CN115218736A - Blasting low-energy overflow type road construction method - Google Patents
Blasting low-energy overflow type road construction method Download PDFInfo
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- CN115218736A CN115218736A CN202210939769.4A CN202210939769A CN115218736A CN 115218736 A CN115218736 A CN 115218736A CN 202210939769 A CN202210939769 A CN 202210939769A CN 115218736 A CN115218736 A CN 115218736A
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- 238000005422 blasting Methods 0.000 title claims abstract description 41
- 238000010276 construction Methods 0.000 title claims abstract description 30
- 239000011435 rock Substances 0.000 claims abstract description 194
- 238000000034 method Methods 0.000 claims abstract description 52
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 46
- 239000004575 stone Substances 0.000 claims abstract description 33
- 238000009413 insulation Methods 0.000 claims abstract description 15
- 230000035939 shock Effects 0.000 claims abstract description 15
- 230000005574 cross-species transmission Effects 0.000 claims abstract description 10
- 238000004140 cleaning Methods 0.000 claims abstract description 4
- 239000002689 soil Substances 0.000 claims description 148
- 230000005641 tunneling Effects 0.000 claims description 48
- 229910000831 Steel Inorganic materials 0.000 claims description 26
- 239000004567 concrete Substances 0.000 claims description 26
- 239000010959 steel Substances 0.000 claims description 26
- 238000009415 formwork Methods 0.000 claims description 25
- 238000009412 basement excavation Methods 0.000 claims description 13
- 230000002093 peripheral effect Effects 0.000 claims description 9
- 238000007789 sealing Methods 0.000 claims description 5
- 239000004568 cement Substances 0.000 claims description 3
- 239000000428 dust Substances 0.000 claims description 3
- 238000002955 isolation Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims 1
- 239000010410 layer Substances 0.000 description 59
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000005452 bending Methods 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 230000007613 environmental effect Effects 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 239000011241 protective layer Substances 0.000 description 1
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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
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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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
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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
- E21D11/102—Removable shuttering; Bearing or supporting devices 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
- E21D11/04—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
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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
- E21D11/18—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
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- 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
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- 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
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- 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 blasting low-energy spillover type road construction method, 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 comprises the following steps: the method comprises the steps of arranging shock insulation grooves extending along contour lines of portions needing to be dug of the rock geological tunnel section, blasting in an area surrounded by the shock insulation grooves, cleaning out stones generated by blasting to form a rock geological tunnel section blank, and building the rock geological tunnel section reinforced concrete vertical wall and the rock geological tunnel section reinforced concrete support layer in the rock geological tunnel section blank. The invention aims to provide a blasting low-energy overflow type road construction method capable of reducing damage to surrounding rocks during construction of a rock geological tunnel section, and solves the problem that the surrounding rocks are damaged greatly 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 the mountain road management comprises the steps of constructing an open road section (including a bridge) and a tunnel road section. The tunnel section has three conditions of a rock geological tunnel section, a rock geological tunnel section and a soil geological tunnel section according to different geology of the region where the tunnel is located. In the existing tunnel construction process, when a rock geological tunnel section is constructed for blasting, tunnel surrounding rocks are greatly damaged, so that a high-strength support layer needs to be constructed subsequently; when a block stone geological tunnel section is built, the block stones intruding into the cross section of the tunnel are removed by self blasting and crushing, but tunnel collapse accidents are easily caused during crushing due to weak connection and poor stability between the block stones and blocks in the surrounding stratum; when the civil 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 a building payment layer by the steel arch, and at the moment, due to the interference effect of the steel arch, whether the operation is inconvenient or not and the construction quality is influenced.
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 that the surrounding rocks are damaged greatly 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 slumping when the invading rock blocks are eliminated, and solve the problem that slumping is easy to cause during the construction process of the geological tunnel section of the rock blocks.
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 a tunnel section with soil geology is constructed.
