CN111156004A - Construction method for large-section flat-top straight-wall tunnel to penetrate through existing tunnel - Google Patents
Construction method for large-section flat-top straight-wall tunnel to penetrate through existing tunnel Download PDFInfo
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- CN111156004A CN111156004A CN202010043446.8A CN202010043446A CN111156004A CN 111156004 A CN111156004 A CN 111156004A CN 202010043446 A CN202010043446 A CN 202010043446A CN 111156004 A CN111156004 A CN 111156004A
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- 238000010276 construction Methods 0.000 title claims abstract description 80
- 241001270131 Agaricus moelleri Species 0.000 title claims abstract description 47
- 238000009412 basement excavation Methods 0.000 claims abstract description 20
- 230000000149 penetrating effect Effects 0.000 claims abstract description 12
- 238000000034 method Methods 0.000 claims description 24
- 229910000831 Steel Inorganic materials 0.000 claims description 22
- 239000010959 steel Substances 0.000 claims description 22
- 239000002689 soil Substances 0.000 claims description 20
- 239000002002 slurry Substances 0.000 claims description 17
- 239000004568 cement Substances 0.000 claims description 16
- 238000005553 drilling Methods 0.000 claims description 14
- 235000019353 potassium silicate Nutrition 0.000 claims description 12
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 12
- 239000007788 liquid Substances 0.000 claims description 9
- 238000005192 partition Methods 0.000 claims description 5
- 239000011440 grout Substances 0.000 claims description 4
- 230000003014 reinforcing effect Effects 0.000 claims description 4
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 239000012530 fluid Substances 0.000 claims description 3
- 238000007789 sealing Methods 0.000 claims description 3
- 238000005507 spraying Methods 0.000 claims description 3
- 239000004576 sand Substances 0.000 description 5
- 238000002347 injection Methods 0.000 description 4
- 239000007924 injection Substances 0.000 description 4
- 239000000243 solution Substances 0.000 description 4
- 239000004927 clay Substances 0.000 description 3
- 230000035515 penetration Effects 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 239000011398 Portland cement Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 238000007865 diluting Methods 0.000 description 1
- 230000002787 reinforcement Effects 0.000 description 1
- 239000011550 stock solution Substances 0.000 description 1
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
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- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a construction method for penetrating an existing tunnel under a large-section flat-top straight-wall type tunnel, which is characterized in that a large-section flat-top straight wall is divided into an upper-layer chamber and a lower-layer chamber, the number of the upper-layer chamber and the lower-layer chamber can be at least two groups, each group comprises three chambers, then step construction is carried out, each step is staggered by a preset distance for excavation, the steps are advanced by a preset distance in a single cycle, and are sealed into a ring and staggered by a preset safety distance, and finally connected into an integral closed ring.
Description
Technical Field
The invention belongs to the technical field of urban rail transit underground excavation tunnel construction, and particularly relates to a construction method for a large-section flat-top straight-wall tunnel to penetrate through an existing tunnel.
Background
At present, some subway stations in some subway lines are of underground double-layer open-cut five-column six-span frame structures, and seven subway stations can be arranged in the north-south direction, for example, the total width of a large-section flat-top straight wall of a tunnel at the station is 40.9m, the total length is 360.15m, the buried depth of a bottom plate is 16.58m, and the average soil covering thickness of the top plate is 3.2 m. When the existing subway station is transferred with the subway stations of other new lines in a T-shaped mode, namely the subway stations of other new lines can be arranged in the east-west direction, because of the influence of underground water, the tunnel between the subway stations of the new lines is connected with the subway stations of the new lines after the existing subway stations are downwards penetrated by flat-top straight walls, and seven downwards penetrating sections of geology are sequentially a fine sand layer, a fine clay layer and a round gravel pebble layer from top to bottom.
