CN112879016A - Construction method of tunnel with upper soft and lower hard strata - Google Patents
Construction method of tunnel with upper soft and lower hard strata Download PDFInfo
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- CN112879016A CN112879016A CN202110118478.4A CN202110118478A CN112879016A CN 112879016 A CN112879016 A CN 112879016A CN 202110118478 A CN202110118478 A CN 202110118478A CN 112879016 A CN112879016 A CN 112879016A
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- 238000010276 construction Methods 0.000 title claims abstract description 75
- 238000009412 basement excavation Methods 0.000 claims abstract description 100
- 239000011435 rock Substances 0.000 claims abstract description 42
- 238000005422 blasting Methods 0.000 claims abstract description 15
- 238000000034 method Methods 0.000 claims description 25
- 239000004567 concrete Substances 0.000 claims description 17
- 239000002689 soil Substances 0.000 claims description 13
- 238000003491 array Methods 0.000 claims description 12
- 230000002787 reinforcement Effects 0.000 claims description 9
- 230000002093 peripheral effect Effects 0.000 claims description 7
- 238000005507 spraying Methods 0.000 claims description 7
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 6
- 230000005641 tunneling Effects 0.000 claims description 5
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000001514 detection method Methods 0.000 claims description 3
- 238000009415 formwork Methods 0.000 claims description 3
- 229910000831 Steel Inorganic materials 0.000 description 11
- 239000010959 steel Substances 0.000 description 11
- 238000010586 diagram Methods 0.000 description 7
- 239000010410 layer Substances 0.000 description 7
- 238000005553 drilling Methods 0.000 description 6
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 6
- 238000005192 partition Methods 0.000 description 4
- 239000002002 slurry Substances 0.000 description 3
- 230000015572 biosynthetic process Effects 0.000 description 2
- 238000005516 engineering process Methods 0.000 description 2
- 239000007789 gas Substances 0.000 description 2
- 238000007789 sealing Methods 0.000 description 2
- 239000011378 shotcrete Substances 0.000 description 2
- -1 broken stratums Substances 0.000 description 1
- 235000019994 cava Nutrition 0.000 description 1
- 239000004568 cement Substances 0.000 description 1
- 239000003245 coal Substances 0.000 description 1
- 238000007596 consolidation process Methods 0.000 description 1
- 238000013213 extrapolation Methods 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- 239000011229 interlayer Substances 0.000 description 1
- 239000000463 material Substances 0.000 description 1
- 239000002893 slag 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
- E21D9/04—Driving tunnels or galleries through loose materials; Apparatus therefor not otherwise provided for
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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
- E21D11/006—Lining anchored in the rock
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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
- E21D11/04—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
- E21D11/107—Reinforcing elements therefor; Holders for the reinforcing elements
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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
- E21D20/00—Setting anchoring-bolts
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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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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention relates to a construction method of a tunnel with a soft upper layer and a hard lower layer, which is characterized in that when the tunnel is excavated, the section of the tunnel is divided into a first area, a second area, a third area and a fourth area, and the first area, the second area, the third area and the fourth area are constructed in sequence and circularly according to the excavation footage. When the excavation construction of each area is carried out, advance support work is firstly carried out, then the excavation work is carried out, and after the excavation footage is reached, the closed support of the current excavation footage of the area is carried out; and circularly carrying out excavation construction of each area until the excavation work of the tunnel is finished. And after the excavation work is finished, removing the middle bulkhead arch frame and the overhead arch frame which are positioned in the middle, and then performing lining work. The construction method of the tunnel with the upper soft and the lower hard strata can reduce the disturbance of blasting to surrounding rock masses and supporting structures to the maximum extent, and is high in excavation efficiency and low in construction cost.
Description
Technical Field
The invention relates to the technical field of tunnel and tunnel construction, in particular to a construction method of a tunnel with a soft upper layer and a hard lower layer.
