop damper (105) is arranged between each of the waterproof plates (104).
6. The construction method of the open-air land tunnel supporting structure according to any one of claims 1 to 5, characterized by comprising the following steps:
s1: carrying out construction preparation, specifically comprising site investigation and leveling, selecting proper construction equipment, preparing a processing site and a pipe shed working room which meet construction requirements;
s2: constructing the pipe shed (1);
s3: adopting a three-step subsection method to carry out tunnel excavation construction and finish the construction process of the primary support layer (2) and the grid arch center (4);
s4: processing a substrate;
s5: and (3) constructing the secondary lining layer, and installing a water stop belt assembly (10) aiming at a deformation joint (9) of the secondary lining layer (3).
7. The construction method of the loess fractured tunnel supporting structure according to claim 6, wherein the concrete process of constructing the pipe shed (1) in the step S2 comprises the following steps:
s21: according to a construction drawing, fixing a drilling machine and leveling by using a leveling rod;
s22: the hole steel flower tube is slowly jacked and grouted until the grout is thick through manual work and combination of machines and tools;
s23: after grouting, jacking the non-porous steel pipe and checking grouting quality;
s24: and repeating the steps S22-S23 until the designed section is fully distributed, and symmetrically approaching the middle from two sides to finish the pipe shed construction.
8. The construction method of the loess fractured tunnel supporting structure according to claim 6 or 7, wherein the construction in the step S3 is carried out by the following specific steps:
s31: dividing the steel plate into an upper step part, a middle step part and a lower step part by adopting a three-step subsection construction method;
s32: the construction process of the upper step part comprises the following steps:
s321: annularly excavating the upper step part, reserving core soil, and advancing to 0.5m in each cycle;
s322: excavating an upper step part, and excavating the upper step part along the annular direction of the tunnel excavation contour line;
s323: immediately and primarily spraying thin-layer concrete 3-5 cm on the excavated section to seal the excavated surface;
s324: spraying foam concrete below the thin-layer concrete;
s325: designing a pattern in a processing field outside the tunnel according to a grid arch (4), wherein the pattern is designed according to the following steps of 1:1, performing field lofting according to a proportion, determining the blanking size of a main rod piece, manufacturing an arch frame processing workbench, manufacturing a processing mold according to a linear shape, processing a grating arch frame (4) in units, and checking the size and welding quality of the grating arch frame;
s326: a grid arch (4) for erecting an upper step part;
s327: the grid arch frames (4) on the left side and the right side of the upper step part are spliced through a connecting device (5), a foot locking anchor rod is applied, and the two adjacent grid arch frames (4) are fixed into a whole through connecting steel bars arranged along the longitudinal direction of the tunnel;
s328: foam concrete is sprayed on the steel bar net piece hung below the grid arch frame (4);
s33: the construction process of the middle step part is as follows:
s331: after the upper step part is constructed to the designed distance, the middle step parts are excavated on two sides in a staggered mode, and the excavation footage is controlled to be the distance between two grating arches (4) in each cycle;
s332: immediately and primarily spraying thin-layer concrete 3 to 5cm on the excavated section to seal the excavated surface after one cycle is finished;
s333: spraying foam concrete below the thin-layer concrete;
s334: designing a pattern in a processing field outside a hole according to a grid arch frame, wherein the design is as follows: 1, performing field lofting according to a proportion, determining the blanking size of a main rod piece, manufacturing a grating arch machining workbench, manufacturing a machining die according to a linear shape, machining the grating arch in units, and checking the size and welding quality of the grating arch;
s335: a grille arch (4) for erecting the middle step part;
s336: splicing the grid arch centering (4) at the upper step part and the grid arch centering (4) at the middle step part through a connecting device (5) and applying a locking anchor rod, wherein the two adjacent grid arch centering (4) are fixed into a whole through connecting steel bars arranged longitudinally along the tunnel;
s337: foam concrete is sprayed on the steel bar net piece hung below the lattice arch frame (4);
s34: the construction process of the lower step part comprises the following steps:
s341: positioning and paying off to determine the excavation position and making an obvious mark;
s342: downwards excavating a lower step part to a designed depth;
s343: performing bedding layer construction, steel bar binding and template installation on the raft (8);
s344: pouring concrete and maintaining;
s345: and backfilling a sand layer (7) above the raft plates (8) to a preset thickness.
9. The construction method of the loess fractured tunnel supporting structure according to claim 8, wherein the construction in the step S4 comprises the following specific steps:
s41: after the sand layer (7) is backfilled, paving broken stones along the substrate to form an arc shape, and manually tamping to form a broken stone cushion layer (6);
s42: primarily spraying 3 to 5cm of thin-layer concrete;
s43: designing a pattern according to a grid arch (4) in a processing field outside the tunnel, wherein the design is as follows: 1, performing field lofting according to a proportion, determining the blanking size of a main rod piece, manufacturing a grating arch frame (4) processing workbench, manufacturing a processing mold according to a linear shape, processing the grating arch frame (4) in units, and checking the size and welding quality of the grating arch frame;
s44: a grid arch (4) for erecting the lower step part;
s45: splicing the grid arch centering (4) of the middle step part with the grid arch centering (4) of the lower step part through a connecting device (5), wherein the two adjacent grid arch centering (4) are fixed into a whole through connecting steel bars arranged along the longitudinal direction of the tunnel;
s46: and (5) pouring concrete.
10. The construction method of the loess fractured tunnel supporting structure according to claim 9, wherein the construction in the step S5 is carried out by the following specific steps:
s51: measuring and paying off, and accurately paying off the position of the deformation joint (9);
s52: manufacturing and installing a steel bar framework, and reserving proper gap width during manufacturing to ensure that the water stop belt can be compressed;
s53: installing a water stop belt assembly in the deformation joint;
s54: installing a template, and performing pre-inspection acceptance after the installation is finished;
s55: pouring concrete;
s56: and (3) removing the molds on the two sides of the deformation joint (9), cleaning the deformation joint (9), filling caulking materials at the bottom of the joint after cleaning, performing caulking construction and coating compatible base layer treating agents.
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| CN202210395413.9A CN115387817A (en) | 2022-04-15 | 2022-04-15 | Loess crack tunnel supporting structure and construction method thereof |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117307191A (en) * | 2023-11-28 | 2023-12-29 | 中煤科工开采研究院有限公司 | Rock burst roadway anchor-frame-charging coupling support system, method and monitoring system |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN117307191A (en) * | 2023-11-28 | 2023-12-29 | 中煤科工开采研究院有限公司 | Rock burst roadway anchor-frame-charging coupling support system, method and monitoring system |
| CN117307191B (en) * | 2023-11-28 | 2024-03-22 | 中煤科工开采研究院有限公司 | Rock burst roadway anchor-frame-charging coupling support system, method and monitoring system |
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