Disclosure of Invention
The invention provides a construction method for a large-section flat-top straight-wall tunnel to penetrate an existing tunnel, which aims to solve the problems that in the prior art, after a tunnel between subway stations of a new line penetrates the existing subway stations by adopting a flat-top straight wall, the existing subway stations of the new line are connected, and if a seven-penetration section geology is sequentially a fine sand layer, a fine clay layer and a round gravel layer from top to bottom, and the vault of the tunnel is positioned on the fine sand layer, the existing station above the tunnel normally operates, the penetration section is large, the penetration distance is long, the construction period is long, the geology is complex, the penetration construction is rapidly completed on the premise that the normal operation of the existing station is difficult to ensure, and the influence time on the existing station is shortened.
In order to achieve the purpose, the invention adopts the following technical scheme:
a construction method for penetrating the existing tunnel under a large-section flat-top straight-wall type tunnel comprises the following steps of dividing the large-section flat-top straight wall into an upper chamber and a lower chamber, setting the upper chamber and the lower chamber to be of a grouping structure comprising three chambers in each group, then carrying out step construction, staggering each step for a preset distance to carry out excavation, advancing the length for a preset distance in a single cycle, independently sealing each step into a ring and staggering the preset safety distance, and finally connecting the steps into an integral sealing ring,
the method comprises the steps of firstly, reinforcing a stratum by adopting a retreating type deep hole grouting process, excavating a soil body of a first chamber on the rightmost side of an upper layer, staggering steps of the chambers on the upper layer and the chambers on a lower layer for a preset distance, and constructing to be used as an initial support so that an initial support structure of the first chamber is closed into a ring;
step construction is carried out to excavate the rightmost second cavern of the lower layer after the first cavern is advanced to a preset distance, steps of the cavern of the upper layer and the cavern of the lower layer are staggered by the preset distance, and primary support is carried out during construction, so that a primary support structure of the second cavern is closed into a ring;
step construction is carried out to excavate the third cavern at the leftmost side of the upper layer after the second cavern is advanced to a preset distance, steps of the cavern at the upper layer and the cavern at the lower layer are staggered by the preset distance, and primary support is carried out during construction, so that a primary support structure of the third cavern is closed into a ring;
fourthly, after the third chamber is advanced to a preset distance, step-type construction is carried out to excavate the leftmost fourth chamber of the lower layer, steps of the upper chamber and the lower chamber are staggered by the preset distance, and primary support is carried out during construction, so that a primary support structure of the fourth chamber is closed into a ring;
fifthly, constructing right tunnel inner bottom plates of the first tunnel and the second tunnel after the primary support of the first tunnel and the second tunnel is communicated, erecting a left tunnel support frame, and constructing a right side wall and a right top plate;
sixthly, constructing left tunnel inner bottom plates of the third tunnel and the fourth tunnel after primary support of the third tunnel and the fourth tunnel is communicated, erecting a right tunnel support frame, and constructing a left side wall and a left top plate;
seventhly, reserving a right hall support frame and a left hall support frame in the first cavern, the second cavern, the third cavern and the fourth cavern, excavating a fifth cavern between the first cavern and the third cavern in a stepped mode, staggering the steps of the upper cavern and the lower cavern by a preset distance, constructing to form a primary temporary inverted arch structure, and enabling the primary temporary inverted arch structure to be closed into a ring;
eighthly, after the fifth chamber is advanced to a preset distance, step-type construction is carried out to excavate a sixth chamber between the second chamber and the fourth chamber on the lower layer, steps of the upper chamber and the lower chamber are staggered by the preset distance, a primary temporary inverted arch structure is constructed, and the primary temporary inverted arch structure is closed into a ring;
and ninthly, after the primary temporary inverted arch structures of the fifth cavern and the sixth cavern are communicated, constructing middle cavern bottom plates and partition walls in the fifth cavern and the sixth cavern in a segmented manner, and erecting a middle full hall support frame and a construction middle roof plate.
Tenth, after the middle top plates of the fifth cavern and the sixth cavern are constructed, when the strength of concrete reaches a preset requirement, removing the right hall support frame, the left hall support frame and the middle full hall support frame; and finishing the construction of the upper chamber and the lower chamber of the group.
In the above aspect, preferably, when performing step construction and excavating each step by staggering a preset distance, the single-cycle footage includes the following steps: firstly, digging soil, then installing a grid steel frame, and then spraying concrete.
