CN112576264A - Tunnel excavation method for penetrating through sand bed section - Google Patents
Tunnel excavation method for penetrating through sand bed section Download PDFInfo
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- CN112576264A CN112576264A CN202011487044.3A CN202011487044A CN112576264A CN 112576264 A CN112576264 A CN 112576264A CN 202011487044 A CN202011487044 A CN 202011487044A CN 112576264 A CN112576264 A CN 112576264A
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- tunnel
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- primary support
- excavated
- excavation method
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- 238000000034 method Methods 0.000 title claims abstract description 37
- 238000009412 basement excavation Methods 0.000 title claims abstract description 35
- 239000004576 sand Substances 0.000 title claims abstract description 14
- 230000000149 penetrating effect Effects 0.000 title description 3
- 239000002689 soil Substances 0.000 claims abstract description 26
- 230000002787 reinforcement Effects 0.000 claims abstract description 4
- 239000002002 slurry Substances 0.000 claims description 8
- 238000005553 drilling Methods 0.000 claims description 4
- 239000011521 glass Substances 0.000 claims description 3
- 230000005641 tunneling Effects 0.000 claims 1
- 238000010276 construction Methods 0.000 abstract description 9
- 238000005516 engineering process Methods 0.000 abstract description 3
- 239000011435 rock Substances 0.000 abstract description 3
- 230000003014 reinforcing effect Effects 0.000 description 7
- 238000005507 spraying Methods 0.000 description 3
- 239000004568 cement Substances 0.000 description 2
- 230000000694 effects Effects 0.000 description 2
- 235000019353 potassium silicate Nutrition 0.000 description 2
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 2
- 229920001342 Bakelite® Polymers 0.000 description 1
- 229910000831 Steel Inorganic materials 0.000 description 1
- 239000004637 bakelite Substances 0.000 description 1
- 239000006063 cullet Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000010959 steel Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
- 239000002023 wood Substances 0.000 description 1
Images
Classifications
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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
-
- 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
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Environmental & Geological Engineering (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Civil Engineering (AREA)
- Soil Sciences (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
Abstract
The invention relates to a tunnel excavation method for passing through a sand bed section, which is characterized in that before a tunnel is excavated, deep hole grouting reinforcement is carried out on the whole section of the tunnel to be excavated; excavating earthwork of an upper section of the tunnel by adopting an annular step excavation method, reserving core soil in the middle of the upper section, and reserving a pressure relief groove downwards in front of the core soil; primary support supporting is carried out on the top and two side edges of the excavated upper section; after the primary support footage of the upper section reaches a first set length threshold value, adopting an annular excavation method to begin to excavate earthwork of the lower section of the tunnel; primary support supporting is carried out on the excavated lower section along two side edges and the bottom of the lower section; and when the primary support footage of the full section of the tunnel reaches a set primary support length threshold value of the full section of the tunnel, backfilling and grouting the back of the primary support and processing the base surface. According to the invention, the tunnel in the section with the serious liquefaction of the silt layer is reinforced by full-section grouting and the annular step excavation technology is adopted, so that the stability of the surrounding rock can be effectively ensured, and the construction safety and the construction progress can be ensured.
Description
Technical Field
The invention relates to the technical field, in particular to a tunnel excavation method for penetrating through a sand bed section.
Background
The shallow-buried underground excavation method has the advantages of low manufacturing cost, less removal, flexibility, changeability, no interference to ground traffic and surrounding environment and the like. Therefore, the method is widely used in tunnel engineering.
Due to the poor soil mechanical property of the sand layer section, when the shallow-buried underground excavation method is adopted for construction, the phenomena of collapse, water seepage and the like are easy to generate, and the safety of a tunnel structure and constructors is endangered.
Disclosure of Invention
The invention aims to overcome the technical problems in the prior art and provide the tunnel excavation method for passing through the sand layer section.
The purpose of the invention is realized by the following technical scheme:
the invention provides a tunnel excavation method for crossing a sand layer section, which comprises the following steps:
step S10, before the tunnel is excavated, deep hole grouting reinforcement is carried out on the full section of the tunnel to be excavated;
step S20, excavating earthwork of the upper section of the tunnel by adopting an annular step excavation method, reserving core soil in the middle of the upper section of the tunnel, and reserving a pressure relief groove downwards in front of the core soil;
step S30, primary support is carried out on the top and two side edges of the upper section of the excavated tunnel;
step S40, after the primary support footage of the upper section of the tunnel reaches a first set length threshold value, excavating earthwork of the lower section of the tunnel by adopting an annular excavation method;
step S50, primary support is carried out on the excavated lower section of the tunnel along the two side edges and the bottom of the lower section of the tunnel;
and step S60, when the primary support footage of the full section of the tunnel reaches the set primary support length threshold value of the full section of the tunnel, backfilling and grouting the back of the primary support, and processing the base surface.