The technical problem is solved by the following technical scheme: a blasting low-energy overflow road construction method comprises the steps of building an open road section and building a tunnel road section, wherein the tunnel road section comprises a rock geological tunnel section, the rock geological tunnel section comprises an upper semicircular rock geological tunnel section and a lower rectangular rock geological tunnel section, the width of the lower rock geological tunnel section is equal to the diameter of a circle where the upper rock geological tunnel section is located, two sides of the lower rock geological tunnel section are provided with rock geological tunnel section reinforced concrete vertical walls, the upper rock geological tunnel section is provided with a rock geological tunnel section reinforced concrete arch serving as a framework, two ends of the rock geological tunnel section reinforced concrete arch are supported on the rock geological tunnel section reinforced concrete vertical walls, and the process of building the rock geological tunnel section is as follows: the method comprises the steps of arranging shock insulation grooves extending along contour lines of parts needing to be dug of the rock geological tunnel section, blasting in an area surrounded by the shock insulation grooves, cleaning stones generated by blasting to form a rock geological tunnel section blank, and building the rock geological tunnel section reinforced concrete vertical wall and the rock geological tunnel section reinforced concrete support layer in the rock geological tunnel section blank. According to the technical scheme, blasting is carried out after the shock insulation groove is arranged, and the shock insulation groove is located on the blank profile surface of the rock geological tunnel section, so that blasting impact can be prevented from damaging surrounding rocks and enabling the part needing to be excavated to be fully blasted.
Preferably, the tunnel section comprises a block stone geological tunnel section, the invaded block stone is removed when the block stone invades the partial block to be dug out of the block stone geological tunnel section, and the method for removing the invaded block stone comprises the following steps: excavating the part except the invaded block stone in the part needing to be excavated of the block stone geological tunnel section, injecting cement paste to bond the invaded block stones and the peripheral block stones, blasting and crushing the invaded block stone to remove the part of the invaded block stone invading the section of the tunnel. According to the technical scheme, the invaded rock blocks and the non-invaded rock blocks are bonded together to form a whole day through grouting so as to improve the connection reliability, and then after the invaded rock blocks are blasted, the rest part cannot collapse. The second object of the invention is achieved.
Preferably, when blasting is carried out in an area surrounded by the shock insulation groove, firstly, rocks in an upper section of the rock geological tunnel section and rocks at the upper end of the upper section of the rock geological tunnel section are blasted, the rocks are removed to form an upper section blank of the rock geological tunnel section, the upper ends of the rocks at the upper section of the rock geological tunnel section are removed by more than 30 centimeters, a rock geological tunnel section reinforcing steel framework is installed in a part, located in the upper section of the rock geological tunnel section, of the shock insulation groove, the rock geological tunnel section reinforcing steel framework is of a frame structure with transverse holes, a rock geological tunnel section steel arch is supported on the rock geological tunnel section reinforcing steel framework, a rock geological tunnel section supporting layer formwork is built, rock geological tunnel section supporting concrete is poured in the rock geological tunnel section supporting formwork, the rest of the rock geological tunnel section upper section is blasted and removed, a rock geological tunnel section vertical wall formwork is built, the rock geological tunnel section supporting concrete is poured together with the rock geological tunnel section steel arch to form the rock geological tunnel section supporting layer formwork, the rock geological tunnel section supporting layer formwork is blasted, the rock geological tunnel section supporting layer formwork is removed, the rock geological tunnel section supporting layer formwork, the rock geological tunnel section supporting concrete formwork is built, the rock geological tunnel section supporting wall is poured together with the rock geological tunnel section supporting wall, and the rock geological tunnel section supporting wall is formed into a rock geological tunnel wall, and the rock geological tunnel section supporting wall. This technique is put, and the hypomere does not dig out the preceding structure of removing and supports the steel bow member according to steel skeleton earlier in the shock insulation inslot of hypomere, convenience when can improving the building and prop up the protective layer, and the steel skeleton that stands sets up moreover sets up horizontal through-hole, damages steel skeleton when can avoiding blasting the hypomere.