In the above aspect, preferably, in the first step, the receding deep-hole grouting process includes the following steps: the method comprises the steps that a drill rod is drilled into a soil body through a drilling machine, after the drill rod is drilled to a preset depth, the drill rod is withdrawn from the soil body, and in the withdrawing process, slurry is input through the drill rod by a grouting pump, flows out from the head of the drill rod and is injected into the soil body, and the soil body is reinforced.
In the above scheme, it is preferable that the drill pipe is a hollow pipe, and the slurry is a cement and water glass double-liquid slurry.
In the above scheme, preferably, during drilling, water is pressed into the drill rod, so that the drill rod drills, and after the drill rod drills to a preset depth, cement and water glass double-liquid slurry is injected into the hollow pipe along with the pulling-out of the drill rod.
In the above aspect, it is preferable that the tunnel face of the cavern is provided with a grouting hole.
In the above aspect, it is preferable that the number of the injection holes is at least two, and a distance between adjacent two injection holes is 0.5 m.
In the above aspect, it is preferable that the grouting holes of the ring structure at the outermost layer are inclined holes.
In the above scheme, preferably, in the first step, in the process of the backward deep-hole grouting process, full-section deep-hole grouting is performed on 3m positions and 2m positions on the lower side of the left side and the right side of the flat-top straight wall except for the excavation surface and the excavation contour line, marking is performed on the tunnel face according to the position requirement of the grouting hole before grouting, and after drilling is performed to a preset depth through the drilling machine, backward grouting is performed on the cement-water-glass double-liquid slurry from the hollow drill rod.
In the above scheme, it is preferable that the preliminary bracing structure includes a steel frame, a lock foot anchor pipe and cement paste, the steel frame is arranged in the cavern, the lock foot anchor pipe is installed at the junction of the upper step and the lower step of the cavern arch and the temporary inverted arch, and the cement paste is poured in the lock foot anchor pipe.
The invention can achieve the following beneficial effects:
the invention relates to a construction method for a large-section flat-top straight-wall tunnel to penetrate an existing tunnel, which can solve the problems that in the prior art, a tunnel between subway stations of a new line is connected with a subway station of the new line after the existing subway station is penetrated by a flat-top straight wall, the underground section geology of the tunnel is sequentially a fine sand layer, a fine clay layer and a round gravel layer from top to bottom, and the vault of the tunnel is positioned on the fine sand layer, so that the existing station above the tunnel normally operates, the underground section is large, the underground distance is long, the construction period is long, the geology is complex, the underground construction is difficult to be quickly completed on the premise of normal operation of the existing station, the influence time on the existing station is shortened, the construction method has reasonable structure, the full-section deep-hole grouting is only adopted for reinforcement, the operation is simple, the stratum reinforcing effect is achieved, the safety of the construction is ensured, the sinking of the existing station is also avoided, and the normal operation of the existing station is ensured, the method has important significance in popularization and use in the field of passing existing lines under underground excavated tunnels of rail transit.
Drawings
The accompanying drawings, which are included to provide a further understanding of the invention and are incorporated in and constitute a part of this specification, illustrate embodiments of the invention and together with the description serve to explain the invention and not to limit the invention. In the drawings:
FIG. 1 is a cross-sectional view of an existing tunnel of a construction method for a large-section flat-top straight-wall tunnel to pass through the existing tunnel of the present invention;
FIG. 2 is a schematic diagram of a first step of a construction method for a large-section flat-top straight-wall tunnel to penetrate through an existing tunnel;
FIG. 3 is a second schematic view of a construction method for a large-section flat-top straight-wall tunnel to penetrate through an existing tunnel;
FIG. 4 is a third schematic view of a construction method for a large-section flat-top straight-wall tunnel to penetrate through an existing tunnel;
FIG. 5 is a fourth schematic view of a construction method for a large-section flat-top straight-wall tunnel to penetrate through an existing tunnel;
FIG. 6 is a fifth schematic view of a construction method for a large-section flat-top straight-wall tunnel to penetrate through an existing tunnel;
FIG. 7 is a sixth schematic view of a construction method for a large-section flat-top straight-wall tunnel to penetrate through an existing tunnel;
FIG. 8 is a seventh schematic view of a construction method for a large-section flat-top straight-wall tunnel to pass through an existing tunnel;
FIG. 9 is an eighth schematic view of a construction method for a large-section flat-top straight-wall tunnel to penetrate through an existing tunnel;
FIG. 10 is a ninth step schematic view of the construction method for a large-section flat-top straight-wall tunnel to pass through the existing tunnel;
FIG. 11 is a tenth schematic view of a construction method for a large-section flat-top straight-wall tunnel to penetrate through an existing tunnel;
fig. 12 is an eleventh schematic diagram of the construction method for the large-section flat-top straight-wall tunnel to pass through the existing tunnel.