Background
The surrounding rock refers to a rock mass which affects the stability of a tunnel body within a certain range around the tunnel, in the process of excavating construction of a large-section tunnel/road under the geological conditions of weak and broken surrounding rocks such as IV and V-type surrounding rocks, strong support should be timely carried out after excavation to stabilize the surrounding rocks and reduce the disturbance of the surrounding rocks, but aiming at the conditions of the integral IV and V-type surrounding rocks, the upper layer is a loose artificial backfill soil stratum, and the lower layer is a special geological condition of a soft and hard mutual layer section of harder weak weathering bedrock, in order to reduce the disturbance to the upper part loose stratum, the construction efficiency is low when the lower part of the harder rock layer is mechanically excavated, the progress is slow, and the cost is high. And the construction technology of full-section or integral up-down drilling and blasting construction is adopted, so that the disturbance on surrounding rocks is large, the construction risk is high, the integral weak surrounding rocks cannot be effectively supported, and the collapse of the tunnel/road is easily caused.
Disclosure of Invention
The invention aims to solve the technical problem of providing a construction method of a tunnel in a soft upper hard stratum and a hard lower hard stratum, which can reduce the disturbance of blasting on surrounding rock masses and supporting structures to the maximum extent, has high excavation efficiency and low construction cost.
The technical scheme adopted by the invention for solving the problems is as follows: a construction method of a tunnel with a soft upper part and a hard lower part is characterized in that: when the tunnel excavation work is carried out, the section of the tunnel is divided into a first area and a second area which are positioned on the left side and the right side of the upper part, and a third area and a fourth area which are positioned on the left side and the right side of the lower part; according to the excavation footage, circularly constructing a first area, a second area, a third area and a fourth area in sequence;
when the excavation construction of each area is carried out, advance support work is firstly carried out, then excavation work is carried out, after the excavation footage is reached, the excavation surface and the tunnel face of the area are sealed by primary concrete spraying, then a tunnel arch centering and a middle bulkhead arch centering of the adjacent area are erected, an anchor rod of the area is arranged, and a net is hung on the tunnel arch centering and the middle bulkhead arch centering and concrete is sprayed again to cover the tunnel arch centering; then cleaning soil at the bottom of the area, erecting an inverted arch frame at the bottom of the area, and spraying concrete to the inverted arch frame after a foot locking anchor rod is arranged, so as to complete the closed support of the current excavation footage of the area; the excavation construction of each area is circularly carried out until the excavation work of the tunnel is finished;
after the excavation work is finished, the middle bulkhead arch frame and the overhead arch frame which are positioned in the middle are removed, trowelling processing is carried out on the excavation base surface of the tunnel, then processing is carried out on the bottom inverted arch base surface, bottom plate reinforcing steel bars are bound on the inverted arch base surface, bottom plate concrete is poured to finish bottom plate lining, then side walls and arch reinforcing steel bars are bound on the excavation base surface of the tunnel, concrete of the side walls and the arch is poured after formwork erecting work is carried out, and lining work of the side walls and the arch is finished.
In order to ensure the construction safety, when the excavation work of the first area and the second area is carried out, the excavation work is carried out by adopting a mode of reserving core soil.
In order to improve the firmness of surrounding rocks and improve the construction safety, aiming at a first area and a second area with loose and broken soil, the advanced grouting is firstly carried out before the tunnel face is excavated under the working condition that the surrounding rock strength is lower than the set strength, and the excavation work of the tunnel face is carried out after the surrounding rocks are subjected to the advanced grouting reinforcement.
In a safe and efficient manner, when excavation work of the third area and the fourth area is performed, excavation is performed on the upper steps and the lower steps of each area.
Preferably, when the excavation work of the third area and the fourth area is performed, the excavation work is performed on the upper step and the lower step by adopting a weak blasting method, and in the weak blasting process, the blasthole is far away from the arch center position of the arch part of the tunnel.
Preferably, a plurality of annularly distributed blasthole arrays are concentrically arranged for the upper step areas of the third area and the fourth area;
and aiming at the lower step areas of the third area and the fourth area, peripheral blast hole arrays distributed annularly are arranged along the periphery of the blasting area, and at least two linear blast hole arrays distributed linearly are arranged in the inner area of the peripheral blast hole arrays along the width direction.
Preferably, the method comprises the following steps
S1, performing advanced geological detection on the tunnel construction site, and further acquiring geological information of the tunnel construction site;
s2, performing advanced grouting reinforcement on surrounding rocks of the tunnel construction area;
s3, performing arch sheathing construction and large pipe shed construction in the tunnel entrance area;
s4, before tunnel excavation, driving a plurality of small guide pipes distributed along the excavation contour line into the rock stratum in the tunneling direction along the excavation contour line, fixing the tail ends of the small guide pipes on the cover arches, and grouting the small guide pipes to reinforce the surrounding rock;
s5, according to the excavation footage, sequentially and circularly carrying out excavation construction on the first area, the second area, the third area and the fourth area, and further completing excavation work of the tunnel;
s6, dismantling temporary supporting structures such as a middle bulkhead arch frame and an inverted arch frame in the middle;
s7, lining a bottom plate of the tunnel;
and S8, performing side wall and arch lining work of the tunnel.
