CN109139022A - A kind of prefbricated tunnel lining tunneling method of the anti-active fault changing of the relative positions - Google Patents
A kind of prefbricated tunnel lining tunneling method of the anti-active fault changing of the relative positions Download PDFInfo
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- CN109139022A CN109139022A CN201810752392.5A CN201810752392A CN109139022A CN 109139022 A CN109139022 A CN 109139022A CN 201810752392 A CN201810752392 A CN 201810752392A CN 109139022 A CN109139022 A CN 109139022A
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- 238000000034 method Methods 0.000 title claims abstract description 23
- 230000005641 tunneling Effects 0.000 title claims abstract description 14
- 238000007596 consolidation process Methods 0.000 claims abstract description 24
- 239000011435 rock Substances 0.000 claims abstract description 17
- 239000011381 foam concrete Substances 0.000 claims abstract description 11
- 230000002787 reinforcement Effects 0.000 claims abstract description 6
- 238000004880 explosion Methods 0.000 claims abstract description 4
- 239000002002 slurry Substances 0.000 claims abstract description 4
- 230000006641 stabilisation Effects 0.000 claims abstract description 4
- 238000011105 stabilization Methods 0.000 claims abstract description 4
- 230000001360 synchronised effect Effects 0.000 claims abstract description 4
- UXVMQQNJUSDDNG-UHFFFAOYSA-L Calcium chloride Chemical compound [Cl-].[Cl-].[Ca+2] UXVMQQNJUSDDNG-UHFFFAOYSA-L 0.000 claims description 3
- 235000008733 Citrus aurantifolia Nutrition 0.000 claims description 3
- 235000011941 Tilia x europaea Nutrition 0.000 claims description 3
- 229910001628 calcium chloride Inorganic materials 0.000 claims description 3
- 239000001110 calcium chloride Substances 0.000 claims description 3
- 239000004568 cement Substances 0.000 claims description 3
- 239000010881 fly ash Substances 0.000 claims description 3
- 239000004088 foaming agent Substances 0.000 claims description 3
- 229910052602 gypsum Inorganic materials 0.000 claims description 3
- 239000010440 gypsum Substances 0.000 claims description 3
- 239000004571 lime Substances 0.000 claims description 3
- 235000019353 potassium silicate Nutrition 0.000 claims description 3
- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 3
- 239000003795 chemical substances by application Substances 0.000 claims 1
- 230000003467 diminishing effect Effects 0.000 claims 1
- 230000006378 damage Effects 0.000 abstract description 5
- 238000009412 basement excavation Methods 0.000 abstract description 4
- 238000009434 installation Methods 0.000 abstract description 3
- 238000007569 slipcasting Methods 0.000 description 5
- 238000005065 mining Methods 0.000 description 3
- 239000003638 chemical reducing agent Substances 0.000 description 2
- 239000004567 concrete Substances 0.000 description 2
- 238000010276 construction Methods 0.000 description 2
- 238000013016 damping Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 238000012423 maintenance Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 230000015572 biosynthetic process Effects 0.000 description 1
- 239000004927 clay Substances 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 238000006073 displacement reaction Methods 0.000 description 1
- 238000005553 drilling Methods 0.000 description 1
- 230000001771 impaired effect Effects 0.000 description 1
- 238000002347 injection Methods 0.000 description 1
- 239000007924 injection Substances 0.000 description 1
- 230000035939 shock Effects 0.000 description 1
- 239000002689 soil Substances 0.000 description 1
- 238000003325 tomography Methods 0.000 description 1
- 230000007704 transition Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
-
- 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
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B28/00—Compositions of mortars, concrete or artificial stone, containing inorganic binders or the reaction product of an inorganic and an organic binder, e.g. polycarboxylate cements
-
- 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
- E21D11/08—Lining with building materials with preformed concrete slabs
-
- 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
-
- 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
- E21D9/006—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries by making use of blasting methods
-
- C—CHEMISTRY; METALLURGY
- C04—CEMENTS; CONCRETE; ARTIFICIAL STONE; CERAMICS; REFRACTORIES
- C04B—LIME, MAGNESIA; SLAG; CEMENTS; COMPOSITIONS THEREOF, e.g. MORTARS, CONCRETE OR LIKE BUILDING MATERIALS; ARTIFICIAL STONE; CERAMICS; REFRACTORIES; TREATMENT OF NATURAL STONE
- C04B2111/00—Mortars, concrete or artificial stone or mixtures to prepare them, characterised by specific function, property or use
- C04B2111/40—Porous or lightweight materials
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Structural Engineering (AREA)
- Geology (AREA)
- Chemical & Material Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Architecture (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Ceramic Engineering (AREA)
- Chemical Kinetics & Catalysis (AREA)
- Inorganic Chemistry (AREA)
- Materials Engineering (AREA)