In the figure, 1 is a first cavern, 101 is a right cavern bottom plate, 102 is a right hall support frame, 103 is a right side wall, 104 is a right top plate, 2 is a second cavern, 3 is a third cavern, 301 is a left cavern bottom plate, 302 is a left hall support frame, 303 is a left side wall, 304 is a left top plate, 4 is a fourth cavern, 5 is a fifth cavern, 501 is a middle cavern bottom plate, 502 is a middle partition wall, 503 is a middle full-filled cavern support frame, 504 is a middle top plate, 6 is a sixth cavern, 7 is a tunnel face, 701 is a grouting hole, and 8 is a rail face.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the technical solutions of the present invention will be clearly and completely described below with reference to the specific embodiments of the present invention and the accompanying drawings. It is to be understood that the described embodiments are merely exemplary of the invention, and not restrictive of the full scope of the invention. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
The technical solutions provided by the embodiments of the present invention are described in detail below with reference to the accompanying drawings.
Example 1
A construction method for penetrating the existing tunnel under a large-section flat-top straight-wall type tunnel is disclosed, please refer to FIG. 1, the large-section flat-top straight wall is divided into an upper chamber and a lower chamber, the upper chamber and the lower chamber are set to be a grouping structure comprising three chambers in each group, then step construction is carried out, each step is staggered by a preset distance for excavation, the distance is preset by single-cycle footage, each step is firstly sealed into a ring and staggered by a preset safety distance, and finally the steps are connected into an integral sealed ring, comprising the following steps,
please refer to fig. 2, in the first step, a retreating deep hole grouting process is adopted to reinforce the stratum, then the soil body of the first chamber 1 on the rightmost side of the upper layer is excavated, the steps of the upper chamber and the lower chamber are staggered by a preset distance, and construction is performed to serve as primary support, so that the primary support structure of the first chamber 1 is closed into a ring;
referring to fig. 3, in a second step, after the first cavern 1 is advanced to a preset distance, step-type construction is carried out to excavate the rightmost second cavern 2 of the lower layer, steps of the upper-layer cavern and the lower-layer cavern are staggered by the preset distance, and primary support is carried out during construction, so that a primary support structure of the second cavern 2 is closed into a ring;
please refer to fig. 4, in the third step, after the second cavern 2 is extended to a preset distance, step-type construction is carried out to excavate the leftmost third cavern 3 on the upper layer, steps of the cavern on the upper layer and the cavern on the lower layer are staggered by the preset distance, and construction is carried out to be used as primary support, so that the primary support structure of the third cavern 3 is closed into a ring;
please refer to fig. 5, the fourth step, after the third chamber 3 is advanced to a preset distance, step construction is carried out to excavate the leftmost fourth chamber 4 of the lower layer, the steps of the upper chamber and the lower chamber are staggered by the preset distance, and construction is carried out to be primary support, so that the primary support structure of the fourth chamber 4 is closed into a ring;
referring to fig. 6, in the fifth step, after the primary support of the first cavern 1 and the second cavern 2 is penetrated, a right cavern inner bottom plate 101 of the first cavern 1 and the second cavern 2 is constructed, a left cavern support frame 102 is erected, and a right side wall 103 and a right top plate 104 are constructed;
referring to fig. 7, in the sixth step, after the primary supports of the third cavern 3 and the fourth cavern 4 are penetrated, a left cavern inner bottom plate 301 of the third cavern 3 and the fourth cavern 4 is constructed, a right cavern support frame 302 is erected, and a left side wall 303 and a left top plate 304 are constructed;