In order to further ensure the construction safety, in the process of carrying out circulating excavation construction on the first area, the second area, the third area and the fourth area, the pit guiding depths of the first area, the second area, the third area and the fourth area are different, and the pit guiding depths of the first area and the second area are greater than the pit guiding depths of the third area and the fourth area.
Compared with the prior art, the invention has the advantages that: according to the construction method of the tunnel in the upper soft and lower hard stratum, the section of the tunnel is divided into a plurality of small partitions, short-cycle excavation construction is carried out on each small partition, strong support can be carried out on each area in time, support and concrete sealing can be carried out in time after excavation of each area, so that the support can be divided into partitions along with excavation and support, the deformation of surrounding rock can be effectively controlled, the construction safety is ensured, the tunnel can be quickly constructed in a stable state, the construction risk is small, and the construction efficiency is high.
Drawings
Fig. 1 is a state diagram of arch sheathing construction and large pipe shed construction performed in a tunnel portal area in the embodiment of the invention.
Fig. 2 is a construction site view of fig. 1.
FIG. 3 is a sectional view of a tunnel according to an embodiment of the present invention.
Fig. 4 is a diagram of the working process of tunnel excavation in the embodiment of the invention.
Fig. 5 is a diagram of the excavation state of the tunnel in the embodiment of the invention.
Fig. 6 is a reserved center construction site diagram of a first area and a second area of a tunnel in the embodiment of the invention.
FIG. 7 is a field diagram of the excavation construction of the upper and lower steps of the third and fourth areas of the tunnel according to the embodiment of the present invention.
FIG. 8 is a schematic diagram of a shot hole array distribution diagram for a third area and a fourth area of a tunnel according to an embodiment of the present invention.
Detailed Description
The invention is described in further detail below with reference to the accompanying examples.
The construction method of the tunnel with the upper soft and the lower hard strata in the embodiment can be applied to construction of various tunnels, and is particularly suitable for the process of excavating and constructing the large-section tunnel/road under the geological conditions of soft and broken surrounding rocks such as IV and V type surrounding rocks.
The construction method of the tunnel with the upper soft and the lower hard stratum comprises the following steps.
And S1, carrying out advanced geological detection on the tunnel construction site, and further acquiring geological information of the tunnel construction site.
For example, geological information in front of the tunnel excavation surface can be actively acquired through drilling and geophysical prospecting means, and the position, scale and property of a bad section in front of the excavation surface can be forecasted. The method provides guidance for further construction, adopts corresponding technology and safety measures as soon as possible, avoids geological disasters such as water burst, gas outburst, rock burst, large deformation and the like in the construction process, and ensures the safe and smooth construction. Advanced geological forecasts should include, but are not limited to, the following:
1) the lithology of the formation; the forecasting is performed mainly on weak interlayers, broken stratums, coal beds, special rock and soil and the like.
2) A geological formation; the method is mainly used for forecasting the structural development conditions of faults, joint dense zones, fold axes and the like which influence the integrity of the rock mass.
3) Poor geology; especially forecasting the development conditions of karst caves, underground rivers, artificial pits, radioactivity, harmful gases, high ground stress and the like.
4) Ground water; especially forecasting the conditions of karst pipeline water, water-rich faults, water-rich fold axes, water-rich strata and the like.
And S2, performing advanced grouting reinforcement on surrounding rocks of the tunnel construction area.
Specifically, before construction, firstly, advanced grouting reinforcement is carried out on loose strata such as an upper backfill soil layer, namely, slurry is utilized to fully fill soil body gaps for consolidation, the strength of surrounding rocks is guaranteed to meet requirements, the stability of the surrounding rocks is guaranteed, and further the construction safety in the later period is guaranteed. During the advanced grouting reinforcement construction, a drilling machine can be used for drilling in clear water to reach the depth of 12 meters, and a double-hydraulic grouting pump is used for grouting, wherein the grouting pressure of the double-hydraulic grouting pump is stabilized at 1 MPa.
