CN111878083A - Advanced grouting construction method for underground excavated tunnel - Google Patents
Advanced grouting construction method for underground excavated tunnel Download PDFInfo
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- CN111878083A CN111878083A CN202010664118.XA CN202010664118A CN111878083A CN 111878083 A CN111878083 A CN 111878083A CN 202010664118 A CN202010664118 A CN 202010664118A CN 111878083 A CN111878083 A CN 111878083A
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- pilot tunnel
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- excavated
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- 238000010276 construction Methods 0.000 title claims abstract description 44
- 238000009412 basement excavation Methods 0.000 claims abstract description 34
- 238000000034 method Methods 0.000 claims abstract description 15
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 11
- 230000002787 reinforcement Effects 0.000 claims description 17
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 4
- 230000000694 effects Effects 0.000 abstract description 6
- NBIIXXVUZAFLBC-UHFFFAOYSA-N Phosphoric acid Chemical compound OP(O)(O)=O NBIIXXVUZAFLBC-UHFFFAOYSA-N 0.000 description 8
- 229910000147 aluminium phosphate Inorganic materials 0.000 description 4
- 235000019353 potassium silicate Nutrition 0.000 description 4
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 description 4
- 238000010586 diagram Methods 0.000 description 3
- 239000011440 grout Substances 0.000 description 3
- 239000011435 rock Substances 0.000 description 3
- 238000007689 inspection Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000012986 modification Methods 0.000 description 2
- 238000007569 slipcasting Methods 0.000 description 2
- 239000002689 soil Substances 0.000 description 2
- 239000002253 acid Substances 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 239000003673 groundwater Substances 0.000 description 1
- JEGUKCSWCFPDGT-UHFFFAOYSA-N h2o hydrate Chemical compound O.O JEGUKCSWCFPDGT-UHFFFAOYSA-N 0.000 description 1
- 238000004519 manufacturing process Methods 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 238000004537 pulping Methods 0.000 description 1
- 239000002994 raw material Substances 0.000 description 1
- 239000004576 sand Substances 0.000 description 1
- 239000002002 slurry 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
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- 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
-
- 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
- E21D9/03—Driving non-circular tunnels
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- 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)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses an advanced grouting construction method of a subsurface tunnel, which comprises the following steps: the method comprises the following steps: dividing the section of the tunnel into a first upper pilot tunnel, a second upper pilot tunnel, a first lower pilot tunnel and a second lower pilot tunnel; step two: after the pipe roof is supported in advance, the first upper pilot tunnel is grouted in advance along the tunnel excavation direction, and the first upper pilot tunnel is excavated and supported; step three: grouting and reinforcing the areas to be excavated of the first lower pilot tunnel and the second upper pilot tunnel from the first upper pilot tunnel by using the excavated and supporting space of the first upper pilot tunnel; step four: excavating and supporting a first lower pilot tunnel; grouting and reinforcing the area to be excavated of the second lower pilot tunnel from the first lower pilot tunnel by using the excavated and supporting space of the first lower pilot tunnel; step five: excavating and supporting a second upper pilot tunnel, and then excavating and supporting a second lower pilot tunnel; step six: and repeating the second step, the third step, the fourth step and the fifth step to finish the tunnel construction. The construction method can shorten the construction period, improve the grouting effect and reduce the construction cost.
Description
Technical Field
The invention relates to the technical field of tunnel engineering, in particular to an advanced grouting construction method of an underground tunnel suitable for a shallow-buried soft geological section.
Background
Shallow tunnel is because its occurrence condition is complicated, and geological conditions is poor, and the tunnel periphery is mostly soft soil layer, still often receives the influence of groundwater simultaneously, has brought very big potential safety hazard and unknown construction risk for tunnel construction. The deformation control of the tunnel construction on the surrounding rock is very strict; therefore, it is a very necessary and feasible safety measure to perform advanced grouting reinforcement (support) during tunnel excavation.
However, the traditional advanced grouting support is constructed by a CRD (cross intermediate wall) method, and due to the adoption of simultaneous full-face grouting, the defects of long grouting distance, long grouting time, incapability of ensuring grouting effect, uneconomic performance, influence on construction progress and the like are generally existed in order to achieve the effect of advanced grouting. Therefore, it is necessary to provide a more effective, accurate, rapid and relatively low-cost advanced grouting construction method for advanced grouting of a shallow-buried weak geological section tunnel, so as to ensure the safety of subsequent excavation and support construction and facilitate construction.
Disclosure of Invention
The invention mainly aims to provide an advanced grouting construction method for a subsurface tunnel, which can accelerate the construction progress, shorten the construction period, improve the grouting reinforcement effect and reduce the construction cost.