referring to fig. 8, in the seventh step, a right hall support frame 102 and a left hall support frame 302 in a first hall 1, a second hall 2, a third hall 3 and a fourth hall 4 are reserved, a fifth hall 5 between the first hall 1 and the third hall 3 is excavated in a stepped manner, steps of the upper hall and the lower hall are staggered by a preset distance, a primary temporary inverted arch structure is constructed, and the primary temporary inverted arch structure is closed into a ring;
please refer to fig. 9, eighth, after the fifth cavern 5 is advanced to a preset distance, step-type construction is performed to excavate a sixth cavern 6 between the second cavern 2 and the fourth cavern 4 at the lower layer, steps of the cavern at the upper layer and the cavern at the lower layer are staggered by the preset distance, a primary temporary inverted arch structure is constructed, and the primary temporary inverted arch structure is closed into a ring;
referring to fig. 10, in the ninth step, after the primary temporary inverted arch structures of the fifth cavern 5 and the sixth cavern 6 are penetrated, a mid-cavern bottom plate 501 and a mid-partition wall 502 in the fifth cavern 5 and the sixth cavern 6 are constructed in sections, and a mid-full supporting frame 503 and a mid-full supporting plate 504 are erected.
Please refer to fig. 11, step ten, after the middle roof 504 of the fifth cavern 5 and the sixth cavern 6 is constructed, when the strength of the concrete reaches the preset requirement, the right hall support frame 102, the left hall support frame 302 and the full hall support frame 503 are removed; referring to fig. 12, completing the construction of a group of upper and lower chambers;
it should be noted that, when the caverns at the upper layer and the caverns at the lower layer are respectively arranged in more than two groups, the construction process further includes a tenth step, that is, the first step to the tenth step are repeated until the construction of the caverns at the upper layer and the caverns at the lower layer of each group is completed.
In fig. 1, 8 is a rail surface.
Example 2
A construction method for a large-section flat-top straight-wall tunnel to penetrate through an existing tunnel is similar to that in embodiment 1, except that step construction is carried out, and when each step is staggered by a preset distance to carry out excavation, single-cycle footage comprises the following steps: firstly, digging soil, then installing a grid steel frame, and then spraying concrete.
Further, the excavation distance of the single-cycle footage may be 0.5 m.
Example 3
A construction method for a large-section flat-top straight-wall tunnel to penetrate through an existing tunnel, which is similar to embodiment 1 or embodiment 2, except that in the first step, the retreating type deep-hole grouting process comprises the following steps: the method comprises the steps that a drill rod is drilled into a soil body through a drilling machine, after the drill rod is drilled to a preset depth, the drill rod is withdrawn from the soil body, and in the withdrawing process, slurry is input through the drill rod by a grouting pump, flows out from the head of the drill rod and is injected into the soil body, and the soil body is reinforced.
Further, the drill rod may be a hollow tube.
Further, the slurry is a cement and water glass two-fluid slurry.
Further, when drilling, water is pressed into the drill rod, so that the drill rod drills, after the drill rod drills to a preset depth, cement and water glass double-liquid slurry is injected into the hollow pipe along with the pulling-out of the drill rod.
Furthermore, the length of the double-liquid grout injected in each cycle is 12m, the excavation distance is 10m, and 3m of soil body is reserved to serve as a grout stopping wall.
Further, the diffusion radius of the double-fluid slurry is 750 mm.
Further, grouting holes 701 may be provided on the tunnel face 7 of the cavern.
Further, the number of the injection holes 701 is at least two, and the distance between two adjacent injection holes 701 is 0.5 m. For example, the grouting holes 701 are evenly distributed on the tunnel face and constitute a ring-shaped structure.
Further, the number of the ring structures formed by the grouting holes 701 may be at least two.
Further, the interval between the adjacent ring structures of the grouting holes 701 may be 500 mm.
Further, the grouting holes 701 of the ring structure at the outermost layer may be inclined holes.