Preferably, the tunnel section comprises a geological soil tunnel section, the geological soil tunnel section comprises a semicircular geological soil tunnel section upper section and a rectangular geological soil tunnel section lower section, the width of the geological soil tunnel section lower section is equal to the diameter of a circle in which the geological soil tunnel section upper section is located, reinforced concrete vertical walls of the geological soil tunnel section are arranged on two sides of the geological soil tunnel section lower section, a geological soil tunnel section steel arch frame serving as a framework is arranged on the geological soil tunnel section upper section, and two ends of the geological soil tunnel section steel arch frame are supported on the geological soil tunnel section reinforced concrete vertical walls; the method for excavating the part needing to be excavated in the upper section of the geological tunnel comprises the following steps: the method comprises the steps of firstly excavating a central part of a part to be excavated in the upper section of the tunnel section part of the geological soil to form a middle hole, reserving a soil layer with the thickness of 20-40 cm between the middle hole and the outline surface of the part to be excavated in the upper section of the tunnel section part of the geological soil, and excavating the soil layer through a concentricity keeping excavating mechanism to form an upper section blank of the tunnel section part of the geological soil, so that the peripheral surface of the upper section blank of the tunnel section part of the geological soil is located on the same peripheral surface. According to the technical scheme, the soil layers are excavated on the same circle of the upper section, so that the roundness of the blank of the upper section of the formed soil geological tunnel section and the concentricity of the blank of each part are good. The upper segment is semicircular structure, and the effort that the payment side supported on founding the wall is vertical downwards, can not produce the power of founding the wall of buckling to make to found the wall and be difficult to the fracture.
Preferably, after the upper blank of the geological soil tunnel segment is built, a lower segment groove is formed between the vertical surface of the contour surface of the portion needing to be dug out of the lower segment of the geological soil tunnel segment and the portion needing to be dug out of the lower segment of the geological soil tunnel segment, a reinforced concrete framework of the geological soil tunnel segment is installed in the lower segment groove, the concrete of the wall of the geological soil tunnel segment is poured into the lower segment groove, the concrete of the wall of the geological soil tunnel segment is poured with the reinforced concrete framework of the tunnel segment to form the reinforced concrete wall of the geological soil tunnel segment, the reinforced concrete arch of the geological soil tunnel segment is supported on the reinforced concrete wall of the geological soil tunnel segment, a supporting layer template of the geological soil tunnel segment is built, the concrete of the tunnel segment is poured in the supporting layer template of the geological soil tunnel segment, the supporting concrete of the geological soil tunnel segment is poured with the reinforced concrete arch of the soil tunnel segment to form the geological soil tunnel segment bottom surface of the geological tunnel segment, and the portion of the reinforced concrete tunnel segment is removed. The payment layer is built and the wall is erected firstly, then the lower section is excavated, the construction of the support layer is convenient, and the vertical wall can play a role in excavating the retaining wall of the lower section.
Preferably, the lower end of the reinforced concrete standing wall of the earthen geological tunnel segment is positioned below the bottom surface of the contour surface of the portion to be excavated at the lower section of the earthen geological tunnel segment. The connection reliability of the vertical wall can be improved.
Preferably, the concentricity maintaining excavation mechanism comprises two excavation heads, a base provided with travelling wheels, a first shaft head rotationally connected to the base, a first driving motor driving the first shaft head to rotate, a first swing arm with one end connected to the first shaft head, a second shaft head rotationally connected to the base, a second driving motor 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 excavation 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 each of two ends of the soil layer along the circumferential direction of the upper section of the soil geological tunnel section, enabling the concentricity to keep the digging mechanism to be positioned in the middle hole, enabling the first shaft head to be coaxial with the upper section of the soil geological tunnel section, enabling the tunneling head on the first swing arm to be positioned in one tunneling head accommodating groove, enabling the tunneling head on the second swing arm to be positioned in the other tunneling head accommodating groove, and starting the tunneling head; carrying out a soil layer excavating process, wherein the process of the soil layer excavating 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 be always abutted to the soil layer above the tunneling head accommodating groove, the second driving motor drives the second swing arm to swing upwards, the second swing arm drives the tunneling head on the second swing arm to be always abutted to the soil layer above the tunneling head accommodating groove, and the tunneling head excavates a part of the soil layer between the two tunneling heads to form a soil layer excavating section; and (2) carrying out a digging head resetting and shifting process, wherein the digging head resetting and shifting process comprises the following specific processes: the first driving motor and the second driving motor are made to rotate reversely, so that the two tunneling heads correspondingly return to the same two tunneling head accommodating grooves one by one to be aligned, and the concentricity keeping excavating mechanism moves to the same soil layer excavating section along the extending direction of the tunneling head accommodating grooves and is staggered; and 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 kept when the soil layer is dug.
