CN115218736B - Explosion low-energy overflow type road construction method - Google Patents
Explosion low-energy overflow type road construction method Download PDFInfo
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- CN115218736B CN115218736B CN202210939769.4A CN202210939769A CN115218736B CN 115218736 B CN115218736 B CN 115218736B CN 202210939769 A CN202210939769 A CN 202210939769A CN 115218736 B CN115218736 B CN 115218736B
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- 238000010276 construction Methods 0.000 title claims abstract description 32
- 238000004880 explosion Methods 0.000 title description 2
- 239000011435 rock Substances 0.000 claims abstract description 167
- 239000004575 stone Substances 0.000 claims abstract description 47
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 44
- 238000000034 method Methods 0.000 claims abstract description 43
- 238000005422 blasting Methods 0.000 claims abstract description 35
- 239000002689 soil Substances 0.000 claims description 204
- 230000005641 tunneling Effects 0.000 claims description 51
- 239000004567 concrete Substances 0.000 claims description 34
- 229910000831 Steel Inorganic materials 0.000 claims description 30
- 239000010959 steel Substances 0.000 claims description 30
- 230000002787 reinforcement Effects 0.000 claims description 21
- 238000009412 basement excavation Methods 0.000 claims description 18
- 238000002955 isolation Methods 0.000 claims description 10
- 230000002093 peripheral effect Effects 0.000 claims description 7
- 238000007789 sealing Methods 0.000 claims description 5
- 238000007790 scraping Methods 0.000 claims description 4
- 239000004568 cement Substances 0.000 claims description 3
- 230000005574 cross-species transmission Effects 0.000 claims description 3
- 239000000428 dust Substances 0.000 claims description 3
- 210000001503 joint Anatomy 0.000 claims description 3
- 239000002002 slurry Substances 0.000 claims description 3
- 238000004140 cleaning Methods 0.000 claims description 2
- 238000012423 maintenance Methods 0.000 claims 2
- 230000035939 shock Effects 0.000 abstract description 10
- 238000009413 insulation Methods 0.000 abstract description 9
- 238000005266 casting Methods 0.000 description 4
- 238000005452 bending Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005520 cutting process Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
Classifications
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- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D1/00—Blasting methods or apparatus, e.g. loading or tamping
-
- 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- 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
- E21D11/102—Removable shuttering; Bearing or supporting devices therefor
-
- 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
- E21D11/105—Transport or application of concrete specially adapted for the lining of tunnels or galleries ; Backfilling the space between main building element and the surrounding rock, e.g. with concrete
-
- 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
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- 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
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
- E21D11/183—Supporting means for arch members, not provided for in E21D11/22
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/14—Layout of tunnels or galleries; Constructional features of tunnels or galleries, not otherwise provided for, e.g. portals, day-light attenuation at tunnel openings
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D3/00—Particular applications of blasting techniques
- F42D3/04—Particular applications of blasting techniques for rock blasting
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F42—AMMUNITION; BLASTING
- F42D—BLASTING
- F42D5/00—Safety arrangements
- F42D5/04—Rendering explosive charges harmless, e.g. destroying ammunition; Rendering detonation of explosive charges harmless
- F42D5/045—Detonation-wave absorbing or damping means
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Environmental & Geological Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a construction method of a blasting low-energy overflow road, which comprises the steps of constructing an open road section and a tunnel section, wherein the tunnel section comprises a rock geological tunnel section, and the process of constructing the rock geological tunnel section is as follows: setting up the shock insulation groove that extends along the contour line of the part that needs to dig out of rock geology tunnel section, blasting in the region that the shock insulation groove encloses, thereby clear up the stone that the blasting produced and form rock geology tunnel section blank, building in rock geology tunnel section blank rock geology tunnel section portion reinforced concrete standing wall with rock geology tunnel section portion reinforced concrete supporting layer. The invention aims to provide a blasting low-energy overflow road construction method capable of reducing damage to surrounding rocks during construction of a rock geological tunnel section, and solves the problem of large damage to the surrounding rocks during blasting of the rock geological tunnel section.
Description
Technical Field
The invention belongs to the technical field of road construction, and particularly relates to a blasting low-energy overflow type road construction method.
Background
The construction process of mountain road conditions comprises the construction of an open road section (including bridges) and the construction of a tunnel section. The tunnel section has three conditions of rock geological tunnel section, block stone geological tunnel section and soil geological tunnel section according to the geological difference of the area where the tunnel is located. In the existing tunnel construction process, when a rock geological tunnel section is constructed for blasting, the damage to surrounding rocks of the tunnel is large, so that a high-strength support layer is required to be constructed subsequently; when building a block stone geological tunnel section, the block stone which invades the section of the tunnel is removed by blasting and crushing the block stone, but the connection between the block stone and blocks in surrounding stratum is weak, the stability is poor, and tunnel collapse accidents are extremely easy to occur during crushing; when the soil geological tunnel section is built, the roundness of the built round upper section blank is poor, the blank needs to be trimmed again in the process of paying for the building payment layer by the steel arch, and at the moment, whether the operation is inconvenient or not and the construction quality is influenced is caused by the interference effect of the steel arch.