S3, as shown in fig. 1 and 2, performing arch sheathing construction and large pipe shed construction in the tunnel entrance area.
And (4) carrying out arch protection foundation treatment according to geological conditions so as to ensure the stability of the arch protection foundation. And (5) performing arch sheathing and large pipe shed construction on the arch protection foundation. Specifically, the cover arch is made of C20 concrete, 2I 20 steel frames are arranged in the cover arch, the distance between the two steel frames is 80cm, and all units of the steel frames are formed by connecting steel plates. The length of the cover arch in the tunneling direction is 1 meter in the embodiment.
The large pipe shed is made of hot rolled seamless steel pipes with the diameter of 108mm and the wall thickness of 6mm, and the ends of the steel pipes are welded on the cover arches and extend towards the tunneling direction of the tunnel. The circumferential spacing of these steel pipes was 0.4m, the extrapolation angle was 1 °. And drilling grouting holes with the aperture of 10mm on the peripheral wall of the steel pipe, and installing a steel reinforcement cage in the steel pipe. The grouting material adopts cement slurry, and the slurry mixing proportion and the grouting pressure are properly adjusted according to the specific construction conditions on site.
S4, before the tunnel is excavated, a plurality of small guide pipes distributed along the excavation contour line are driven into the rock stratum along the excavation contour line in the tunneling direction, namely, the small guide pipes are distributed along the contour line of the tunnel, the tail ends of the small guide pipes are fixed on the cover arches, and the small guide pipes are grouted to reinforce the surrounding rock.
Through the steps, the rigidity of the small guide pipe is increased, the loose surrounding rock in front is consolidated, the self bearing capacity of the surrounding rock is improved, and the surrounding rock is effectively restrained from loosening and collapsing within a certain time after excavation. In the embodiment, the small guide pipes are hot-rolled seamless steel pipes with the outer diameter of 38-50 mm and the length of 3.5-5.0 m, the camber angle of each small guide pipe is about 10-12 degrees, the longitudinal lap joint length of the small guide pipes on the cover arch is not less than 100cm, and the grouting pressure for the small guide pipes is 0.5-2 MPa.
S5, as shown in fig. 3 and 4, when the tunnel excavation work is performed, the tunnel section is divided into a first area and a second area located on the upper left and right sides, and a third area and a fourth area located on the lower left and right sides. For convenience of description, in the present embodiment, an upper left region is defined as a first region, an upper right region is defined as a second region, a lower left region is defined as a third region, and a lower right region is defined as a fourth region. And according to the excavation footage, circularly performing the construction of the first area, the second area, the third area and the fourth area in sequence, and further completing the excavation work of the tunnel. In the embodiment, the excavation footage of each area is controlled to be 1-1.5 m, and when surrounding rocks are seriously crushed, the excavation footage can be reduced to 1 m.
Specifically, when the upper step portion of the opening is constructed to the position flush with the bottom surfaces of the first region and the second region, the excavation work is started, and the excavation work of the first region may be performed first, and then the excavation work of the second region, the third region, and the fourth region may be performed in sequence.
When excavation work is performed in each area, support work is performed in the area, and the specific support means may be various support means in the prior art. And then, excavating the area, sealing the excavating surface and the tunnel face of the area by the primary sprayed concrete after the excavation footage is reached, setting the thickness of the primary sprayed concrete to be 5cm, erecting an arch frame of the arch part of the tunnel and an arch frame of a middle partition wall of the adjacent area, and drilling an anchor rod of the area. And then, hanging nets on the arch centering of the arch part of the tunnel and the arch centering of the middle bulkhead and spraying concrete again to cover the arch centering of the arch part of the tunnel. And then cleaning soil at the bottom of the area, erecting an inverted arch frame at the bottom of the area, spraying concrete to the inverted arch frame after a foot locking anchor rod is arranged, and further completing closed support of the current excavation footage of the area, thus forming primary support.
And circularly carrying out excavation construction of each area until the excavation work of the tunnel is finished. As shown in fig. 5, in the process of performing the circular excavation construction of the first area, the second area, the third area and the fourth area, the pit guide depths of the first area, the second area, the third area and the fourth area are different, and the pit guide depths of the first area and the second area are greater than the pit guide depths of the third area and the fourth area. In the embodiment, the pit depths of the first region, the second region, the third region and the fourth region are A, B, C, D respectively, wherein A > B > C > D, and the distance between two adjacent pit depths is 3 m-15 m.