- Organic Chemistry (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a kind of prefbricated tunnel lining tunneling methods of anti-active fault changing of the relative positions, the steps include: A, tunneling: tunnel piercing enters after active fault passes through area, it is passed through in active fault and carries out explosion and excavation in area, complete section of jurisdiction installation and the synchronous grouting in prefbricated tunnel lining tunnel；B, tunnel reinforcement: the hole for hoist at mounted each section of jurisdiction center is drilled and goed deep into the country rock 30-50cm outside section of jurisdiction, forms consolidation grouting hole；Grouting Pipe is screwed in consolidation grouting hole, then is injected foam concrete in country rock using fracture grouting method, forms a closed slurry stabilization zone of circle outside lining cutting annulus；C, Grouting Pipe is taken out, elastic rubber strip is filled in consolidation grouting hole, and blind bolt is installed on the inside of consolidation grouting hole.This method can effectively reinforce assembled tunnel, and the ability of the anti-active fault changing of the relative positions in the assembled tunnel built is strong, can be effectively prevented from or mitigate active fault changing of the relative positions damage caused by tunnel.
Description
Technical field
The invention belongs to the technical fields of prefbricated tunnel lining tunneling.
Background technique
Under the geological environment of China's complexity, the construction of Tunnel Engineering, which can inevitably encounter, passes through active fault and its is crushed
The problem of band.One side geological fault is usually filled by mud and underground water, becomes soft rock mass, these Unfavorable geology tomographies are in rock
It is widely distributed in body, constitute the principal element of unstability in geotechnical engineering.On the other hand the shear-zone in active stage is easy to produce
Raw fault movement (earthquake) causes the serious changing of the relative positions and vibratility to destroy in tunnel.When building tunnel with Mining Method, resist
The measure of the active fault changing of the relative positions be mainly tunnel-liner section is taken thicken, reinforcement measure or in secondary lining and once lining
Between increase by one layer of bubble concrete layer displacement space be provided and absorbs the mode of energy and improve shock resistance and resist fault movement
The ability of destruction.
But when carrying out constructing tunnel, because structure is easy to appear structure when passing through fault belt and destroys and split
Seam requires structurally waterproof and intensity aspect very high；And Mining Method needs to perform just branch and two linings, intensity and waterproof at the scene
Property is difficult to ensure.Therefore, it can be constructed, i.e., be repaired with prefbricated tunnel lining in construction using the Mining Method of improvement
It builds.Integrated working method is layed in using soil excavation and section of jurisdiction when this method is constructed, section of jurisdiction thickness is fixed, is primary pre-
Shape is made, it is difficult to take thicken, reinforcement measure；Also increase by one layer of bubble concrete layer inside section of jurisdiction without condition.Therefore, existing
The tunnel that some prefbricated tunnel lining methods are built, it is difficult to which the changing of the relative positions and vibratility for resisting the active fault changing of the relative positions (earthquake) destroy.
Summary of the invention
The object of the present invention is to provide a kind of assembled tunneling methods of anti-active fault changing of the relative positions, and this method can be effective
Ground reinforces assembled tunnel, and the ability of the anti-active fault changing of the relative positions in the assembled tunnel built is strong, can be effectively prevented from or mitigate work
Dynamic fault movement is damaged caused by tunnel.
The technical scheme adopted by the invention for realizing the object of the invention is a kind of prefbricated tunnel lining of the anti-active fault changing of the relative positions
Tunneling method, the steps include:
A, tunneling
Tunnel piercing enters after active fault passes through area, passes through in area in active fault and carries out explosion and excavate, completes dress
Section of jurisdiction installation and synchronous grouting with formula trimmed tunnel；
The active fault pass through area by disk on the crushed zone of active fault, crushed zone lower wall, close to disk on crushed zone
Upper disk changeover portion and close to crushed zone lower wall lower wall set of transitions at；Wherein, the length of upper disk changeover portion and lower wall changeover portion
Degree range is obtained by following table:
| Upper disk changeover portion (2S) | Lower wall changeover portion (2X) | |
| Normal fault | 0.5×H-2.2×H | 0.5×H-1.8×H |
| Reversed fault | 0.5×H-1.8×H | 0.5×H-2.2×H |
H in table is the maximum changing of the relative positions amount of active fault；
B, tunnel reinforcement
The hole for hoist at mounted each section of jurisdiction center is drilled and goed deep into the country rock 30-50cm outside section of jurisdiction, is formed and is added
Gu injected hole；Grouting Pipe is screwed in consolidation grouting hole, then is injected foam concrete in country rock using fracture grouting method, until
A closed slurry stabilization zone of circle is formed outside lining cutting annulus；
C, Grouting Pipe is taken out, elastic rubber strip is filled in consolidation grouting hole, and install and close in consolidation grouting hole inner end
Bolt.