Disclosure of Invention
The invention aims to provide a blasting low-energy overflow road construction method capable of reducing damage to surrounding rocks during construction of a rock geological tunnel section, and solves the problem of large damage to the surrounding rocks during blasting of the rock geological tunnel section.
The second purpose of the invention is to provide a blasting low-energy overflow road construction method which is not easy to cause slump when the invading block stones are eliminated, and the problem that the block stones are easy to cause slump when the block stones are eliminated in the construction process of the block stone geological tunnel section is solved.
The third purpose of the invention is to provide a blasting low-energy overflow road construction method with good roundness of the constructed upper section, which solves the problem of low roundness of the constructed upper section when the soil geological tunnel section is constructed.
The technical problems are solved by the following technical scheme: the utility model provides a blasting low energy overflow road construction method, includes construction open road section and construction tunnel section, the tunnel section includes rock geology tunnel section, the rock geology tunnel section includes semicircular rock geology tunnel section upper segment and rectangular rock geology tunnel section hypomere, the width of rock geology tunnel section hypomere equals the diameter of the circle that rock geology tunnel section upper segment is located, the both sides of rock geology tunnel section hypomere are equipped with rock geology tunnel section reinforced concrete upright wall, rock geology tunnel section upper segment is equipped with rock geology tunnel section steel bow member as the rock geology tunnel section reinforced concrete supporting layer of skeleton, the both ends of rock geology tunnel section steel bow member are supported on the rock geology tunnel section reinforced concrete upright wall, the process of building rock geology tunnel section is: setting up the shock insulation groove that extends along the contour line of the part that needs to dig out of rock geology tunnel section, blasting in the region that the shock insulation groove encloses, thereby clear up the stone that the blasting produced and form rock geology tunnel section blank, building in rock geology tunnel section blank rock geology tunnel section portion reinforced concrete standing wall with rock geology tunnel section portion reinforced concrete supporting layer. According to the technical scheme, after the shock insulation groove is formed, blasting is carried out, and the shock insulation groove is located on the rough outline surface of the rock geological tunnel section, so that surrounding rock can be prevented from being damaged by blasting impact, and the part needing to be excavated can be fully blasted.
Preferably, the tunnel section comprises a block stone geological tunnel section, and the method for removing the invaded block stones when the partial block to be dug of the block stone geological tunnel section is invaded by the block stones comprises the following steps: the method comprises the steps of excavating parts except for the invaded block stones in the parts, which need to be excavated, of the block stone geological tunnel section, injecting cement slurry to bond the invaded block stones together with the surrounding block stones, blasting and crushing the invaded block stones, and removing the parts, which invade the tunnel section, of the invaded block stones. According to the technical scheme, the invasive block stone and the block stone which is not invaded are bonded together by grouting to form a whole day, so that the connection reliability is improved, and after the invasive block stone is blasted, the rest part cannot collapse. The second object is achieved.
Preferably, when blasting is performed in the area surrounded by the vibration isolation groove, firstly blasting the rock in the upper section of the rock geological tunnel section and the rock at the upper end of the upper section of the rock geological tunnel section, removing the rock to form an upper section blank of the rock geological tunnel section, removing the upper end of the rock of the upper section of the rock geological tunnel section by more than 30 cm, installing a reinforcement cage of the rock geological tunnel section in the part, where the vibration isolation groove is located in the upper section of the rock geological tunnel section, supporting the steel arch of the rock geological tunnel section on the reinforcement cage of the rock geological tunnel section, manufacturing a support layer template of the rock geological tunnel section, casting a support concrete of the rock geological tunnel section in the support template of the rock geological tunnel section, casting the support concrete of the rock geological tunnel section together with the steel arch of the rock geological tunnel section to form a reinforcement concrete support layer of the rock geological tunnel section, blasting the rest part of the upper section of the rock geological tunnel section and removing the support layer template of the rock geological tunnel section, casting a wall template of the rock geological tunnel section together with the support layer template of the rock geological tunnel section, and casting the support layer template of the rock geological tunnel section together with the support layer template of the rock geological tunnel section in the support layer of the rock geological tunnel section. The technique is put, and the hypomere is not excavated preceding structure supporting layer, supports steel bow member according to the framework of steel reinforcement earlier in the isolation groove of hypomere, convenience when can improving building supporting layer, and the framework of steel reinforcement that stands up sets up horizontal through-hole moreover, damages the framework of steel reinforcement when can avoiding blasting hypomere.