Further, the inclination angles of the grouting holes 701 of the outermost ring structures may be different.
Example 4
A construction method for a large-section flat-top straight-wall tunnel to pass through an existing tunnel, which is similar to any of the above embodiments, except that in the first step, the parameters of the retreating type deep-hole grouting process are as follows: the single-liquid cement slurry is ordinary Portland cement of PO 42.5; the water-cement ratio W to C is 1:1 by weight; diluting water glass: the water glass adopts water glass stock solution with 40 Baume degrees and is diluted into water glass solution with 20 Baume degrees; the volume ratio of the cement paste to the water glass is 1: 0.6; the grouting pressure is 0.3-0.5 MPa.
Further, in the first step, in the process of the retreating type deep hole grouting process, full-section deep hole grouting is performed on the left side and the right side of the flat-top straight wall excavation surface and the position of the lower side of the excavation surface, which is 3m away from the excavation contour line, and 2m away from the excavation contour line, marking is performed on the tunnel face 7 before grouting according to the position requirement of the grouting hole 701, and then the drilling machine is used for drilling to a preset depth, and then the cement water glass double-liquid slurry is retreated from the hollow drill rod.
Further, the drilling rig is a double pipe drilling rig.
And further performing step construction, wherein when each step is staggered by a preset distance for excavation, the staggered preset distance of the steps of the upper-layer cavern and the lower-layer cavern is 3-5 m.
And step construction can be further carried out, and when each step is staggered by a preset distance for excavation, the preset distance of the single-cycle footage is 0.5 m.
In the second step, the third step, the fourth step and the eighth step, the preset distance for the first cavern 1, the second cavern 2 and the fifth cavern 5 to go forward is 6-8 m.
Example 5
A construction method for a large-section flat-top straight-wall tunnel to pass through an existing tunnel, which is similar to any of the above embodiments, except that the steps of implementing the right hall supporting frame 102, the left hall supporting frame 302 and the full hall supporting frame 503 are as follows,
firstly, after the construction of a right hole inner bottom plate 101 in a first hole 1 and a second hole 2 and a left hole inner bottom plate 301 in a third hole 3 and a fourth hole 4 is completed, a fastener type right hall support frame 102 and a left hall support frame 302 are erected in the first hole 1, the second hole 2, the third hole 3 and the fourth hole 4 by adopting steel pipes, and a right side wall 103, a right top plate 104, a left side wall 303 and a left top plate 304 are constructed at the same time, so that secondary lining in the first hole 1, the second hole 2, the third hole 3 and the fourth hole 4 forms a C-shaped structure, and the right hall support frame 102 and the left hall support frame 302 are reserved;
secondly, after the construction of the bottom plate 501 and the middle partition wall 502 in the middle holes in the fifth cavity 5 and the sixth cavity 6 is finished, erecting fastener type middle full hall supporting frames 503 in the fifth cavity 5 and the sixth cavity 6 through steel pipes, and constructing a middle top plate 504 to enable the whole secondary lining structure to form a closed rectangular structure;
thirdly, after the middle top plates 504 of the fifth cavern 5 and the sixth cavern 6 reach the preset strength, the middle full hall supporting frame 503 is dismantled.
Further, the steel pipe may have a diameter of 48.3cm and a length of 3.6 m.
Further, the right hall support 102, the left hall support 302, and the full hall support 503 may comprise uprights.
Further, the distance between the vertical rods is 0.75 × 0.75 m. The spacing refers to the lateral distance between adjacent uprights.
Further, the step pitch of the vertical rods is 0.6 m. The step distance refers to the longitudinal distance between adjacent vertical rods.
Example 6
The construction method for penetrating the existing tunnel under the large-section flat-top straight-wall tunnel is similar to any one of the embodiments, and is different in that the primary support structure comprises a steel frame, a foot-locking anchor pipe and cement paste, the steel frame is arranged in the tunnel chamber, the foot-locking anchor pipe is arranged at the joint of an upper step and a lower step of the tunnel chamber arch frame and a temporary inverted arch, and the cement paste is poured in the foot-locking anchor pipe.
