CN113217036A - Post-grouting construction method for tunnel structure at water burst section of fault fracture zone - Google Patents
Post-grouting construction method for tunnel structure at water burst section of fault fracture zone Download PDFInfo
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- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 title claims abstract description 93
- 238000010276 construction Methods 0.000 title claims abstract description 49
- 239000011435 rock Substances 0.000 claims abstract description 33
- 230000003014 reinforcing effect Effects 0.000 claims abstract description 23
- 238000005553 drilling Methods 0.000 claims abstract description 15
- 230000000694 effects Effects 0.000 claims description 9
- 239000007788 liquid Substances 0.000 claims description 9
- 230000002787 reinforcement Effects 0.000 claims description 6
- 239000002002 slurry Substances 0.000 claims description 6
- 238000007596 consolidation process Methods 0.000 claims description 2
- 238000009412 basement excavation Methods 0.000 abstract description 8
- 230000008901 benefit Effects 0.000 abstract description 8
- 230000008030 elimination Effects 0.000 abstract description 2
- 238000003379 elimination reaction Methods 0.000 abstract description 2
- 238000000034 method Methods 0.000 description 9
- 230000008569 process Effects 0.000 description 6
- 229910000831 Steel Inorganic materials 0.000 description 5
- 238000007569 slipcasting Methods 0.000 description 5
- 239000010959 steel Substances 0.000 description 5
- 238000012544 monitoring process Methods 0.000 description 3
- NBIIXXVUZAFLBC-UHFFFAOYSA-N Phosphoric acid Chemical compound OP(O)(O)=O NBIIXXVUZAFLBC-UHFFFAOYSA-N 0.000 description 2
- 239000004568 cement Substances 0.000 description 2
- 238000013461 design Methods 0.000 description 2
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- 238000005259 measurement Methods 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
- 230000006978 adaptation Effects 0.000 description 1
- 229910000147 aluminium phosphate Inorganic materials 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
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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
- E21D11/38—Waterproofing; Heat insulating; Soundproofing; Electric insulating
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21F—SAFETY DEVICES, TRANSPORT, FILLING-UP, RESCUE, VENTILATION, OR DRAINING IN OR OF MINES OR TUNNELS
- E21F16/00—Drainage
- E21F16/02—Drainage of tunnels
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- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/20—Hydro energy
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- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Architecture (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention belongs to the technical field of tunnel construction, and discloses a post-grouting construction method for a tunnel structure at a water burst section of a fault fracture zone, which comprises the steps of firstly probing the geological condition of a tunnel face of the fault fracture zone and judging the stability of surrounding rocks; drainage, excavation and danger elimination are carried out on the tunnel face; after the surrounding rock is stable, performing primary support on the excavated surrounding rock; dividing the water burst section of the fault fracture zone into a plurality of sections according to the water burst amount and the surrounding rock conditions, drilling and grouting holes according to a scheme aiming at different sections, and effectively and quickly forming a stable reinforcing ring, so that the influence of underground water from various sources on a tunnel structure is effectively isolated, the purpose of resisting pressure is achieved, and a safe tunnel structure is built; the construction quality of the post-grouting construction method can be effectively guaranteed, the operation is simple, the site is safe and convenient to control, the technical difficulty of grouting and water stopping at the water inrush section of the fault fracture zone is successfully solved, and good construction period benefit and economic benefit are created.
Description
Technical Field
The invention relates to the technical field of tunnel construction, in particular to a post-grouting construction method for a tunnel structure at a fault fracture zone water burst section.
Background
Due to the complex terrain and geological conditions in mountainous areas, the construction process of highway tunnel engineering cannot avoid crossing geological complex areas, when a tunnel passes through a fault fracture zone, geological disasters such as collapse, roof fall, water burst and the like are easy to occur during construction, and the stress, construction safety, quality and progress of a tunnel structure can be seriously influenced; traditional advance reinforcement measure is not obvious to the relatively poor section effect of country rock rank, and conventional hoop slip casting is consolidated, and is long not directed when taking to the broken zone of fault, and blind slip casting arouses tunnel country rock deformation increase easily, and then influences broken zone of fault section primary support structure atress unstable, causes drainage system to block up even.