Preferably, the tunnel section comprises a soil geological tunnel section, the soil geological tunnel section comprises a semicircular soil geological tunnel section upper section and a rectangular soil geological tunnel section lower section, the width of the soil geological tunnel section lower section is equal to the diameter of a circle where the soil geological tunnel section upper section is located, reinforced concrete vertical walls of the soil geological tunnel section are arranged on two sides of the soil geological tunnel section lower section, a reinforced concrete supporting layer of the soil geological tunnel section is arranged on the soil geological tunnel section upper section, a steel arch of the soil geological tunnel section is used as a framework, and two ends of the steel arch of the soil geological tunnel section are supported on the reinforced concrete vertical walls of the soil geological tunnel section; the method for excavating the part needing to be excavated in the upper section of the soil geological tunnel section comprises the following steps: firstly, a central part of a part needing to be excavated in the upper section of the soil geological tunnel section is excavated to form a middle hole, a soil layer with the thickness of 20 cm to 40 cm is reserved between the middle hole and the contour surface of the part needing to be excavated in the upper section of the soil geological tunnel section, and the soil layer is excavated through a concentricity maintaining excavation mechanism to form an upper section blank of the soil geological tunnel section, so that the peripheral surfaces of the upper section blank of the soil geological tunnel section are positioned on the same peripheral surface. According to the technical scheme, the soil layer is excavated in the same circle of the upper section, and the roundness of the blank of the upper section of the formed soil geological tunnel section and the concentricity between the parts are good. The upper section is a semicircle structure, and the acting force of the payment side on the vertical wall is vertical downward, so that the force for bending the vertical wall cannot be generated, and the vertical wall is not easy to crack.
Preferably, after the blank of the upper section of the soil geological tunnel section is built, a lower section groove is formed between the vertical face of the outline surface of the part needing to be dug of the lower section of the soil geological tunnel section and the part needing to be dug of the lower section of the soil geological tunnel section, a reinforcement cage of the soil geological tunnel section is installed in the lower section groove, vertical wall concrete of the soil geological tunnel section is injected into the lower section groove, the vertical wall concrete of the soil geological tunnel section and the reinforcement cage of the soil geological tunnel section are poured together to form the reinforced concrete vertical wall of the soil geological tunnel section, a support layer template of the soil geological tunnel section is built on the reinforced concrete vertical wall of the soil geological tunnel section, support concrete of the soil geological tunnel section is poured in the support layer template of the soil geological tunnel section, the support concrete of the soil geological tunnel section and the reinforcement tunnel section are formed together, and the bottom surface of the soil geological tunnel section needs to be dug. Firstly, a payment layer and a vertical wall are built, then the lower section is excavated, the construction of the supporting layer is convenient, and the vertical wall can play a role of a retaining wall during the excavation of the lower section.
Preferably, the lower end of the reinforced concrete vertical wall of the soil geological tunnel section is positioned below the bottom surface of the profile surface of the part to be excavated of the lower section of the soil geological tunnel section. The connection reliability of the vertical wall can be improved.
Preferably, the concentricity maintaining excavating mechanism comprises two tunneling heads, a base provided with travelling wheels, a first shaft head rotatably connected to the base, a first driving motor for driving the first shaft head to rotate, a first swing arm with one end connected to the first shaft head, a second shaft head rotatably connected to the base, a second driving motor for driving the second shaft head to rotate, and a second swing arm with one end connected to the second shaft head, wherein the first shaft head and the second shaft head are coaxial, and the two tunneling heads are connected to the other end of the first swing arm and the other end of the second swing arm in a one-to-one correspondence manner; the process of excavating the soil layer is as follows: digging a tunneling head accommodating groove extending along the extending direction of the soil geological tunnel section at two ends of the soil layer along the circumferential direction of the upper section of the soil geological tunnel section, enabling a concentricity maintaining digging mechanism to be positioned in a middle hole, enabling a first shaft head to be coaxial with the upper section of the soil geological tunnel section, enabling a tunneling head on a first swing arm to be positioned in one tunneling head accommodating groove, enabling a tunneling head on a second swing arm to be positioned in the other tunneling head accommodating groove, and starting the tunneling head; performing a soil layer excavation process, wherein the soil layer excavation process comprises the following steps: the first driving motor drives the first swing arm to swing upwards, the first swing arm drives the tunneling head on the first swing arm to always abut against the soil layer above the tunneling head accommodating groove, the second driving motor drives the second swing arm to swing upwards, the tunneling head on the second swing arm always abuts against the soil layer on the tunneling head accommodating groove, and a soil layer excavating section is formed after the tunneling head excavates the part of the soil layer between the two tunneling heads; the excavating head resetting and shifting process is carried out, and the concrete process of the excavating head resetting and shifting process is as follows: the first driving motor and the second motor are rotated reversely, so that the two tunneling heads return to be aligned with the two tunneling head accommodating grooves in a one-to-one correspondence manner, and the concentricity maintaining excavating mechanism moves to be staggered with the soil layer excavating section along the extending direction of the tunneling head accommodating grooves; repeating the soil layer excavating process and the excavating head resetting and shifting process until the front part of the soil layer is excavated. The concentricity is reliably maintained when the soil layer is dug.