Further, the steel frame is a grid steel frame.
Further, the distance between the steel frames is 0.5 m.
Further, the steel frame is a longitudinal connecting rib.
Further, the circumferential distance of the steel frame is 1 m.
Further, the steel frames are distributed in a staggered mode from inside to outside.
Further, the number of the locking anchor pipes at the junction of the upper step and the lower step of each arch of the cavern and at the junction of each temporary inverted arch is two.
Further, the diameter of the locking pin anchor tube is 42 cm.
Further, the length of the locking pin anchor tube is 2 m.
Concrete may be further sprayed on the junction of the upper and lower steps of the arch of the cavern, the temporary inverted arch, and the intermediate wall 502.
Further, the strength of the concrete sprayed on the junction between the upper and lower steps of the arch of the cavern, the temporary inverted arch and the intermediate wall 502 may be C25.
Further, the thickness of the concrete sprayed on the junction of the upper and lower steps of the arch of the cavern, the temporary inverted arch and the intermediate wall 502 may be 300 mm.
Furthermore, reinforcing mesh sheets are distributed on all the sections of the tunnel along the arch frame of the chamber.
Further, the steel mesh is a double-layer steel mesh.
Further, the length and the width of the steel mesh sheet are 150 mm.
Further, the diameter of the steel bar mesh is 6 mm.
The above description is only an example of the present application and is not intended to limit the present application. Various modifications and changes may occur to those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the scope of the claims of the present application.
Claims (10)
1. A construction method for penetrating the existing tunnel under a large-section flat-top straight-wall type tunnel is characterized in that the large-section flat-top straight wall is divided into an upper-layer chamber and a lower-layer chamber, the upper-layer chamber and the lower-layer chamber are set to be of a grouping structure comprising three chambers in each group, then step construction is carried out, each step is staggered by a preset distance for excavation, the steps are singly sealed into a ring and staggered by a preset safety distance, and finally the steps are connected into an integral closed ring,
the method comprises the steps of firstly, reinforcing a stratum by adopting a retreating type deep hole grouting process, excavating a soil body of a first chamber (1) on the rightmost side of an upper layer, staggering steps of the chambers on the upper layer and the chambers on a lower layer by a preset distance, and constructing to be used as primary support so that a primary support structure of the first chamber (1) is closed into a ring;
secondly, after the first cavern (1) is advanced to a preset distance, step-type construction is carried out to excavate the rightmost second cavern (2) of the lower layer, steps of the cavern of the upper layer and the cavern of the lower layer are staggered by the preset distance, and primary support is carried out during construction, so that a primary support structure of the second cavern (2) is closed into a ring;
step construction is carried out to excavate the leftmost third cavern (3) on the upper layer after the second cavern (2) is advanced to a preset distance, steps of the cavern on the upper layer and the cavern on the lower layer are staggered by the preset distance, primary support is carried out during construction, and a primary support structure of the third cavern (3) is closed to form a ring;
fourthly, after the third chamber (3) is advanced to a preset distance, step construction is carried out to excavate the leftmost fourth chamber (4) of the lower layer, steps of the upper chamber and the lower chamber are staggered by the preset distance, primary support is carried out during construction, and a primary support structure of the fourth chamber (4) is closed into a ring;
fifthly, constructing a right tunnel inner bottom plate (101) of the first tunnel (1) and the second tunnel (2), erecting a left hall support frame (102), and constructing a right side wall (103) and a right top plate (104) after the first tunnel (1) and the second tunnel (2) are initially supported and communicated;
sixthly, constructing a left tunnel inner bottom plate (301) of the third tunnel (3) and the fourth tunnel (4), erecting a right hall support frame (302), and constructing a left side wall (303) and a left top plate (304) after the third tunnel (3) and the fourth tunnel (4) are initially supported and communicated;
seventhly, reserving a right hall support frame (102) and a left hall support frame (302) in the first chamber (1), the second chamber (2), the third chamber (3) and the fourth chamber (4), excavating a fifth chamber (5) between the first chamber (1) and the third chamber (3) in a step-by-step manner, staggering the steps of the upper chamber and the lower chamber for a preset distance, constructing a primary temporary inverted arch structure, and sealing the primary temporary inverted arch structure into a ring;
eighthly, after the fifth chamber (5) is advanced to a preset distance, step-type construction is carried out to excavate a sixth chamber (6) between the second chamber (2) and the fourth chamber (4) on the lower layer, steps of the upper chamber and the lower chamber are staggered by the preset distance, a primary temporary inverted arch structure is constructed, and the primary temporary inverted arch structure is closed into a ring;
ninthly, after the primary temporary inverted arch structures of the fifth cavern (5) and the sixth cavern (6) are communicated, constructing a middle cavern inner bottom plate (501) and a partition wall (502) in the fifth cavern (5) and the sixth cavern (6) in a subsection mode, and building a middle full cavern support frame (503) and a construction middle top plate (504);
tenth, after the middle top plates (504) of the fifth cavern (5) and the sixth cavern (6) are constructed, when the strength of concrete reaches a preset requirement, the right hall support frame (102), the left hall support frame (302) and the middle full hall support frame (503) are removed; and finishing the construction of the upper chamber and the lower chamber of the group.