In order to achieve the aim, the invention provides an advanced grouting construction method of an underground excavated tunnel, which comprises the following steps:
the method comprises the following steps: dividing the section of the underground excavation tunnel into a first upper pilot tunnel, a second upper pilot tunnel, a first lower pilot tunnel and a second lower pilot tunnel, wherein the first upper pilot tunnel and the second upper pilot tunnel are positioned at the upper part of the section of the tunnel, and the first lower pilot tunnel and the second lower pilot tunnel are positioned at the lower part of the section of the tunnel;
step two: after pipe shed advanced support is carried out at the tunnel portal, advanced grouting is carried out on the first upper pilot tunnel along the excavation direction of the tunnel, and then excavation and support construction are carried out on the first upper pilot tunnel;
step three: grouting and reinforcing the areas to be excavated of the first lower pilot tunnel and the second upper pilot tunnel from the first upper pilot tunnel by using the excavated and supporting space of the first upper pilot tunnel;
step four: excavating and supporting construction are carried out on the first lower pilot tunnel after grouting is completed; grouting and reinforcing the area to be excavated of the second lower pilot tunnel from the first lower pilot tunnel by using the excavated and supporting space of the first lower pilot tunnel;
step five: excavating and supporting a second upper pilot tunnel, and then excavating and supporting a second lower pilot tunnel;
step six: and repeating the second step, the third step, the fourth step and the fifth step to finish the construction of the tunnel.
Further, in the second step, the excavation length of the first upper pilot tunnel is shorter than the advanced grouting length of the first upper pilot tunnel; in the fourth step, the excavation length of the first lower pilot tunnel is shorter than the advanced grouting length of the first lower pilot tunnel; fifthly, the excavation length of the second upper pilot tunnel is shorter than the advanced grouting length of the second upper pilot tunnel; and fifthly, the excavation length of the second lower pilot tunnel is shorter than the advanced grouting length of the second lower pilot tunnel.
Furthermore, the excavation and supporting lengths of the first upper pilot tunnel, the second upper pilot tunnel, the first lower pilot tunnel and the second lower pilot tunnel are all 5m-8m each time; the excavation length of each of the first upper pilot tunnel, the second upper pilot tunnel, the first lower pilot tunnel and the second lower pilot tunnel lags behind the advanced grouting length by at least 2 m.
Further, when advance slip casting is carried out, the slip casting pipe extends to the outer side of the tunnel excavation contour line.
Further, in the fifth step, after a second upper pilot tunnel is excavated and supported, whether grouting reinforcement is carried out on the second lower pilot tunnel from the second upper pilot tunnel is determined according to the seepage flow inspection condition of the first lower pilot tunnel; and then excavating and supporting a second lower pilot tunnel.
Compared with the prior art, the invention has the following beneficial effects:
(1) compared with the traditional full-section advanced curtain grouting reinforcement, the method divides the tunnel section into the multiple pilot tunnels for step grouting, reduces the grouting reinforcement workload and the operation time of key procedures, greatly reduces the influence of grouting on the pilot tunnel excavation and supporting construction progress, can simultaneously construct the grouting process and the pilot tunnel excavation, is powerful in accelerating the construction progress and shortens the construction period.
(2) The method divides the section of the tunnel into a plurality of pilot tunnels for step-by-step grouting, can fully utilize the space of the excavated pilot tunnels to perform grouting reinforcement on the subsequently excavated and supported pilot tunnels, and can flexibly and autonomously select the grouting reinforcement time period.
(3) According to the method, the tunnel section is divided into the guide holes for step grouting, the advanced grouting distance is shortened, the error of the grouting pipe is smaller, the reinforcing range is more accurate, the method is more targeted and operable, and the grouting quality is higher.
(4) The method can utilize the geological and hydrological conditions found by the excavated pilot tunnel in the step grouting and excavation processes, more accurately select grouting construction parameters and improve the grouting reinforcement effect.
(5) The upper pilot tunnel is utilized to vertically perform grouting reinforcement on the lower pilot tunnel, so that the reinforcement quality is better, the loss of grout is less, the method can fully utilize the anchor pipe of the tunnel system to perform grouting reinforcement, and the construction cost is saved.
Drawings
The accompanying drawings, which are incorporated in and constitute a part of this application, 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 schematic diagram of tunnel cross-section area division and the arrangement of the first upper pilot hole grouting holes.
Fig. 2 is a vertical schematic view of the advanced grouting of the first upper pilot tunnel.
Fig. 3 is a schematic plan view of the advanced grouting of the first upper pilot tunnel.