Disclosure of Invention
The invention aims to provide a post-grouting construction method for a tunnel structure at a fault fracture zone water burst section, which is used for building a tunnel at the fault fracture zone water burst section.
In order to achieve the purpose, the invention adopts the following technical scheme:
the invention provides a post-grouting construction method of a tunnel structure at a water burst section of a fault fracture zone, which comprises the following steps:
s1, exploring the geological condition of the tunnel face of the fault fracture zone, and judging the stability of the surrounding rock;
s2, draining water, excavating and eliminating danger on the tunnel face;
s3, after the surrounding rock is stabilized, performing primary support on the excavated surrounding rock;
and S4, dividing the water burst section of the fault fracture zone into a plurality of sections, drilling grouting holes according to different sections according to a scheme, and grouting to build a safe tunnel structure.
Preferably, the tunnel structure comprises a seventh grouting section, a second grouting section, a fourth grouting section, a fifth grouting section, a third grouting section, a first grouting section and a sixth grouting section which are connected in sequence; the third grouting section, the fourth grouting section, the sixth grouting section and the seventh grouting section are all reinforced areas; the first grouting section and the second grouting section are both water stop walls; the fifth grouting section is a water reinforcing area and is positioned on the maximum water inrush section of the fault fracture zone.
Preferably, the seventh grouting section, the second grouting section, the fourth grouting section, the fifth grouting section, the third grouting section, the first grouting section, and the sixth grouting section are sequentially connected from a high altitude to a low altitude.
Preferably, the longitudinal sectional grouting sequence of the tunnel structure sequentially comprises the first grouting section, the second grouting section, the third grouting section, the fourth grouting section, the fifth grouting section, the sixth grouting section and the seventh grouting section.
Preferably, the circumferential grouting sequence of the tunnel structure sequentially comprises side walls, a vault and an inverted arch area of the tunnel.
Preferably, the reinforcing area and the water stop wall are grouted by adopting double-liquid slurry, and the water stop reinforcing area is grouted by adopting double-liquid slurry matched with an accelerator.
Preferably, the grouting pressure of the reinforcing area, the water stop wall and the water stop reinforcing area is 0.6MPa-1.0 MPa.
Preferably, step S3 further includes arch protection, and the arch protection is performed after the preliminary bracing.
Preferably, step S3 further includes drilling a pressure relief hole, and the drilling operation of the pressure relief hole is performed after the arch protection is completed.
Preferably, the post-grouting construction method further includes:
and S5, carrying out grouting effect inspection on the cast tunnel structure.
The invention has the beneficial effects that:
the invention provides a post-grouting construction method of a tunnel structure at a water burst section of a fault fracture zone, which comprises the steps of firstly probing the geological condition of a tunnel face of the fault fracture zone and judging the stability of surrounding rocks; drainage, excavation and danger elimination are carried out on the tunnel face; after the surrounding rock is stable, performing primary support on the excavated surrounding rock; dividing a water inflow section of a fault fracture zone into a plurality of sections according to the combination of the water inflow quantity and the surrounding rock structure characteristics, drilling grouting holes in each section according to a scheme in sequence, inserting steel floral tubes into the grouting holes for grouting to effectively and quickly form a stable reinforcing ring, thereby effectively isolating the influence of various sources of underground water on a tunnel structure, achieving the purpose of pressure resistance and constructing a safe tunnel structure; the construction quality of the post-grouting construction method can be effectively guaranteed, the operation is simple, the site is safe and convenient to control, the technical difficulty of grouting and water stopping at the water inrush section of the fault fracture zone is successfully solved, and good construction period benefit and economic benefit are created.