Preferably, the first swing arm and the second swing arm are both the arms described above. Can be suitable for the construction of 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, 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 scraper blade is used, the soil output hose is butted with a hopper of the muck truck, and soil dug by the scraper blade from a soil layer is input into the muck truck through the soil output hose. Can conveniently convey dug soil to a muck truck. The secondary earthwork transfer is not needed.
Preferably, an elastic sealing skirt is arranged at the upper end of the shell, and the sealing skirt abuts against the soil layer when in use, so that the dust generated during excavation is limited in the inner space of the shell. The environmental protection during construction can be improved.
Preferably, the adjacent soil layer excavating sections are communicated into a whole. The building efficiency is high.
The invention has the beneficial effects that: the damage to the strength of surrounding rocks is small when the rock geological tunnel section is built; when the geological tunnel section for removing the block stones is built, slipping is not easy to cause when the invading block stones are removed; when the geological tunnel section is built, the built upper section has good roundness; the upper section is of a semicircular structure, acting force of the payment side supported on the vertical wall is vertical downward, and force for bending the vertical wall cannot be generated, so that the vertical wall is not easy to crack; the template is conveniently lapped when the supporting layer is built, and the steel arch frame is conveniently installed.
Drawings
FIG. 1 is a schematic diagram of a seismic isolation groove constructed in a rock geological tunnel section;
FIG. 2 is a schematic illustration of a rocky geological tunnel section after the upper section has been excavated;
FIG. 3 is a schematic view of a rocky geological tunnel section when a support layer and a vertical wall are constructed;
FIG. 4 is a schematic illustration of a rock geological tunnel section as it has been constructed;
FIG. 5 is a schematic illustration of the construction of a block stone geological tunnel section;
FIG. 6 is a schematic view of a geological tunnel section with a central hole excavated;
FIG. 7 is a schematic view of a geological soil tunnel section being excavated by a concentricity maintaining excavation mechanism;
FIG. 8 is a schematic top view of the concentricity retaining excavation mechanism;
fig. 9 is a partially enlarged schematic view at a of fig. 7;
FIG. 10 is a schematic view of a soil geological tunnel segment after a lower segment groove is built;
FIG. 11 is a schematic illustration of a civil tunnel section when erected;
FIG. 12 is a schematic illustration of a earthen geological tunnel section when a support layer is also constructed;
FIG. 13 is a schematic diagram of a portion of a geological earth tunnel section that is to be excavated;
FIG. 14 is a schematic representation of a geological earthen tunnel section as it is being constructed.
In the figure: <xnotran> 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 37, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 36, 38. </xnotran>
Detailed Description
Referring to fig. 1 and 14, a blasting low-energy spillover road construction method includes building an open road section and building a tunnel section.