Compared with prior art, the beneficial effects of the present invention are:
One, the present invention carries out secondary splitting grouting, pressure in the breaking surrounding rock that active fault passes through area section of jurisdiction rear (outside)
Foam concrete has been infused, has formed a closing surrounding rock consolidation area, the whole knot of tunnel structure and its external country rock in tunnel outer
Structure intensity increases, and effectively increases the ability of the anti-active fault changing of the relative positions in prefbricated tunnel lining tunnel.
Two, the present invention by fracture grouting tunnel outer pressure injection it is big damping flexible damping foam concrete,
A closed surrounding rock consolidation area is formed outside tunnel structure, when meeting with the active fault changing of the relative positions (earthquake), surrounding rock consolidation area makees
For buffer area, corresponding crumple deformation is generated, partial dislocation and impact is effectively absorbed, avoids or reduces fault movement to tunnel structure
The impact of (section of jurisdiction), to be effectively prevented from or mitigate active fault changing of the relative positions damage caused by tunnel.
Three, the present invention fills elastic rubber strip and is covered in consolidation grouting hole after clay fracturing slip casting on the outside of completion
Blind bolt.While guaranteeing Structural Test of Tunnel Segments integrality, the flexibility in tunnel is also improved, the whole error resilience in tunnel is enhanced
Dynamic performance.Meanwhile the pipeline of slip casting again has also been reserved, and when later maintenance, remove bolt and rubber strip, it can be to impaired formation
Weak part carry out slip casting again, facilitate carry out tunnel second consolidation maintenance.
Four, injected hole is formed, compared with separately digging hole by the way of drilling through section of jurisdiction and having hole for hoist when slip casting of the present invention
Hole is more advantageous to the structural stability for keeping section of jurisdiction, improves integrally-built durability.Cutting injected hole is also reduced simultaneously
Cost.
Further, the aperture in consolidation grouting hole of the invention is 80-100mm.
Such aperture can either complete effective slip casting of foam concrete, and can preferably safeguard the whole of tunnel segment structure
Body is small to the damage of tunnel segment structure.
Further, the weight proportion of foam concrete of the invention are as follows: 200 parts of cement, 600 parts of flyash, lime 200
Part, 40 parts of gypsum, 13 parts of water-reducing agent, 20 parts of calcium chloride, 100 parts of waterglass, 1500 parts of foaming agent.
The foam concrete of this proportion, existing enough intensity form the surrounding rock consolidation area of higher-strength, effectively improve
The compression strength of tunnel outer country rock, while having enough flexible and shear strengths again, crumple deformation can be effectively generated, is inhaled
Changing of the relative positions energy is received, the damage to Structural Test of Tunnel Segments is mitigated.
The present invention is described in further detail with reference to the accompanying drawings and detailed description.
Detailed description of the invention
Fig. 1 is the geologic structure schematic diagram that prefbricated tunnel lining tunnel of the invention passes through area in active fault.
Fig. 2 is a kind of prefbricated tunnel lining tunnel structure schematic diagram for anti-active fault changing of the relative positions that the method for the present invention is built.
Specific embodiment
Embodiment
Fig. 1, Fig. 2 shows a kind of specific embodiment of the invention is a kind of prefbricated tunnel lining of the anti-active fault changing of the relative positions
Tunneling method, the steps include:
A, tunneling
It after excavation driving passes through area into active fault, is passed through in active fault and carries out explosion and excavation in area, complete to fill
The installation of section of jurisdiction 8 and synchronous grouting with formula trimmed tunnel；
The active fault pass through area by disk 1S on the crushed zone of active fault, crushed zone lower wall 1X, close to crushed zone
The upper disk changeover portion 2S of upper disk 1S and close to crushed zone lower wall 1X lower wall changeover portion 2X form；Wherein, upper disk changeover portion 2S and
The length range of lower wall changeover portion 2X is obtained by following table:
| Upper disk changeover portion (2S) | Lower wall changeover portion (2X) | |
| Normal fault | 0.5×H-2.2×H | 0.5×H-1.8×H |
| Reversed fault | 0.5×H-1.8×H | 0.5×H-2.2×H |
H in table is the maximum changing of the relative positions amount of active fault；
B, tunnel reinforcement
The hole for hoist at mounted each 8 center of section of jurisdiction is drilled and goed deep into the country rock 30-50cm outside section of jurisdiction 8, is formed
Consolidation grouting hole 3；Grouting Pipe 4 is screwed in consolidation grouting hole 3, then foam concrete is injected by country rock using fracture grouting method
In, a closed slurry stabilization zone 5 of circle is formed outside lining cutting annulus；
C, Grouting Pipe 4 is taken out, elastic rubber strip 6 is filled in consolidation grouting hole 3, and install on the inside of consolidation grouting hole 3
Blind bolt 7.