Preferably, the first swing arm and the second swing arm are arms capable of being described. The method can be suitable for constructing tunnels with different diameters.
Preferably, the tunneling head comprises a shell with an opening at the upper end, a scraper driving motor arranged in the shell and a plurality of scraper blades with one ends connected to a rotating shaft of the driving motor, wherein the lower end of the shell is provided with a soil outlet, and the soil outlet is connected with a soil output hose; when the soil scraping device is used, the soil output hose is in butt joint with the hopper of the muck truck, and the soil output hose inputs the soil with the scraping blade excavated from the soil layer into the muck truck. The excavated soil can be conveniently conveyed to the muck carrier vehicle. The secondary transfer of earthwork is not needed.
Preferably, an elastic sealing skirt is arranged at the upper end of the shell, and when in use, the sealing skirt is abutted with the soil layer, so that dust generated during excavation is limited in the inner space of the shell. The environmental protection property during construction can be improved.
Preferably, adjacent soil layer cutting sections are communicated into a whole. The construction efficiency is high.
The beneficial effects of the invention are as follows: the strength damage to surrounding rock is small when the rock geological tunnel section is built; the collapse is not easy to cause when the invasive block stones are removed during the construction of the geological tunnel section for removing the block stones; when the earth geological tunnel section is repaired, the roundness of the constructed upper section is good; the upper section is of a semicircular structure, and the acting force of the payment side supported on the vertical wall is vertical downward, so that the force for bending the vertical wall is not generated, and the vertical wall is not easy to crack; the lap joint template is convenient when building the support layer, and the installation of the steel arch is convenient.
Drawings
FIG. 1 is a schematic illustration of a rock geologic tunnel segment with a built shock isolation trench;
FIG. 2 is a schematic illustration of an upper section of a rock geological tunnel section with the upper section removed;
FIG. 3 is a schematic view of a rock geologic tunnel segment with a vertical wall being constructed;
FIG. 4 is a schematic illustration of a rock geologic tunnel segment as it is being constructed;
FIG. 5 is a schematic illustration of a block stone geological tunnel section being constructed;
FIG. 6 is a schematic illustration of a soil geological tunnel section with a central hole excavated;
FIG. 7 is a schematic illustration of a soil layer being excavated by a concentricity-maintaining excavation mechanism for a soil geological tunnel section;
FIG. 8 is a schematic top view of a concentricity-maintaining excavation mechanism;
FIG. 9 is an enlarged partial schematic view at A of FIG. 7;
FIG. 10 is a schematic illustration of a soil geological tunnel section with a lower section trench constructed;
FIG. 11 is a schematic illustration of a vertical wall in a soil geological tunnel section as constructed;
FIG. 12 is a schematic illustration of a support layer in a soil geological tunnel section as it is also constructed;
FIG. 13 is a schematic illustration of a portion of a soil geological tunnel section that is to be excavated;
fig. 14 is a schematic view of a soil geological tunnel section as it is being built.
In the figure: the reinforced concrete vertical wall 1 of the rock geological tunnel section, the reinforced concrete supporting layer 2 of the rock geological tunnel section, the contour line 3 of the part of the rock geological tunnel section needing to be dug, the shock insulation groove 4, the blank 5 of the upper section of the rock geological tunnel section, the upper end face 6 of the rock which is not removed in the lower section of the rock geological tunnel section, the interface 7 of the upper section and the lower section, the reinforced concrete skeleton 8 of the rock geological tunnel section, the concrete pavement 9 of the rock geological tunnel section, the invaded block stone 10, the reinforced concrete vertical wall 11 of the soil geological tunnel section, the reinforced concrete supporting layer 12 of the soil geological tunnel section, the middle hole 13, the soil layer 14, the peripheral face 15 of the blank of the upper section of the soil geological tunnel section the vertical face 16 of the profile surface of the part needing to be dug in the lower section of the soil geological tunnel section, the groove 17 of the lower section, the part needing to be dug in the lower section of the soil geological tunnel section, the concrete pavement 19 of the soil geological tunnel section, the lower end 20 of the reinforced concrete vertical wall of the soil geological tunnel section, the bottom surface 37 of the profile surface of the part needing to be dug in the lower section of the soil geological tunnel section, the tunneling head 21, the walking wheel 22, the base 23, the first shaft head 24, the first driving motor 25, the first swing arm 26, the second shaft head 27, the second driving motor 28, the second swing arm 29, the tunneling head accommodating groove 30, the concentricity maintaining excavation 36 and the blank 38 of the upper section of the soil geological tunnel section.
Detailed Description
Referring to fig. 1 and 14, a blast low energy spillover road construction method includes constructing a road segment and constructing a tunnel segment.