Drawings
FIG. 1 is a schematic illustration of a fault zone surge section;
FIG. 2 is a flow chart of a post-grouting construction method of a fault fracture zone water burst section tunnel structure provided by the invention;
fig. 3 is a schematic view of the tunnel structure proposed by the present invention on bedrock;
fig. 4 is a schematic view of a tunnel structure proposed by the present invention;
fig. 5 is a schematic diagram of the tunnel structure proposed by the present invention after segmentation.
In the figure:
100. bedrock;
200. a tunnel structure; 201. a first grouting section; 202. a second grouting section; 203. a third grouting section; 204. a fourth grouting section; 205. a fifth grouting section; 206. a sixth grouting section; 207. a seventh grouting section; 210. a central axis of the tunnel; 220. side lines of tunnel excavation; 230. a pressure relief vent; 240. a grouting guide pipe; 250. the line is segmented.
Detailed Description
The present invention will be described in further detail with reference to the accompanying drawings and examples. It is to be understood that the specific embodiments described herein are merely illustrative of the invention and are not limiting of the invention. It should be further noted that, for the convenience of description, only some of the structures related to the present invention are shown in the drawings, not all of the structures.
In the description of the present invention, unless expressly stated or limited otherwise, the terms "connected," "connected," and "fixed" are to be construed broadly, e.g., as meaning permanently connected, removably connected, or integral to one another; can be mechanically or electrically connected; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
In the present invention, unless otherwise expressly stated or limited, "above" or "below" a first feature means that the first and second features are in direct contact, or that the first and second features are not in direct contact but are in contact with each other via another feature therebetween. Also, the first feature being "on," "above" and "over" the second feature includes the first feature being directly on and obliquely above the second feature, or merely indicating that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature includes the first feature being directly under and obliquely below the second feature, or simply meaning that the first feature is at a lesser elevation than the second feature.
In the description of the present embodiment, the terms "upper", "lower", "right", etc. are used in an orientation or positional relationship based on that shown in the drawings only for convenience of description and simplicity of operation, and do not indicate or imply that the device or element referred to must have a particular orientation, be constructed and operated in a particular orientation, and thus, should not be construed as limiting the present invention. Furthermore, the terms "first" and "second" are used only for descriptive purposes and are not intended to have a special meaning.
As shown in figure 1, the fault fracture zone is long, the influence on the tunnel construction range is wide, the effect of advanced reinforcement measures is not obvious, and geological disasters such as collapse, roof collapse and the like can exist.
When the tunnel passes through the fault broken zone for a long time, firstly, the stability of the surrounding rock is judged according to advanced geological forecast and actual surrounding rock condition disclosure, the technical measures for preventing water inrush and mud inrush are adopted in the excavation process of the section, the underground water condition in front of the tunnel face is judged, the geological and hydrological conditions of the section are investigated at the same time, primary support is timely implemented, and the construction process is ensured to pass through the work area smoothly. After the construction of the section passes through, the water outlet point and the water flow are carefully researched for the water burst section, meanwhile, the monitoring and measurement are enhanced, the secondary lining is not suitable to be performed too fast, but a retaining arch is additionally arranged on the basis of design, the stress of the retaining arch is monitored, and the stability of the surrounding rock is judged according to the vault settlement, peripheral convergence and retaining arch internal force monitoring results.
Reveal the actual stratum condition according to the excavation, the section condition of gushing water of audio-visual judgement: the water inflow section has the advantages that the water flow speed of the main water inflow point is high, the water outlet points are concentrated in a section of area, tubular water inflow is realized, and the change along with seasons is small; the endoscope and the existing geophysical prospecting means are adopted for judgment, the water flow is communicated with the outside, but the section is located in a geological bad section, so that the tunnel surrounding rock of the section needs to be reinforced, and the principle of water treatment is 'segmented treatment, special hole treatment, drainage guide first, reinforcement then water plugging, system hole distribution, local encryption, flow returning treatment and combination of drainage plugging'.