Detailed Description
In order to facilitate an understanding of the invention, the invention will be described more fully and in detail below with reference to the accompanying drawings and preferred embodiments, but the scope of the invention is not limited to the specific embodiments below. It should be noted that the embodiments and features of the embodiments may be combined with each other without conflict.
The construction method for the underground excavated tunnel in the embodiment of the invention comprises the following steps:
the method comprises the following steps: dividing a full-section curtain grouting reinforcement area of the underground excavated tunnel into a first upper pilot tunnel, a second upper pilot tunnel, a first lower pilot tunnel and a second lower pilot tunnel; the first upper pilot tunnel and the second upper pilot tunnel are positioned at the upper part of the section of the tunnel, the first lower pilot tunnel and the second lower pilot tunnel are positioned at the lower part of the section of the tunnel, the first lower pilot tunnel is positioned below the first upper pilot tunnel, and the second lower pilot tunnel is positioned below the second upper pilot tunnel (the division of the section area of the tunnel is shown in figure 1; the vertical schematic diagram of the advance grouting of the first upper pilot tunnel is shown in figure 2; the schematic plan diagram of the advance grouting of the first upper pilot tunnel is shown in figure 3);
step two: at the tunnel opening
After pipe roof advance support, advance grouting is carried out on the first upper pilot tunnel along the excavation direction of the tunnel, grouting reinforcement is carried out in the grouting range of every 8m circulation of the tunnel excavation direction, and each grouting circulation is divided into timesThe accumulated digging depth is not more than 6m, and a 2m grout stopping disc is reserved for lower circulation grouting (see fig. 2 and 3); the grouting is radially outward-expanded along the tunnel excavation contour line (see fig. 2 and 3), wherein: grouting and expanding the sand-egg layer and the fine sand bottom layer by 3-5 m, and expanding the clay layer by 2-3 m; adjusting the distance between grouting holes and the grouting pressure according to different characteristics of the surrounding rock, and ensuring the surrounding rock reinforcing effect of advanced grouting;
according to the engineering characteristics, the slurry preparation uses phosphoric acid and water glass as main pulping raw materials, the water glass 40 Be' (p is 1.38 g/cm)3) 85% phosphoric acid (weak acid,. rho.: 1.7 g/cm)3) (ii) a Before grouting, water glass and water are diluted into a water glass solution in a ratio of 1:1, phosphoric acid and water are diluted into a phosphoric acid solution in a ratio of 1:10, and then soil body reinforcing grouting is carried out on the two solutions in a ratio of 1:1 (according to different engineering characteristics, the components of the grout can be optimized and adjusted);
after grouting is finished, excavating and supporting construction are carried out on the first upper pilot tunnel;
step three: grouting and reinforcing the areas to be excavated of the first lower pilot tunnel and the second upper pilot tunnel from the first upper pilot tunnel according to the geological and hydrological conditions which are proved by utilizing the excavated and supporting space and the non-critical process time of the first upper pilot tunnel; the grouting holes utilize anchor pipes of primary support systems, i.e. using
For small guide pipes, the hole depth needs to exceed the grouting reinforcement range of a reinforced guide hole, such as: the height of the first lower pilot tunnel is 2.5m, grouting reinforcement needs to be expanded by 3m, and the depth of a grouting hole constructed from the first upper pilot tunnel is not less than 5.5 m;
step four: excavating and supporting construction are carried out on the first lower pilot tunnel after grouting is finished, and grouting parameters are optimized and adjusted according to the grouting effect inspection condition in the previous step; grouting and reinforcing the area to be excavated of the second lower pilot tunnel from the first lower pilot tunnel by using the excavated and supporting space of the first lower pilot tunnel; the hole depth of the grouting hole needs to exceed the excavation range of the second lower pilot tunnel, such as: the width of the second lower pilot tunnel is 3m, grouting reinforcement needs to be expanded by 3m, and the depth of a grouting hole constructed from the first lower pilot tunnel is not less than 6 m;
step five: excavating and supporting the second upper pilot tunnel, determining whether to perform supplementary advanced grouting on the second lower pilot tunnel according to the seepage quantity, and performing supplementary advanced grouting if the seepage quantity is large; then, excavating and supporting construction are carried out on the second lower pilot tunnel, so that the whole section of the tunnel is closed to form a ring; each pilot tunnel is subjected to parallel line production; checking each pilot hole, and independently grouting and stopping water if leakage exists;
step six: and after the second lower pilot tunnel is excavated to the maximum excavation depth allowed by advanced grouting, repeating the second step, the third step, the fourth step and the fifth step to complete the advanced grouting excavation construction of the tunnel.