The tunnel section comprises a rock geological tunnel section. The rock geological tunnel section comprises a semicircular upper section of the rock geological tunnel section and a rectangular lower section of the rock geological tunnel section, the width of the lower section of the rock geological tunnel section is equal to the diameter of the circle where the upper section of the rock geological tunnel section is positioned, the two sides of the lower section of the rock geological tunnel section are provided with reinforced concrete vertical walls 1 of the rock geological tunnel section, the rock geological tunnel section upper segment is provided with a rock geological tunnel section steel arch as a reinforced concrete supporting layer 2 of the rock geological tunnel section, two ends of the rock geological tunnel section steel arch are supported on a reinforced concrete vertical wall of the rock geological tunnel section, and the process of building the rock geological tunnel section is as follows: setting a shock insulation groove 4 extending along a contour line 3 of a part needing to be dug out of the rock geological tunnel section, blasting in an area surrounded by the shock insulation groove, cleaning stones generated by blasting out to form a rock geological tunnel section blank, and building a reinforced concrete vertical wall of the rock geological tunnel section part and a reinforced concrete supporting layer of the rock geological tunnel section part in the rock geological tunnel section blank. Specifically: when blasting is carried out in the area surrounded by the vibration isolation groove, firstly blasting the rock in the upper section of the rock geological tunnel section and the rock at the upper end of the upper section of the rock geological tunnel section, removing the rock to form an upper section blank 5 of the upper section of the rock geological tunnel section, removing the rock upper end of the lower section of the rock geological tunnel section by more than 30 cm, namely, the distance from the upper end face 6 of the rock which is not removed in the lower section of the rock geological tunnel section to the interface 7 of the upper section of the lower section is more than 30 cm, installing a reinforced skeleton 8 of the rock geological tunnel section in the part of the vibration isolation groove located in the upper section of the rock geological tunnel section, supporting the steel skeleton of the rock geological tunnel section on the reinforced skeleton of the rock geological tunnel section by a frame structure with transverse holes, constructing a supporting concrete template of the rock geological tunnel section, pouring a supporting concrete of the rock geological tunnel section in the supporting template of the rock geological tunnel section, pouring the rock geological tunnel section with the supporting template of the rock geological tunnel section, and pouring the supporting concrete of the rock geological tunnel section together with the supporting template of the rock geological tunnel section, and pouring the rock geological tunnel section in the supporting tunnel section, and the supporting template of the supporting tunnel section of the rock geological tunnel section, and the supporting tunnel section.
The tunnel section comprises a block stone geological tunnel section, and the method for removing the invaded block stones 10 when the block stones invade the partial blocks to be dug out of the block stone geological tunnel section is as follows: the method comprises the steps of excavating parts except for the invaded block stones in the parts, which need to be excavated, of the block stone geological tunnel section, injecting cement slurry to bond the invaded block stones together with the surrounding block stones, blasting and crushing the invaded block stones, and removing the parts, which invade the tunnel section, of the invaded block stones.
The tunnel section comprises a soil geological tunnel section, the soil geological tunnel section comprises a semicircular upper soil geological tunnel section and a rectangular lower soil geological tunnel section, the width of the lower soil geological tunnel section is equal to the diameter of a circle where the upper soil geological tunnel section is located, reinforced concrete vertical walls 11 of the soil geological tunnel section are arranged on two sides of the lower soil geological tunnel section, reinforced concrete supporting layers 12 of the soil geological tunnel section are arranged on the upper soil geological tunnel section, steel arches of the soil geological tunnel section are used as frameworks, and two ends of the steel arches of the soil geological tunnel section are supported on the reinforced concrete vertical walls of the soil geological tunnel section; the method for excavating the part needing to be excavated in the upper section of the soil geological tunnel section comprises the following steps: the central part of the part needing to be excavated in the upper section of the soil geological tunnel section is firstly excavated to form a middle hole 13, a soil layer 14 with the thickness of 20 cm to 40 cm is reserved between the middle hole and the contour surface of the part needing to be excavated in the upper section of the soil geological tunnel section, and the soil layer is excavated by the concentricity-keeping excavating mechanism to form a blank 38 of the upper section of the soil geological tunnel section, so that the peripheral surface 15 of the blank of the upper section of the soil geological tunnel section is positioned on the same peripheral surface.