Therefore, the present embodiment provides a post-grouting construction method for a tunnel structure in a water inrush section of a fault fracture zone, and as shown in fig. 2, the post-grouting construction method includes the following steps:
s1, exploring the geological condition of the tunnel face of the fault fracture zone, and judging the stability of the surrounding rock;
s2, draining water, excavating and eliminating danger on the tunnel face;
s3, after the surrounding rock is stabilized, performing primary support on the excavated surrounding rock;
s4, dividing the water burst section of the fault fracture zone into a plurality of sections according to the water burst amount and the surrounding rock conditions, drilling grouting holes according to a scheme aiming at different sections, inserting steel floral tubes and grouting, and effectively and quickly forming stable reinforcing rings, so that the influence of underground water from various sources on the tunnel structure is effectively isolated, the purpose of pressure resistance is achieved, and a safe tunnel structure (200) is built;
and S5, performing grouting effect inspection on the cast tunnel structure 200.
In step S1, the geological condition in front of the tunnel face should be explored by the existing geophysical prospecting means, and the stability of the surrounding rock should be comprehensively judged by combining the geological survey and the revealing of the surrounding rock condition in the actual excavation process.
In step S2, drainage work should be done on the tunnel face first, and corresponding technical measures should be done at the same time to excavate and risk-free the tunnel face in the fault fracture zone, following the principle of "short footage and strong support".
As shown in fig. 3-5, the tunnel structure 200 includes a seventh grouting section 207, a second grouting section 202, a fourth grouting section 204, a fifth grouting section 205, a third grouting section 203, a first grouting section 201, and a sixth grouting section 206, which are connected in sequence; the third grouting section 203, the fourth grouting section 204, the sixth grouting section 206 and the seventh grouting section 207 are all reinforced areas; the first grouting section 201 and the second grouting section 202 are both water stop walls; the fifth grouting section 205 is a water consolidation zone, and the fifth grouting section 205 is located on the maximum water gushing section of the fault fracture zone.
In the present embodiment, seventh grouting section 207, second grouting section 202, fourth grouting section 204, fifth grouting section 205, third grouting section 203, first grouting section 201, and sixth grouting section 206 are connected in sequence from high altitude to low altitude.
Preferably, the longitudinal (i.e. the length direction of the tunnel) segmental grouting sequence of the tunnel structure 200 is a first grouting section 201, a second grouting section 202, a third grouting section 203, a fourth grouting section 204, a fifth grouting section 205, a sixth grouting section 206 and a seventh grouting section 207 in this order.
Preferably, the grouting sequence in the circumferential direction of the tunnel structure 200 (i.e., the circumferential direction of the tunnel) is the sidewall, crown and inverted arch regions of the tunnel in that order.
Preferably, the reinforcing area and the water stop wall are grouted by double-liquid slurry of cement and water glass; because the water stopping reinforcing area is positioned on the maximum water inrush section of the fault fracture zone, the water stopping reinforcing area adopts double-liquid slurry of cement and water glass to be matched with a quick-setting material for grouting, so that the water stopping reinforcing area is quickly set.
Alternatively, phosphoric acid is used as the quick-setting material (or quick-setting agent).
Preferably, in step S4, the tunnel structure 200 is constructed by inserting the post-grouting pipe 240 into the grouting hole and then grouting through the post-grouting pipe 240.
Optionally, the aperture of the grouting holes in the reinforcing area and the water stop wall is 46mm, and the hole depth is 6.0 m; the aperture of the grouting hole on the water stop reinforcing area is 46mm, and the hole depth is 8 m.
Optionally, the post-grouting guide pipe 240 is a steel flower pipe, which is a seamless steel pipe with a diameter of 42mm, and is arranged in a quincunx 1.5 × 1.5m spacing mode.