The tunnel section comprises a rock geological tunnel section. The rock geological tunnel section includes the rock geological tunnel section upper segment of semicircular rock geological tunnel section and the rock geological tunnel section hypomere of rectangle, the width of rock geological tunnel section hypomere equals with the diameter at the circle at rock geological tunnel section upper segment place, the both sides of rock geological tunnel section hypomere are equipped with rock geological tunnel section reinforced concrete founds wall 1, rock geological tunnel section upper segment is equipped with rock geological tunnel section steel bow member as the rock geological tunnel section reinforced concrete support layer 2 of skeleton, the both ends of rock geological tunnel section steel bow member support on rock geological tunnel section reinforced concrete founds the wall, the process of building the rock geological tunnel section does: the method comprises the steps of arranging shock insulation grooves 4 extending along contour lines 3 of parts needing to be dug down of a rock geological tunnel section, blasting in an area surrounded by the shock insulation grooves, cleaning stones generated by blasting to form a rock geological tunnel section blank, and building a rock geological tunnel section reinforced concrete vertical wall and a rock geological tunnel section reinforced concrete support layer in the rock geological tunnel section blank. Specifically, the method comprises the following steps: when blasting is carried out in an area enclosed by the shock insulation groove, firstly, rock in the upper section of the rock geological tunnel section and rock at the upper end of the upper section of the rock geological tunnel section are blasted, the rock is removed to form a blank 5 of the upper section of the rock geological tunnel section, the upper end of the rock at the lower section of the rock geological tunnel section is removed by more than 30 cm, namely, the distance between the upper end surface 6 of the rock without removal at the lower section of the rock geological tunnel section and the interface 7 of the upper section and the lower section is more than 30 cm, a steel framework 8 of the rock geological tunnel section is arranged in the part of the shock insulation groove positioned in the upper section of the rock geological tunnel section, the steel framework of the rock geological tunnel section is of a frame structure with transverse holes, and the steel arch of the rock geological tunnel section is supported on the steel framework of the rock geological tunnel section, building a template for manufacturing a rock geological tunnel section supporting layer, pouring rock geological tunnel section supporting concrete in the rock geological tunnel section supporting template, pouring the rock geological tunnel section supporting concrete and a rock geological tunnel section steel arch together to form the rock geological tunnel section reinforced concrete supporting layer, blasting the rest part of the upper section of the rock geological tunnel section, removing, building a rock geological tunnel section vertical wall template, pouring rock geological tunnel section vertical wall concrete in the rock geological tunnel section vertical wall template, pouring the rock geological tunnel section vertical wall concrete and a rock geological tunnel section steel framework together to form the rock geological tunnel section vertical wall, and pouring the bottom surface of the rock geological tunnel section to form a rock geological tunnel section concrete pavement 9.
The tunnel road section comprises a rock block geological tunnel section, the invaded rock block 10 is removed when the rock block invades in the partial blocks needing to be removed in the rock block geological tunnel section, and the method for removing the invaded rock block comprises the following steps: and excavating parts except the invaded stones in the parts needing to be excavated of the geological tunnel section of the stones, injecting cement paste to bond the invaded stones and the peripheral stones together, and blasting and crushing the invaded stones to remove the part of the invaded stones invading the section of the tunnel.
The tunnel section comprises a soil geological tunnel section, the soil geological tunnel section comprises a semicircular upper section of the soil geological tunnel section and a rectangular lower section of the soil geological tunnel section, the width of the lower section of the soil geological tunnel section is equal to the diameter of a circle where the upper section of the 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 section of the soil geological tunnel section, a reinforced concrete support layer 12 of the soil geological tunnel section is arranged on the upper section of the soil geological tunnel section and serves as a framework, and two ends of the reinforced concrete vertical walls 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 geological tunnel comprises the following steps: the method comprises the steps of firstly excavating the central part of a part to be excavated in the upper section of the tunnel segment part of the geological soil to form a middle hole 13, reserving a soil layer 14 with the thickness of 20-40 cm between the middle hole and the outline of the part to be excavated in the upper section of the tunnel segment part of the geological soil, and excavating the soil layer through a concentricity keeping excavating mechanism to form an upper section blank 38 of the tunnel segment part of the geological soil, so that the peripheral surfaces 15 of the upper section blank of the tunnel segment part of the geological soil are located on the same peripheral surface.