After the blank of the upper section of the soil geological tunnel section is built, a lower section groove 17 is formed between the vertical face 16 of the profile surface of the part needing to be dug of the lower section of the soil geological tunnel section and the part needing to be dug of the lower section of the soil geological tunnel section, a reinforcement cage of the soil geological tunnel section is installed in the lower section groove, vertical wall concrete of the soil geological tunnel section is injected into the lower section groove, vertical wall concrete of the soil geological tunnel section and reinforcement cage of the soil geological tunnel section are poured to form a reinforced concrete vertical wall of the soil geological tunnel section together, a steel arch of the soil geological tunnel section is supported on the reinforced concrete vertical wall of the soil geological tunnel section, a support concrete of the soil geological tunnel section is built, a support concrete of the soil geological tunnel section is poured in the support concrete of the support concrete tunnel section, the reinforced concrete geological tunnel section support layer is formed together with the steel frame of the soil geological tunnel section, and a reinforcement tunnel section arch 19 is formed except for pouring the bottom surface of the soil geological tunnel section. The lower end 20 of the reinforced concrete vertical wall of the soil geological tunnel section is positioned below the bottom surface 37 of the contour surface of the portion of the lower section of the soil geological tunnel section that needs to be excavated.
The concentricity maintaining excavating mechanism comprises two excavating heads 21, a base 23 provided with travelling wheels 22, a first shaft head 24 rotatably connected to the base, a first driving motor 25 for driving the first shaft head to rotate, a first swing arm 26 with one end connected to the first shaft head, a second shaft head 27 rotatably connected to the base, a second driving motor 28 for driving the second shaft head to rotate and a second swing arm 29 with one end connected to the second shaft head, wherein the first shaft head and the second shaft head are coaxial, and the two excavating heads are connected to the other end of the first swing arm and the other end of the second swing arm in a one-to-one correspondence manner; the soil layer is excavated by the following steps: digging a tunneling head accommodating groove 30 extending along the extending direction of the soil geological tunnel section at two ends of the soil layer along the circumferential direction of the upper section of the soil geological tunnel section, enabling a concentricity maintaining digging mechanism 31 to be positioned in a middle hole, enabling a first shaft head to be coaxial with the upper section of the soil geological tunnel section, enabling a tunneling head on a first swing arm to be positioned in one tunneling head accommodating groove, enabling a tunneling head on a second swing arm to be positioned in the other tunneling head accommodating groove, and starting the tunneling head; performing a soil layer excavation process, wherein the soil layer excavation process comprises the following steps: the first driving motor drives the first swing arm to swing upwards, the first swing arm drives the tunneling head on the first swing arm to always abut against the soil layer above the tunneling head accommodating groove, the second driving motor drives the second swing arm to swing upwards, the tunneling head on the second swing arm always abuts against the soil layer on the tunneling head accommodating groove, and a soil layer excavating section is formed after the tunneling head excavates the part of the soil layer between the two tunneling heads; the excavating head resetting and shifting process is carried out, and the concrete process of the excavating head resetting and shifting process is as follows: the first driving motor and the second motor are rotated reversely, so that the two tunneling heads return to be aligned with the two tunneling head accommodating grooves in a one-to-one correspondence manner, and the concentricity maintaining excavating mechanism moves to be staggered with the soil layer excavating section along the extending direction of the tunneling head accommodating grooves; repeating the soil layer excavating process and the excavating head resetting and shifting process until the front part of the soil layer is excavated. The first swing arm and the second swing arm are both arms capable of being described. The tunneling head comprises a shell 32 with an opening at the upper end, a scraper driving motor 33 arranged in the shell and a plurality of scraper blades 34 with one ends connected to the rotating shaft of the driving motor, wherein the lower end of the shell is provided with a soil outlet 35, and the soil outlet is connected with a soil output hose; when the scraper blade is used, the soil output hose is in butt joint with the hopper of the muck truck, and the soil output hose inputs the soil dug by the scraper blade from the soil layer into the muck truck. An elastic sealing skirt 36 is arranged at the upper end of the outer shell, and in use, the sealing skirt is abutted with the soil layer so that dust generated during excavation is limited in the inner space of the outer shell. The adjacent soil layer excavation sections are communicated into a whole, namely, each soil layer excavation section is directly connected together when the concentricity keeps the excavation mechanism to excavate, and secondary excavation is not needed.