More preferably, before the excavation of the earth of the lower section of the tunnel is started by the circular excavation method in step S40, the method for excavating a tunnel passing through a section of a sand layer further includes:
adopting an annular step excavation method to begin to excavate earthwork of the section in the tunnel, reserving core soil above the section in the tunnel, and reserving a pressure relief groove downwards in front of the core soil;
and carrying out primary support on the excavated tunnel fracture surface along two side edges of the tunnel fracture surface until the primary support protection footage of the tunnel fracture surface reaches a second set length threshold value.
More preferably, the shape of the core soil is step-shaped, and the slopes of the two sides of the core soil are not less than a set slope threshold value.
More preferably, the set gradient threshold is 1: 0.33.
More preferably, the step S10 includes:
and (3) drilling a plurality of grouting holes on the full section of the tunnel opposite to the tunnel in the section with the severe liquefaction of the silt layer, inserting a guide pipe into the grouting holes, and pouring the modified broken glass slurry or cement-water glass slurry through the guide pipe.
More preferably, the grouting holes are arranged in a quincunx shape.
The technical scheme of the invention can show that the invention has the following technical effects:
according to the invention, full-section grouting is adopted in the severe liquefaction section of the silt layer, and the step excavation technology is adopted in the excavation process, so that the stability of the surrounding rock can be effectively ensured, and the construction safety and the construction progress can be ensured.
Drawings
FIG. 1 is a flow chart of the construction of the present invention;
FIG. 2 is a schematic view of the arrangement of the conduits for deep hole grouting of the full section of a tunnel to be excavated according to the present invention;
FIG. 3 is a schematic view of the upper cross-sectional structure of a tunnel excavated by the present invention;
FIG. 4-1 is a schematic view of a cross-sectional structure of a tunnel excavated by the present invention;
FIG. 4-2 is a sectional view A-A of FIG. 4-1;
in the drawings: a catheter 1.
Detailed Description
In order to make those skilled in the art better understand the technical solutions of the present application, the present invention will be further described in detail below with reference to the accompanying drawings.
The terms of orientation such as up, down, left, right, front, and rear in the present specification are established based on the positional relationship shown in the drawings. The corresponding positional relationship may also vary depending on the drawings, and therefore, should not be construed as limiting the scope of protection.
In the present invention, the terms "mounting," "connecting," "fixing," and the like are to be understood in a broad sense, and may be, for example, a fixed connection, a detachable connection, an integrated connection, or a mechanical connection. The specific meanings of the above terms in the present invention can be understood by those skilled in the art according to specific situations.
The invention provides a tunnel excavation method for crossing a sand layer section, which is implemented by the following steps as shown in the attached drawing 1:
and S101, before excavation, carrying out deep hole grouting reinforcement on the full section of the tunnel to be excavated.
And (3) drilling a plurality of grouting holes on the tunnel to be excavated in the section with the severe liquefaction of the silt layer, which is right opposite to the full section of the tunnel, inserting a guide pipe into the grouting holes, and injecting modified crushed glass slurry or cement water glass slurry through the guide pipe to reinforce the tunnel soil body.
A schematic diagram of grouting and reinforcing the full section of the tunnel in a section with severe liquefaction of the silt layer is shown in FIG. 2. And (3) drilling a plurality of grouting holes facing the full section of the tunnel, wherein the grouting holes can be arranged in a quincunx manner as shown in figure 2, and can also be arranged in other manners. The guide pipe 1 (which can be a steel pipe of D25) is inserted into the grouting hole, and modified cullet slurry or cement water glass slurry is poured through the guide pipe 1, so that full-section grouting is performed on the tunnel to be excavated, and the soil body of the tunnel is reinforced.
Step S102, excavating earthwork of an upper section of the tunnel by adopting an annular step excavation method, reserving core soil in the middle of the upper section of the tunnel, and reserving a pressure relief groove downwards in front of the core soil (far away from the tunnel excavation direction) (as shown in figure 3).