The construction method of the embodiment greatly reduces the whole time of advanced grouting operation, fully utilizes the space of the pilot tunnel excavation in advance, combines the system anchor pipe for grouting, provides safety guarantee for subsequent excavation operation, realizes safe, efficient, accurate, rapid and high-quality construction, and saves the construction cost.
The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention, and various modifications and changes may be made by those skilled in the art. Any modification, equivalent replacement, or improvement made within the spirit and principle of the present invention should be included in the protection scope of the present invention.
Claims (5)
1. The advanced grouting construction method of the underground excavated tunnel is characterized by comprising the following steps of:
the method comprises the following steps: dividing the section of the underground excavation tunnel into a first upper pilot tunnel, a second upper pilot tunnel, a first lower pilot tunnel and a second lower pilot tunnel, wherein the first upper pilot tunnel and the second upper pilot tunnel are positioned at the upper part of the section of the tunnel, and the first lower pilot tunnel and the second lower pilot tunnel are positioned at the lower part of the section of the tunnel;
step two: after pipe shed advanced support is carried out at the tunnel portal, advanced grouting is carried out on the first upper pilot tunnel along the excavation direction of the tunnel, and then excavation and support construction are carried out on the first upper pilot tunnel;
step three: grouting and reinforcing the areas to be excavated of the first lower pilot tunnel and the second upper pilot tunnel from the first upper pilot tunnel by using the excavated and supporting space of the first upper pilot tunnel;
step four: excavating and supporting construction are carried out on the first lower pilot tunnel after grouting is completed; grouting and reinforcing the area to be excavated of the second lower pilot tunnel from the first lower pilot tunnel by using the excavated and supporting space of the first lower pilot tunnel;
step five: excavating and supporting a second upper pilot tunnel, and then excavating and supporting a second lower pilot tunnel;
step six: and repeating the second step, the third step, the fourth step and the fifth step to finish the construction of the tunnel.
2. The advanced grouting construction method of an underground excavated tunnel according to claim 1, wherein in the second step, an excavation length of the first upper pilot tunnel is shorter than an advanced grouting length of the first upper pilot tunnel; in the fourth step, the excavation length of the first lower pilot tunnel is shorter than the advanced grouting length of the first lower pilot tunnel; in the fifth step, the excavation length of the second upper pilot tunnel is shorter than the advanced grouting length of the second upper pilot tunnel; and fifthly, the excavation length of the second lower pilot tunnel is shorter than the advanced grouting length of the second lower pilot tunnel.
3. The advanced grouting construction method of the underground excavated tunnel according to claim 2, wherein the excavation and support lengths of the first upper pilot tunnel, the second upper pilot tunnel, the first lower pilot tunnel and the second lower pilot tunnel are all 5m to 8m each time; the excavation length of each of the first upper pilot tunnel, the second upper pilot tunnel, the first lower pilot tunnel and the second lower pilot tunnel lags behind the advanced grouting length by at least 2 m.
4. The advanced grouting construction method of an underground excavated tunnel according to claim 1, wherein the grouting pipe extends to an outer side of an excavation contour line of the tunnel when the advanced grouting is performed.
5. The advanced grouting construction method of an underground excavated tunnel according to any one of claims 1 to 4, wherein in the fifth step, after the second upper pilot tunnel is excavated and supported, whether the second lower pilot tunnel is subjected to supplementary grouting reinforcement from the second upper pilot tunnel is determined according to a water seepage flow check condition of the first lower pilot tunnel; and then excavating and supporting a second lower pilot tunnel.
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| CN202010664118.XA CN111878083A (en) | 2020-07-10 | 2020-07-10 | Advanced grouting construction method for underground excavated tunnel |
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| CN202010664118.XA CN111878083A (en) | 2020-07-10 | 2020-07-10 | Advanced grouting construction method for underground excavated tunnel |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN113027490A (en) * | 2021-04-13 | 2021-06-25 | 中铁十四局集团有限公司 | Advanced grouting method |
| CN113062743A (en) * | 2021-04-13 | 2021-07-02 | 中铁十四局集团有限公司 | Advanced grouting method and excavation method with advanced grouting method |
| CN113847038A (en) * | 2021-09-18 | 2021-12-28 | 中电建铁路建设投资集团有限公司 | Single-row steel pipe advanced grouting reinforcement method |
| CN114483048A (en) * | 2022-01-17 | 2022-05-13 | 中铁广州工程局集团有限公司 | Full-section deep hole grouting reinforcement method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN113027490A (en) * | 2021-04-13 | 2021-06-25 | 中铁十四局集团有限公司 | Advanced grouting method |
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| CN114483048A (en) * | 2022-01-17 | 2022-05-13 | 中铁广州工程局集团有限公司 | Full-section deep hole grouting reinforcement method |
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