2. The construction method of the large-section flat-top straight-wall tunnel according to claim 1, wherein step construction is performed, and when each step is excavated while being staggered by a preset distance, the single-cycle footage comprises the following steps: firstly, digging soil, then installing a grid steel frame, and then spraying concrete.
3. The construction method for penetrating the existing tunnel under the large-section flat-top straight-wall tunnel according to claim 1, wherein in the first step, the retreating type deep hole grouting process comprises the following steps: the method comprises the steps that a drill rod is drilled into a soil body through a drilling machine, after the drill rod is drilled to a preset depth, the drill rod is withdrawn from the soil body, and in the withdrawing process, slurry is input through the drill rod by a grouting pump, flows out from the head of the drill rod and is injected into the soil body, and the soil body is reinforced.
4. The construction method of the large-section flat-top straight-wall tunnel for penetrating the existing tunnel downwards as claimed in claim 3, wherein the drill rod is a hollow tube, and the slurry is cement and water glass double-liquid slurry.
5. The construction method for penetrating the existing tunnel under the large-section flat-top straight-wall tunnel according to claim 4, wherein during drilling, water is pressed into the drill rod, so that the drill rod drills, after the drill rod is drilled to a preset depth, and cement and water glass double-liquid slurry is injected into the hollow pipe along with the pulling-out of the drill rod.
6. The construction method of the large-section flat-top straight-wall tunnel for penetrating the existing tunnel according to claim 5, wherein the tunnel face (7) of the chamber is provided with grouting holes (701).
7. The construction method of the large-section flat-top straight-wall tunnel for penetrating the existing tunnel according to claim 6, wherein the number of the grouting holes (701) is at least two, and the distance between two adjacent grouting holes (701) is 0.5 m.
8. The method for constructing the large-section flat-top straight-wall tunnel according to claim 7, wherein the grouting holes (701) of the ring structure at the outermost layer are inclined holes.
9. The construction method for penetrating the existing tunnel under the large-section flat-top straight-wall tunnel according to claim 8, characterized in that in the first step, in the retreating type deep-hole grouting process, full-section deep-hole grouting is performed on the left side and the right side of the flat-top straight-wall excavation face and the positions 3m and 2m on the lower side of the flat-top straight-wall excavation face and the positions 2m on the left side and the right side of the excavation face and the positions outside the excavation contour lines, marking is performed on the tunnel face (7) according to the position requirements of the grouting holes (701) before grouting, drilling is performed through the drilling machine to a preset depth, and then retreating type grouting of the cement-water-glass double-fluid slurry is.
10. The method of constructing a large-section flat-top straight-wall tunnel according to claim 1, wherein the preliminary bracing structure comprises steel frames, anchor pipes for locking legs, and cement grout, the steel frames are disposed in the tunnel, the anchor pipes for locking legs are installed at the junctions of the upper and lower steps of the arch frame of the tunnel and the temporary inverted arch, and the cement grout is poured into the anchor pipes for locking legs.
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