After the blank of the upper section of the geological tunnel section is built, a lower section groove 17 is formed between a vertical surface 16 of a profile surface of a portion needing to be dug down of the lower section of the geological tunnel section and a portion needing to be dug down of the lower section of the geological tunnel section, a reinforced concrete framework of the geological tunnel section is installed in the lower section groove, concrete of the geological tunnel section is injected into the lower section groove, the concrete of the geological tunnel section is poured with the reinforced concrete framework of the tunnel section to form a reinforced concrete vertical wall of the geological tunnel section, a reinforced concrete arch frame of the geological tunnel section is supported on the reinforced concrete vertical wall of the geological tunnel section, a supporting layer template of the geological tunnel section is built, concrete of the geological tunnel section is poured in the supporting layer template of the geological tunnel section, the supporting concrete of the geological tunnel section is poured with the reinforced concrete arch frame of the geological tunnel section to form the geological tunnel section, a supporting layer of the geological tunnel section is built, the supporting concrete of the geological tunnel section is removed, and the lower section supporting surface of the geological tunnel section needing to form a supporting layer 19. The lower end 20 of the reinforced concrete vertical wall of the soil geological tunnel segment part is positioned below the bottom surface 37 of the contour surface of the part needing to be dug down on the lower segment of the soil geological tunnel segment part.
The concentricity maintaining excavating mechanism comprises two excavating heads 21, a base 23 provided with walking wheels 22, a first shaft head 24 rotationally connected to the base, a first driving motor 25 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 rotationally connected to the base, a second driving motor 28 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 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 manner; the process of excavating the soil layer is as follows: digging a tunneling head accommodating groove 30 extending along the extending direction of the soil geological tunnel section at each of two ends of the soil layer along the circumferential direction of the upper section of the soil geological tunnel section, enabling the concentricity keeping digging mechanism 31 to be positioned in the middle hole, enabling the first shaft head to be coaxial with the upper section of the soil geological tunnel section, enabling the tunneling head on the first swing arm to be positioned in one tunneling head accommodating groove, enabling the tunneling head on the second swing arm to be positioned in the other tunneling head accommodating groove, and starting the tunneling head; carrying out a soil layer excavating process, wherein the process of the soil layer excavating 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 be always abutted to the soil layer above the tunneling head accommodating groove, the second driving motor drives the second swing arm to swing upwards, the second swing arm drives the tunneling head on the second swing arm to be always abutted to the soil layer above the tunneling head accommodating groove, and the tunneling head excavates a part of the soil layer between the two tunneling heads to form a soil layer excavating section; the excavation head resetting and shifting process is carried out, and the specific process of the excavation head resetting and shifting process is as follows: the first driving motor and the second driving motor are made to rotate reversely, so that the two tunneling heads correspondingly return to the same two tunneling head accommodating grooves one by one to be aligned, and the concentricity keeping excavating mechanism moves to the same soil layer excavating section along the extending direction of the tunneling head accommodating grooves and is staggered; and 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 a rotating shaft of the driving motor, wherein the lower end of the shell is provided with a soil outlet 35 which is connected with a soil output hose; when the scraper is used, the soil output hose is butted with a hopper of the muck truck, and soil dug by the scraper blade from a soil layer is input into the muck truck through the soil output hose. The upper end of the casing is provided with an elastic sealing skirt 36 which is abutted with the soil layer when in use, so that the dust generated during excavation is limited in the inner space of the casing. The adjacent soil layer excavating sections are communicated into a whole, namely, the soil layer excavating sections are directly connected together when the concentricity of the excavating mechanism is kept for excavating, and secondary excavation is not needed.