Claims (7)
1. The utility model provides a blasting low energy overflow road construction method, includes the construction open road section and builds the tunnel section, its characterized in that, the tunnel section includes rock geology tunnel section, rock geology tunnel section includes semicircular rock geology tunnel section upper segment and rectangular rock geology tunnel section hypomere, the width of rock geology tunnel section hypomere equals the diameter of the circle that rock geology tunnel section upper segment was located, the both sides of rock geology tunnel section hypomere are equipped with rock geology tunnel section reinforced concrete standing wall, rock geology tunnel section upper segment is equipped with rock geology tunnel section steel arch frame as the rock geology tunnel section reinforced concrete jacket of skeleton, the both ends of rock geology tunnel section steel arch frame are supported on the rock geology tunnel section reinforced concrete standing wall, the process of building rock geology tunnel section does: setting a vibration isolation groove extending along the contour line of a part needing to be dug out of a rock geological tunnel section, blasting in the area surrounded by the vibration isolation groove, cleaning stones generated by blasting out to form a rock geological tunnel section blank, building reinforced concrete vertical walls of the rock geological tunnel section and reinforced concrete supporting layers of the rock geological tunnel section in the rock geological tunnel section blank, blasting the rocks in the upper section of the rock geological tunnel section and the rocks at the upper end of the lower section of the rock geological tunnel section firstly when blasting in the area surrounded by the vibration isolation groove, removing the rocks to form the rock geological tunnel section blank, removing the rock at the upper end of the lower section of the rock geological tunnel section by more than 30 cm, installing a reinforced concrete skeleton of the rock geological tunnel section in the part of the vibration isolation groove in the lower section of the rock geological tunnel section, the steel reinforcement framework of the rock geological tunnel section is a framework structure with transverse holes, the steel reinforcement framework of the rock geological tunnel section is supported on the steel reinforcement framework of the rock geological tunnel section, a support layer template of the rock geological tunnel section is constructed, rock geological tunnel section support concrete is poured in the support layer template of the rock geological tunnel section, the support concrete of the rock geological tunnel section and the steel reinforcement framework of the rock geological tunnel section are poured together to form the reinforced concrete support layer of the rock geological tunnel section, the rest part of the lower section of the rock geological tunnel section is blasted and removed, a wall erecting template of the rock geological tunnel section is constructed, wall erecting concrete of the rock geological tunnel section is poured in the wall erecting template of the rock geological tunnel section, the wall erecting concrete of the rock geological tunnel section and the steel reinforcement framework of the rock geological tunnel section are poured together to form the wall erecting of the rock geological tunnel section, pouring the bottom surface of a rock geological tunnel section to form a rock geological tunnel section concrete pavement, wherein the tunnel section comprises a soil geological tunnel section, the soil geological tunnel section comprises a semicircular soil geological tunnel section upper section and a rectangular soil geological tunnel section lower section, the width of the soil geological tunnel section lower section is equal to the diameter of a circle where the soil geological tunnel section upper section is located, two sides of the soil geological tunnel section lower section are provided with soil geological tunnel section reinforced concrete standing walls, the soil geological tunnel section upper section is provided with a soil geological tunnel section reinforced concrete supporting layer of which the skeleton is a soil geological tunnel section steel arch, and two ends of the soil geological tunnel section steel arch are supported on the soil geological tunnel section reinforced concrete standing walls; the method for excavating the part needing to be excavated in the upper section of the soil geological tunnel section comprises the following steps: firstly, a central part of a part needing to be excavated in the upper section of the soil geological tunnel section is excavated to form a middle hole, a soil layer with the thickness of 20 cm to 40 cm is reserved between the middle hole and the profile surface of the part needing to be excavated in the upper section of the soil geological tunnel section, the soil layer is excavated through a concentricity maintenance excavating mechanism to form an upper section blank of the soil geological tunnel section, so that the peripheral surface of the upper section blank of the soil geological tunnel section is positioned on the same peripheral surface, the concentricity maintenance excavating mechanism comprises two excavating heads, a base provided with travelling wheels, a first shaft head connected to the base in a rotating way, a first driving motor for driving the first shaft head to rotate, a first swing arm with one end connected to the first shaft head, a second shaft head connected to the base in a rotating way, a second driving motor with one end connected to the second shaft head, the first shaft head is coaxial with the second shaft head, and the two excavating heads are connected to the other end of the first swing arm and the other end of the second swing arm in a one-to-one correspondence way; the process of excavating the soil layer is as follows: digging a tunneling head accommodating groove extending along the extending direction of the soil geological tunnel section at two ends of the soil layer along the circumferential direction of the upper section of the soil geological tunnel section, enabling a concentricity maintaining digging mechanism to be positioned in a middle hole, enabling a first shaft head to be coaxial with the upper section of the soil geological tunnel section, enabling a tunneling head on a first swing arm to be positioned in one tunneling head accommodating groove, enabling a tunneling head on a second swing arm to be positioned in the other tunneling head accommodating groove, and starting the tunneling head; performing a soil layer excavation process, wherein the soil layer excavation process comprises the following steps: the first driving motor drives the first swing arm to swing upwards, the first swing arm drives the tunneling head on the first swing arm to always abut against the soil layer above the tunneling head accommodating groove, the second driving motor drives the second swing arm to swing upwards, the tunneling head on the second swing arm always abuts against the soil layer on the tunneling head accommodating groove, and a soil layer excavating section is formed after the tunneling head excavates the part of the soil layer between the two tunneling heads; the excavating head resetting and shifting process is carried out, and the concrete process of the excavating head resetting and shifting process is as follows: the first driving motor and the second motor are rotated reversely, so that the two tunneling heads return to be aligned with the two tunneling head accommodating grooves in a one-to-one correspondence manner, and the concentricity maintaining excavating mechanism moves to be staggered with the soil layer excavating section along the extending direction of the tunneling head accommodating grooves; repeating the soil layer excavating process and the excavating head resetting and shifting process until the front part of the soil layer is excavated.