In addition, in the present embodiment, as shown in fig. 6, when excavation work of the first area and the second area is performed, excavation work is performed by reserving core soil. And before the excavation work of the first area and the second area is carried out, aiming at the conditions of loose and broken soil, under the working condition that the intensity of the surrounding rock is lower than the set intensity, the advanced grouting is firstly carried out before the excavation of the tunnel faces of the first area and the second area, and the excavation work of the tunnel faces is carried out after the advanced grouting reinforcement is carried out on the surrounding rock.
As shown in fig. 7, when the excavation work for the third area and the fourth area is performed, the excavation is performed for each area by dividing the area into upper and lower steps. The length of the step between the upper step and the lower step is controlled within 3-5 m. During specific construction, the length of the step can be properly adjusted according to actual construction conditions so as to facilitate slag discharge and outward transportation.
In this embodiment, when the excavation of the upper step and the lower step of the third area and the fourth area are performed, the excavation is performed by using a weak blasting method, and in the weak blasting process, the blastholes are far away from the arch of the tunnel arch. As shown in fig. 8, when the weak blasting operation is performed, a plurality of annularly distributed blast hole arrays are concentrically arranged with respect to the upper step areas of the third area and the fourth area. And aiming at the lower step areas of the third area and the fourth area, peripheral blast hole arrays distributed annularly are arranged along the periphery of the blasting area, and at least two linear blast hole arrays distributed linearly are arranged in the inner area of the peripheral blast hole arrays along the width direction. The setting of blasting parameters in specific operations can be designed according to the existing blasting theory.
After the current excavation footage construction of the current region is finished, primary concrete spraying construction and primary supporting are carried out on surrounding rocks according to the surrounding rock conditions.
And S6, after the excavation work is finished, dismantling the temporary supporting structures of a middle bulkhead arch frame and an inverted arch frame in the middle, wherein the middle bulkhead arch frame comprises a middle bulkhead arch frame erected in the construction process of a first area, a second area, a third area and a fourth area, and the inverted arch frame mainly refers to an inverted arch frame erected in the construction process of the first area and the second area.
And after the tunnel is dismantled, screeding the excavated base surface of the tunnel so as to facilitate subsequent lining construction.
And S7, processing the inverted arch base surface of the bottom, binding the reinforcing steel bars of the bottom plate on the inverted arch base surface, and pouring bottom plate concrete to finish the lining work of the bottom plate.
S8, binding side walls and arch reinforcing steel bars aiming at the excavation base plane of the tunnel, pouring side walls and arch concrete after formwork erecting work is carried out, and then finishing lining work of the side walls and the arch.
Claims (8)
1. A construction method of a tunnel with a soft upper part and a hard lower part is characterized in that: when the tunnel excavation work is carried out, the section of the tunnel is divided into a first area and a second area which are positioned on the left side and the right side of the upper part, and a third area and a fourth area which are positioned on the left side and the right side of the lower part; according to the excavation footage, circularly constructing a first area, a second area, a third area and a fourth area in sequence;
when the excavation construction of each area is carried out, advance support work is firstly carried out, then excavation work is carried out, after the excavation footage is reached, the excavation surface and the tunnel face of the area are sealed by primary concrete spraying, then a tunnel arch centering and a middle bulkhead arch centering of the adjacent area are erected, an anchor rod of the area is arranged, and a net is hung on the tunnel arch centering and the middle bulkhead arch centering and concrete is sprayed again to cover the tunnel arch centering; then cleaning soil at the bottom of the area, erecting an inverted arch frame at the bottom of the area, and spraying concrete to the inverted arch frame after a foot locking anchor rod is arranged, so as to complete the closed support of the current excavation footage of the area; the excavation construction of each area is circularly carried out until the excavation work of the tunnel is finished;
after the excavation work is finished, the middle bulkhead arch frame and the overhead arch frame which are positioned in the middle are removed, trowelling processing is carried out on the excavation base surface of the tunnel, then processing is carried out on the bottom inverted arch base surface, bottom plate reinforcing steel bars are bound on the inverted arch base surface, bottom plate concrete is poured to finish bottom plate lining, then side walls and arch reinforcing steel bars are bound on the excavation base surface of the tunnel, concrete of the side walls and the arch is poured after formwork erecting work is carried out, and lining work of the side walls and the arch is finished.