Claims (10)
1. The construction method for blasting the low-energy spillover road comprises the steps of constructing an open road section and a tunnel road section, and is characterized in that the tunnel road section comprises a rock geological tunnel section, the rock geological tunnel section comprises an upper semicircular rock geological tunnel section and a lower rectangular rock geological tunnel section, the width of the lower rock geological tunnel section is equal to the diameter of a circle where the upper rock geological tunnel section is located, reinforced concrete vertical walls of the rock geological tunnel section are arranged on two sides of the lower rock geological tunnel section, a reinforced concrete support layer of the rock geological tunnel section is arranged on the upper rock geological tunnel section and serves as a framework, two ends of the reinforced concrete vertical walls of the rock geological tunnel section are supported on the reinforced concrete vertical walls of the rock geological tunnel section, and the process of constructing the rock geological tunnel section is as follows: the method comprises the steps of arranging shock insulation grooves extending along contour lines of parts needing to be dug of the rock geological tunnel section, blasting in an area surrounded by the shock insulation grooves, cleaning stones generated by blasting to form a rock geological tunnel section blank, and building the rock geological tunnel section reinforced concrete vertical wall and the rock geological tunnel section reinforced concrete support layer in the rock geological tunnel section blank.
2. The blasting low-energy spillover road construction method of claim 1, wherein the tunnel section comprises a rock block geological tunnel section, the invaded rock block is removed when the rock block invades into a part of the rock block geological tunnel section to be dug out, and the method for removing the invaded rock block comprises the following steps: excavating the part except the invaded block stone in the part needing to be excavated of the block stone geological tunnel section, injecting cement paste to bond the invaded block stones and the peripheral block stones, blasting and crushing the invaded block stone to remove the part of the invaded block stone invading the section of the tunnel.
3. The method for blasting low-energy spillover road construction according to claim 1 or 2, characterized in that when blasting is performed in an area enclosed by the seismic isolation groove, rocks in the upper section of the rock geological tunnel section and rocks at the upper end of the upper section of the rock geological tunnel section are blasted first, the rocks are removed to form an upper section blank of the rock geological tunnel section, the upper ends of the rocks in the lower section of the rock geological tunnel section are removed by more than 30 cm, a rock geological tunnel section steel framework is installed in a portion of the seismic isolation groove located in the lower section of the rock geological tunnel section, the rock geological tunnel section steel framework is of a frame structure with transverse holes, the rock geological tunnel section steel arch is supported on the rock geological tunnel section steel framework, a rock geological tunnel section support layer formwork is built, rock geological tunnel section support layer formwork is poured in the rock geological tunnel section support layer formwork, rock geological tunnel section support layer concrete is poured in the rock geological tunnel section support formwork, rock geological tunnel section support layer is built, the rock geological tunnel section support layer is blasted and the rock geological tunnel section concrete is removed, and the rock geological tunnel section support layer is poured in the rock geological tunnel section formwork, the rock geological tunnel section support layer formwork is poured in the rock geological tunnel section support layer, the rock geological tunnel section concrete support layer is formed, and the rock geological tunnel section formwork is poured in the rock geological tunnel section formwork, the rock geological tunnel section support layer is poured in the rock geological tunnel section formwork, the rock geological tunnel section concrete vertical wall is poured in the rock geological tunnel wall is poured, and the rock geological tunnel wall is formed, and the rock geological tunnel section formwork is poured in the rock geological tunnel section formwork, and the rock geological tunnel section formwork, the rock geological tunnel wall is poured in the rock geological tunnel section formwork.
4. The blasting low-energy spillover road construction method according to claim 1 or 2, wherein the tunnel section comprises a geological soil tunnel section, the geological soil tunnel section comprises a semicircular geological soil tunnel section upper section and a rectangular geological soil tunnel section lower section, the width of the geological soil tunnel section lower section is equal to the diameter of a circle in which the geological soil tunnel section upper section is located, two sides of the geological soil tunnel section lower section are provided with geological soil tunnel section reinforced concrete vertical walls, the geological soil tunnel section upper section is provided with a geological soil tunnel section reinforced concrete supporting layer taking a geological soil tunnel section steel arch as a framework, and two ends of the geological soil tunnel section steel arch are supported on the geological tunnel section reinforced concrete vertical walls; the method for excavating the part needing to be excavated in the upper section of the geological tunnel comprises the following steps: the method comprises the steps of firstly excavating a central part of a part to be excavated in the upper section of the soil geological tunnel section part to form a middle hole, reserving a soil layer with the thickness of 20-40 cm between the middle hole and a contour surface of the part to be excavated in the upper section of the soil geological tunnel section part, and excavating the soil layer through a concentricity maintaining excavating mechanism to form an upper section blank of the soil geological tunnel section part, so that the peripheral surface of the upper section blank of the soil geological tunnel section part is positioned on the same peripheral surface.