Optionally, the grouting pressure of the reinforcing area, the water-stop wall and the water-stop reinforcing area is controlled to be between 0.6MPa and 1.0 MPa.
The method is characterized in that the tunnel is judged for drilling construction before a grouting hole is drilled, and if the rock quality is hard and part of rock dust is protruded during drilling construction of an adjacent hole, the surrounding rock crack at the position of a side wall can be judged to be relatively developed; if the rock quality is loose, basically is a punching volume and is easy to collapse, drilling to form a hole by adopting a pipe following mode.
In addition, before grouting, the main source and the waterway of water are adjusted, in order to cut off a small strand of water, the construction of a water stop wall (a first grouting section 201 and a second grouting section 202) is carried out after the primary support of the tunnel is stable, and the main principle of 'returning to the flow and then treating' is followed; and after the construction of the water stop wall (the first grouting section 201 and the second grouting section 202) is finished, the construction of a reinforcing area (the third grouting section 203 and the fourth grouting section 204) is carried out, and the reinforcing section mainly acts as the reinforcement and water stop of the periphery of the tunnel surrounding rock.
It should be noted that the grouting principle in this embodiment is "sectional drilling and sectional grouting".
Preferably, in step S3, after the preliminary bracing is performed, the monitoring measurement should be strengthened, and in order to avoid the increase of water pressure due to the seasonal water supply, an arch protection is performed after the preliminary bracing, so as to further protect the arch crown and the side wall area.
Preferably, step S3 further includes drilling pressure relief holes 230, the drilling operation of the pressure relief holes 230 is performed after the arch protection is completed, or the pressure relief holes 230 are drilled in a section with large water inflow before grouting, and the arrangement length and the distance of the pressure relief holes 230 are determined according to the geological condition and the water pressure condition; the pressure relief holes 230 can prevent the lining structure from being stressed and unstable due to overhigh external water head.
Preferably, the grouting effect check in step S5 includes a grouting section water leakage condition check, a drainage system condition check, a grouting section surrounding rock formation attitude, a joint crack development degree check, a grouting adjacent section water leakage check, a lining condition check, and the like.
It should be mentioned that, the traditional advanced (pre-grouting) treatment grouting water stop quality control has unobvious effect after grouting, and although the tunnel excavation environment is improved, geological disaster accidents cannot be avoided according to the previous tunnel construction, so that the construction safety and quality are difficult to guarantee, and the economic benefit is also unobvious. Compared with a pre-grouting method, the post-grouting method has obvious grouting effect on the water inrush section of the fault fracture zone, can ensure the safety of the tunnel structure during construction and operation, and simultaneously ensures the construction quality.
It should be noted that, the steel floral tube is inserted in the slip casting reinforcing process, and main guide thick liquid is at the slip casting point with the thick liquid dispersion, can form fast effectively and consolidate and the sealing washer, and the difference only sets up the orifice pipe with traditional slip casting, is more applicable to the comparatively broken district of country rock, can guide the dispersion with thick liquid, and the reinforcing washer does also consolidate according to the design predetermined range reinforcing area simultaneously.
Note that, in fig. 3, an arrow a indicates a direction of surface runoff, and a reference numeral 100 indicates bedrock; in fig. 5, reference numeral 210 denotes a central axis of the tunnel, 220 denotes a side line of the tunnel excavation, and 250 denotes a segment line.
The post-grouting construction method for the fault broken zone water burst section tunnel structure in the embodiment is successfully applied to the fault broken zone water burst section construction process in the nine-inch highway project, the construction quality can be effectively guaranteed, the operation is simple, the site is safe and convenient to control, the technical difficulty of grouting water stop of the fault broken zone water burst section is successfully solved, good construction period benefit and economic benefit are created, and a good reference effect is provided for the same type of tunnel construction.