2. The method for constructing a tunnel in a soft upper and hard lower stratum according to claim 1, wherein: when the excavation work of the first area and the second area is carried out, the excavation work is carried out by adopting a mode of reserving core soil.
3. The method for constructing a tunnel in a soft upper and hard lower stratum according to claim 2, wherein: aiming at a first area and a second area with loose and broken soil texture, under the working condition that the intensity of surrounding rocks is lower than a set intensity, firstly performing advanced grouting before excavating the tunnel face, and then performing excavation work on the tunnel face after performing advanced grouting reinforcement on the surrounding rocks.
4. The method for constructing a tunnel in a soft upper hard stratum and a hard lower hard stratum according to any one of claims 1 to 3, wherein: when the excavation work of the third area and the fourth area is carried out, excavation is carried out on the upper steps and the lower steps of each area.
5. The method for constructing a tunnel in a soft upper and hard lower stratum according to claim 4, wherein: when the excavation work of the third area and the fourth area is carried out, the excavation work is carried out by adopting a weak blasting method aiming at the upper step and the lower step, and in the weak blasting process, the blasthole is far away from the arch center position of the arch part of the tunnel.
6. The method for constructing a tunnel in a soft upper and hard lower stratum according to claim 5, wherein: aiming at the upper step areas of the third area and the fourth area, a plurality of annularly distributed blast hole arrays are concentrically arranged;
and aiming at the lower step areas of the third area and the fourth area, peripheral blast hole arrays distributed annularly are arranged along the periphery of the blasting area, and at least two linear blast hole arrays distributed linearly are arranged in the inner area of the peripheral blast hole arrays along the width direction.
7. The method for constructing a tunnel in a soft upper hard stratum and a hard lower hard stratum according to any one of claims 1 to 3, wherein: comprises the following steps
S1, performing advanced geological detection on the tunnel construction site, and further acquiring geological information of the tunnel construction site;
s2, performing advanced grouting reinforcement on surrounding rocks of the tunnel construction area;
s3, performing arch sheathing construction and large pipe shed construction in the tunnel entrance area;
s4, before tunnel excavation, driving a plurality of small guide pipes distributed along the excavation contour line into the rock stratum in the tunneling direction along the excavation contour line, fixing the tail ends of the small guide pipes on the cover arches, and grouting the small guide pipes to reinforce the surrounding rock;
s5, according to the excavation footage, sequentially and circularly carrying out excavation construction on the first area, the second area, the third area and the fourth area, and further completing excavation work of the tunnel;
s6, dismantling temporary supporting structures such as a middle bulkhead arch frame and an inverted arch frame in the middle;
s7, lining a bottom plate of the tunnel;
and S8, performing side wall and arch lining work of the tunnel.
8. The method for constructing a tunnel in a soft upper hard stratum and a hard lower hard stratum according to any one of claims 1 to 3, wherein: in the process of carrying out circulating excavation construction on the first area, the second area, the third area and the fourth area, the pit guiding depths of the first area, the second area, the third area and the fourth area are different, and the pit guiding depths of the first area and the second area are larger than the pit guiding depths of the third area and the fourth area.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110118478.4A CN112879016A (en) | 2021-01-28 | 2021-01-28 | Construction method of tunnel with upper soft and lower hard strata |
Applications Claiming Priority (1)
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| CN114152159A (en) * | 2021-12-09 | 2022-03-08 | 中国葛洲坝集团国际工程有限公司 | Full-section synchronous blasting tunneling construction method for side wall on reserved side of large-section tunnel crown arch |
| CN115046444A (en) * | 2022-06-30 | 2022-09-13 | 广东中人爆破工程有限公司 | Lower excavation blasting construction method for double-side-wall pit guiding method of tunnel with soft top and hard bottom |
| CN115450654A (en) * | 2022-09-27 | 2022-12-09 | 中国建筑土木建设有限公司 | Volcanic ash geological tunnel collapse treatment method |
| CN116086262A (en) * | 2022-11-28 | 2023-05-09 | 中国水利水电第六工程局有限公司 | Large-diameter underwater rock plug blasting method |
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| CN116086262A (en) * | 2022-11-28 | 2023-05-09 | 中国水利水电第六工程局有限公司 | Large-diameter underwater rock plug blasting method |
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