5. The method of claim 4, wherein after the upper blank of the geological earth tunnel segment is formed, a lower groove is formed between the vertical surface of the contour surface of the portion to be excavated at the lower section of the geological earth tunnel segment and the portion to be excavated at the lower section of the geological earth tunnel segment, a reinforcement framework of the geological earth tunnel segment is installed in the lower groove, concrete is poured into the lower groove, a steel arch of the geological earth tunnel segment is supported on the reinforced concrete wall of the geological earth tunnel segment, a formwork of the geological earth tunnel segment is built, a formwork of the geological tunnel segment is poured into the formwork of the geological earth tunnel segment to form the support of the geological tunnel segment, a concrete support of the geological tunnel segment is formed, a concrete support of the geological tunnel segment is poured into the formwork of the geological tunnel segment, a concrete arch of the geological tunnel segment and the support of the geological tunnel segment are formed, and a concrete support of the lower groove is formed.
6. The blasting low-energy overflowing road construction method according to claim 5, wherein the lower end of the reinforced concrete vertical wall of the geological soil tunnel segment is located below the bottom surface of the profile surface of the portion to be excavated at the lower section of the geological soil tunnel segment.
7. The blasting low-energy spillover road construction method according to claim 4, wherein the concentricity maintaining excavating mechanism comprises two excavating heads, a base provided with travelling wheels, a first shaft head rotationally connected to the base, a first driving motor driving the first shaft head to rotate, a first swing arm with one end connected to the first shaft head, a second shaft head rotationally connected to the base, a second driving motor 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 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 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 each of two ends of the soil layer along the circumferential direction of the upper section of the soil geological tunnel section, enabling the concentricity to keep the digging mechanism to be positioned in the middle hole, enabling the first shaft head to be coaxial with the upper section of the soil geological tunnel section, enabling the tunneling head on the first swing arm to be positioned in one tunneling head accommodating groove, enabling the tunneling head on the second swing arm to be positioned in the other tunneling head accommodating groove, and starting the tunneling head; carrying out a soil layer excavating process, wherein the process of the soil layer excavating 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 be always abutted with the soil layer above the tunneling head accommodating groove, the second driving motor drives the second swing arm to swing upwards, the second swing arm drives the tunneling head on the second swing arm to be always abutted with the soil layer above the tunneling head accommodating groove, and the tunneling head excavates a part of the soil layer between the two tunneling heads to form a soil layer excavating section; the excavation head resetting and shifting process is carried out, and the specific process of the excavation head resetting and shifting process is as follows: the first driving motor and the second motor are reversed to enable the two tunneling heads to correspondingly return to the same two tunneling head accommodating grooves one by one to be aligned, and the concentricity keeping excavating mechanism moves to the same soil layer excavating section along the extending direction of the tunneling head accommodating grooves to be staggered; and repeating the soil layer excavating process and the excavating head resetting and shifting process until the front part of the soil layer is excavated.
8. The blasting low energy spillover roadway construction method of claim 7, wherein the first swing arm and the second swing arm are both said arms.
9. The blasting low-energy spillover road construction method of claim 7, wherein the tunneling head comprises a shell with an open 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 scraper driving motor, 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 scraper blade is used, the soil output hose is butted with a hopper of the muck truck, and soil dug by the scraper blade from a soil layer is input into the muck truck through the soil output hose.
10. The blasting low energy spillover road construction method of claim 9, wherein the upper end of the casing is provided with an elastic sealing skirt, and the sealing skirt abuts against the soil layer when in use, so that the dust generated during excavation is limited in the inner space of the casing.
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| 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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Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
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| 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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