It should be understood that the above-described embodiments of the present invention are merely examples for clearly illustrating the present invention, and are not intended to limit the embodiments of the present invention. Numerous obvious variations, adaptations and substitutions will occur to those skilled in the art without departing from the scope of the invention. And are neither required nor exhaustive of all embodiments. Any modification, equivalent replacement, and improvement made within the spirit and principle of the present invention should be included in the protection scope of the claims of the present invention.
Claims (10)
1. A post-grouting construction method for a tunnel structure at a fault fracture zone water inrush section is characterized by comprising the following steps:
s1, exploring the geological condition of the tunnel face of the fault fracture zone, and judging the stability of the surrounding rock;
s2, draining water, excavating and eliminating danger on the tunnel face;
s3, after the surrounding rock is stabilized, performing primary support on the excavated surrounding rock;
and S4, dividing the water burst section of the fault fracture zone into a plurality of sections, drilling grouting holes according to different sections according to a scheme, and grouting to build a safe tunnel structure (200).
2. The post-grouting construction method of the tunnel structure of the water burst section of the fault fracture zone according to claim 1, wherein the tunnel structure (200) comprises a seventh grouting section (207), a second grouting section (202), a fourth grouting section (204), a fifth grouting section (205), a third grouting section (203), a first grouting section (201) and a sixth grouting section (206) which are connected in sequence; the third grouting section (203), the fourth grouting section (204), the sixth grouting section (206) and the seventh grouting section (207) are all reinforced areas; the first grouting section (201) and the second grouting section (202) are both water stop walls; the fifth grouting section (205) is a water consolidation zone, and the fifth grouting section (205) is located on the maximum water gushing section of the fault fracture zone.
3. The post-grouting construction method of a tunnel structure of a water burst section of a fault-breaking zone according to claim 2, wherein the seventh grouting section (207), the second grouting section (202), the fourth grouting section (204), the fifth grouting section (205), the third grouting section (203), the first grouting section (201) and the sixth grouting section (206) are sequentially connected from high altitude to low altitude.
4. The post-grouting construction method of the tunnel structure at the water burst section of the fault fracture zone according to claim 3, characterized in that the longitudinal sectional grouting of the tunnel structure (200) sequentially comprises the first grouting section (201), the second grouting section (202), the third grouting section (203), the fourth grouting section (204), the fifth grouting section (205), the sixth grouting section (206) and the seventh grouting section (207).
5. The post-grouting construction method of a tunnel structure at a water burst section of a fault-breaking zone according to claim 4, characterized in that the circumferential grouting of the tunnel structure (200) is sequentially the side wall, the vault and the inverted arch area of the tunnel.
6. The post-grouting construction method of the fault-breaking zone water burst section tunnel structure according to claim 2, characterized in that the reinforcing area and the water stop wall are grouted by adopting double-liquid slurry, and the water stop reinforcing area is grouted by adopting double-liquid slurry matched with an accelerator.
7. The post-grouting construction method of a fault-breaking zone water burst section tunnel structure according to claim 6, wherein the grouting pressures of the reinforcement zone, the water-stopping wall and the water-stopping reinforcement zone are 0.6MPa to 1.0 MPa.
8. The post-grouting construction method of a tunnel structure at a water burst section of a fault fracture zone as claimed in claim 1, wherein step S3 further comprises an arch protection operation, wherein the arch protection operation is performed after the primary support.
9. The post-grouting construction method of the tunnel structure at the water burst section of the fault fracture zone as claimed in claim 8, wherein step S3 further comprises drilling pressure relief holes, and the drilling operation of the pressure relief holes (230) is performed after the retaining arches are completely constructed.
10. The post-grouting construction method of a tunnel structure at a water burst section of a fault-broken zone according to any one of claims 1 to 9, further comprising:
and S5, carrying out grouting effect check on the cast tunnel structure (200).
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114198120A (en) * | 2021-12-14 | 2022-03-18 | 中铁华铁工程设计集团有限公司 | Construction method for treating fault broken zone of shield segment of submarine tunnel |
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