The shape of the core soil is step-shaped, the slopes of two sides of the core soil are not less than a set slope threshold value, and the set slope threshold value is 1: 0.33.
In order to stabilize the core soil and the pressure relief groove more effectively and prevent the core soil and the pressure relief groove from collapsing, bakelite templates and square wood back ridges are adopted for supporting the side wall of the core soil and the side wall of the pressure relief groove.
Step S103, primary support supporting is carried out on the upper section of the excavated tunnel: erecting a grid frame, connecting reinforcing ribs and hanging a reinforcing mesh along the top and two side edges of the upper section of the tunnel; and then spraying concrete to form a primary support.
And S104, after the primary support footage of the upper section of the tunnel reaches a first set length threshold (such as 3-5 m), excavating earthwork of the section of the tunnel, excavating earthwork by adopting an annular step excavation method in the process of excavating the section of the tunnel, reserving core soil above the section of the tunnel as shown in figure 3, and reserving a pressure relief groove downwards in front of the core soil (far away from the tunnel excavation direction).
Step S105, primary support supporting is carried out on the cut surface of the excavated tunnel: erecting grilles along two side edges of the fracture surface of the tunnel, fixing the grilles with the grilles on the upper fracture surface, connecting reinforcing ribs, and hanging a reinforcing mesh; and then spraying concrete to form a primary support.
And S106, after the section primary support protection footage in the tunnel reaches a second set length threshold value, excavating earthwork of the lower section of the tunnel, and excavating the earthwork by adopting an annular excavation method in the process of excavating the lower section of the tunnel.
Step S107, primary support supporting is carried out on the excavated lower section of the tunnel: erecting grids along two sides and the bottom edge of the lower section of the tunnel, fixing the grids together with the grids of the middle section, connecting reinforcing ribs and hanging reinforcing mesh; and then spraying concrete to form a lower section primary support. Resulting in the effect shown in fig. 4-1 and 4-2.
And step S108, when the primary support footage of the full section of the tunnel reaches a set primary support length threshold value of the full section of the tunnel, backfilling and grouting the back of the primary support, and processing the base surface.
The above embodiment exemplifies the excavation by dividing the tunnel into three sections, but the present invention is not limited to this, and the construction may be performed by dividing the tunnel into two sections or more.
According to the method, the tunnel in the section with the heavy liquefaction of the silt layer is reinforced by full-section grouting, and the annular step excavation technology is adopted in the excavation process, so that the stability of the surrounding rock can be effectively ensured, and the construction safety and the construction progress can be ensured.
Although the present invention has been described in terms of the preferred embodiment, it is not intended that the invention be limited to the embodiment. Any equivalent changes or modifications made without departing from the spirit and scope of the present invention also belong to the protection scope of the present invention. The scope of the invention should therefore be determined with reference to the appended claims.
Claims (6)
1. A tunnel excavation method for traversing a sand bed section, the tunnel excavation method comprising:
step S10, before the tunnel is excavated, deep hole grouting reinforcement is carried out on the full section of the tunnel to be excavated;
step S20, excavating earthwork of the upper section of the tunnel by adopting an annular step excavation method, reserving core soil in the middle of the upper section of the tunnel, and reserving a pressure relief groove downwards in front of the core soil;
step S30, primary support is carried out on the top and two side edges of the upper section of the excavated tunnel;
step S40, after the primary support footage of the upper section of the tunnel reaches a first set length threshold value, excavating earthwork of the lower section of the tunnel by adopting an annular excavation method;
step S50, primary support is carried out on the excavated lower section of the tunnel along the two side edges and the bottom of the lower section of the tunnel;
and step S60, when the primary support footage of the full section of the tunnel reaches the set primary support length threshold value of the full section of the tunnel, backfilling and grouting the back of the primary support, and processing the base surface.
2. The method of claim 1, wherein before the excavation of the earth of the lower section of the tunnel is started by the circular excavation method in step S40, the method further comprises:
adopting an annular step excavation method to begin to excavate earthwork of the section in the tunnel, reserving core soil above the section in the tunnel, and reserving a pressure relief groove downwards in front of the core soil;
and carrying out primary support on the excavated tunnel fracture surface along two side edges of the tunnel fracture surface until the primary support protection footage of the tunnel fracture surface reaches a second set length threshold value.