2. The method of claim 1, wherein the tunnel section comprises a block geological tunnel section, and the method for removing the block stone is as follows: the method comprises the steps of excavating parts except for the invaded block stones in the parts, which need to be excavated, of the block stone geological tunnel section, injecting cement slurry to bond the invaded block stones together with the surrounding block stones, blasting and crushing the invaded block stones, and removing the parts, which invade the tunnel section, of the invaded block stones.
3. The blasting low energy overflow road construction method according to claim 1 or 2, characterized in that after the upper section blank of the soil geological tunnel section is built, a lower section groove is formed between the vertical face of the contour surface of the part to be excavated of the lower section of the soil geological tunnel section and the part to be excavated of the lower section of the soil geological tunnel section, the reinforcement cage of the soil geological tunnel section is installed in the lower section groove, the vertical wall concrete of the soil geological tunnel section is poured into the lower section groove, the vertical wall concrete of the soil geological tunnel section and the reinforcement cage of the soil geological tunnel section are poured together to form the reinforced concrete vertical wall of the soil geological tunnel section, the steel arch of the soil geological tunnel section is supported on the reinforced concrete vertical wall of the soil geological tunnel section, the support concrete of the soil geological tunnel section is built in the support concrete of the soil geological tunnel section, the support concrete of the soil geological tunnel section is poured together with the reinforcement cage of the soil geological tunnel section to form the reinforcement cage of the soil geological tunnel section, and the support concrete of the soil geological tunnel section is cast in the support concrete of the support concrete tunnel section.
4. A blast-low energy overflow road construction method as claimed in claim 3, wherein the lower end of the reinforced concrete vertical wall of the soil-geological tunnel section is located below the bottom surface of the contour surface of the portion to be excavated of the lower section of the soil-geological tunnel section.
5. The blast-low energy spillover road construction method of claim 1 or 2, wherein the first swing arm and the second swing arm are telescopic arms.
6. The blasting low-energy overflow road construction method according to claim 1 or 2, characterized in that the heading head comprises a shell with an opening at the upper end, a scraper driving motor arranged in the shell and a plurality of scraper blades with one end connected to a rotating shaft of the driving motor, wherein the lower end of the shell is provided with a soil outlet, and the soil outlet is connected with a soil output hose; when the soil scraping device is used, the soil output hose is in butt joint with the hopper of the muck truck, and the soil output hose inputs the soil with the scraping blade excavated from the soil layer into the muck truck.
7. The blast low energy spillover road construction method of claim 6, wherein the upper end of the housing is provided with an elastic sealing skirt which abuts the soil layer in use so that dust generated during excavation is confined within the interior space of the housing.
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103277118A (en) * | 2013-06-04 | 2013-09-04 | 中铁第一勘察设计院集团有限公司 | Joint steel frame supporting system for excavating auxiliary tunnel on main-tunnel arch wall and construction method of joint steel frame supporting system |
| KR101391218B1 (en) * | 2013-04-19 | 2014-05-28 | 주식회사 하이콘엔지니어링 | Construction methods of close-twin tunnel by blast shock-controlling and rebar reinforced shotcrete |
| CN112855179A (en) * | 2021-01-14 | 2021-05-28 | 中铁二十局集团第三工程有限公司 | Tunnel construction method |
| WO2022122052A1 (en) * | 2021-05-06 | 2022-06-16 | 中铁九局集团第七工程有限公司 | Comprehensive construction method for shallow buried section of tunnel using urban railway mine tunneling method |
| CN114718582A (en) * | 2022-06-08 | 2022-07-08 | 中铁九局集团第七工程有限公司 | Construction method for small-clear-distance horizontal joint shale geological tunnel portal section |
-
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- 2022-08-05 CN CN202210939769.4A patent/CN115218736B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101391218B1 (en) * | 2013-04-19 | 2014-05-28 | 주식회사 하이콘엔지니어링 | Construction methods of close-twin tunnel by blast shock-controlling and rebar reinforced shotcrete |
| CN103277118A (en) * | 2013-06-04 | 2013-09-04 | 中铁第一勘察设计院集团有限公司 | Joint steel frame supporting system for excavating auxiliary tunnel on main-tunnel arch wall and construction method of joint steel frame supporting system |
| CN112855179A (en) * | 2021-01-14 | 2021-05-28 | 中铁二十局集团第三工程有限公司 | Tunnel construction method |
| WO2022122052A1 (en) * | 2021-05-06 | 2022-06-16 | 中铁九局集团第七工程有限公司 | Comprehensive construction method for shallow buried section of tunnel using urban railway mine tunneling method |
| CN114718582A (en) * | 2022-06-08 | 2022-07-08 | 中铁九局集团第七工程有限公司 | Construction method for small-clear-distance horizontal joint shale geological tunnel portal section |
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