3. A method of tunnelling through a sand zone in accordance with claim 1,
the shape of the core soil is step-shaped, and the slopes of the two sides of the core soil are not smaller than a set slope threshold.
4. A method of tunnelling through a sand zone as claimed in claim 3, wherein the set gradient threshold is 1: 0.33.
5. The method of tunneling through a sand section according to claim 1, wherein said step S10 includes:
and (3) drilling a plurality of grouting holes on the full section of the tunnel opposite to the tunnel in the section with the severe liquefaction of the silt layer, inserting a guide pipe into the grouting holes, and pouring the modified broken glass slurry or cement-water glass slurry through the guide pipe.
6. A method of tunnelling through a sand zone as claimed in claim 5, wherein the grouting holes are arranged in a quincunx pattern.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011487044.3A CN112576264A (en) | 2020-12-16 | 2020-12-16 | Tunnel excavation method for penetrating through sand bed section |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011487044.3A CN112576264A (en) | 2020-12-16 | 2020-12-16 | Tunnel excavation method for penetrating through sand bed section |
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| Publication Number | Publication Date |
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| CN112576264A true CN112576264A (en) | 2021-03-30 |
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| CN202011487044.3A Pending CN112576264A (en) | 2020-12-16 | 2020-12-16 | Tunnel excavation method for penetrating through sand bed section |
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Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102562099A (en) * | 2012-03-15 | 2012-07-11 | 中铁二十三局集团第四工程有限公司 | Method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits |
| CN102650210A (en) * | 2012-05-11 | 2012-08-29 | 中铁十二局集团有限公司 | Method for constructing tunnel with low-half cross section being dry powder and fine sand layers |
| CN106246201A (en) * | 2016-08-22 | 2016-12-21 | 北京市市政工程研究院 | The excavation in tunnel and karst cave treatment method when small-sized solution cavity is positioned at tunneling surrounding |
| CN107288642A (en) * | 2017-06-20 | 2017-10-24 | 北京市政建设集团有限责任公司 | PBA construction technologies |
| CN108397205A (en) * | 2018-03-05 | 2018-08-14 | 北京市政建设集团有限责任公司 | A kind of shield well transverse passage-way CRD method construction methods |
| CN108457656A (en) * | 2018-03-05 | 2018-08-28 | 北京市政建设集团有限责任公司 | A kind of unearthed method for tunnel construction |
| CN110552704A (en) * | 2019-09-16 | 2019-12-10 | 北京市市政四建设工程有限责任公司 | Construction method for underground excavation of water-rich sandy gravel stratum crossover section through urban main road |
| CN111734425A (en) * | 2020-07-30 | 2020-10-02 | 中铁隆工程集团有限公司 | Construction method of underground excavation tunnel for downwards passing through airport terminal building |
-
2020
- 2020-12-16 CN CN202011487044.3A patent/CN112576264A/en active Pending
Patent Citations (8)
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|---|---|---|---|---|
| CN102562099A (en) * | 2012-03-15 | 2012-07-11 | 中铁二十三局集团第四工程有限公司 | Method for carrying out rapid face excavation construction of loess tunnel by double rows of small conduits |
| CN102650210A (en) * | 2012-05-11 | 2012-08-29 | 中铁十二局集团有限公司 | Method for constructing tunnel with low-half cross section being dry powder and fine sand layers |
| CN106246201A (en) * | 2016-08-22 | 2016-12-21 | 北京市市政工程研究院 | The excavation in tunnel and karst cave treatment method when small-sized solution cavity is positioned at tunneling surrounding |
| CN107288642A (en) * | 2017-06-20 | 2017-10-24 | 北京市政建设集团有限责任公司 | PBA construction technologies |
| CN108397205A (en) * | 2018-03-05 | 2018-08-14 | 北京市政建设集团有限责任公司 | A kind of shield well transverse passage-way CRD method construction methods |
| CN108457656A (en) * | 2018-03-05 | 2018-08-28 | 北京市政建设集团有限责任公司 | A kind of unearthed method for tunnel construction |
| CN110552704A (en) * | 2019-09-16 | 2019-12-10 | 北京市市政四建设工程有限责任公司 | Construction method for underground excavation of water-rich sandy gravel stratum crossover section through urban main road |
| CN111734425A (en) * | 2020-07-30 | 2020-10-02 | 中铁隆工程集团有限公司 | Construction method of underground excavation tunnel for downwards passing through airport terminal building |
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Application publication date: 20210330 |