The aperture of consolidation grouting hole (3) described in the present embodiment is 80-100mm.
The weight proportion of foam concrete described in the present embodiment are as follows: 200 parts of cement, 600 parts of flyash, 200 parts of lime,
40 parts of gypsum, 13 parts of water-reducing agent, 20 parts of calcium chloride, 100 parts of waterglass, 1500 parts of foaming agent.
Claims (3)
1. a kind of prefbricated tunnel lining tunneling method of the anti-active fault changing of the relative positions, the steps include:
A, tunneling
Tunnel piercing enters after active fault passes through area, passes through in area in active fault and carries out explosion and excavate, completes assembled
The section of jurisdiction (8) of trimmed tunnel is installed and synchronous grouting；
The active fault pass through area by disk (1S) on the crushed zone of active fault, crushed zone lower wall (1X), close to crushed zone
The upper disk changeover portion (2S) of upper disk (1S) and close to crushed zone lower wall (1X) lower wall changeover portion (2X) form；Wherein, upper disk mistake
The length range for crossing section (2S) and lower wall changeover portion (2X) is obtained by following table:
H in table is the maximum changing of the relative positions amount of active fault；
B, tunnel reinforcement
The hole for hoist at mounted each section of jurisdiction (8) center is drilled to and goed deep into the external country rock 30-50cm in section of jurisdiction (8), is formed
Consolidation grouting hole (3)；Grouting Pipe (4) are screwed in consolidation grouting hole (3), then are injected foam concrete using fracture grouting method
In country rock, a closed slurry stabilization zone (5) of circle is formed outside lining cutting annulus；
C, Grouting Pipe (4) are taken out, fills elastic rubber strip (6) in consolidation grouting hole (3), and on the inside of consolidation grouting hole (3)
It installs blind bolt (7).
2. a kind of prefbricated tunnel lining tunneling method of anti-active fault changing of the relative positions according to claim 1, feature exist
In: the aperture in the consolidation grouting hole (3) is 80-100mm.
3. a kind of prefbricated tunnel lining tunneling method of anti-active fault changing of the relative positions according to claim 1, feature exist
In: the weight proportion of the foam concrete are as follows: 200 parts of cement, 600 parts of flyash, 200 parts of lime, 40 parts of gypsum, diminishing
13 parts of agent, 20 parts of calcium chloride, 100 parts of waterglass, 1500 parts of foaming agent.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810752392.5A CN109139022B (en) | 2018-07-10 | 2018-07-10 | Construction method of fabricated lining tunnel capable of resisting active fault dislocation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810752392.5A CN109139022B (en) | 2018-07-10 | 2018-07-10 | Construction method of fabricated lining tunnel capable of resisting active fault dislocation |
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| Publication Number | Publication Date |
|---|---|
| CN109139022A true CN109139022A (en) | 2019-01-04 |
| CN109139022B CN109139022B (en) | 2019-12-20 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810752392.5A Active CN109139022B (en) | 2018-07-10 | 2018-07-10 | Construction method of fabricated lining tunnel capable of resisting active fault dislocation |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110219671A (en) * | 2019-03-28 | 2019-09-10 | 中铁二院工程集团有限责任公司 | It is a kind of to pass through large-scale relieving arch backfill structure and construction method without filling solution cavity tunnel |
| CN112096431A (en) * | 2020-10-10 | 2020-12-18 | 中国科学院武汉岩土力学研究所 | Supporting structure and tunnel lining structure of crossing active fault tunnel |
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|---|---|---|---|---|
| CN101550831A (en) * | 2009-04-09 | 2009-10-07 | 西南交通大学 | Shock resisting and reducing structure spanning movable fault tunnel |
| CN103256060A (en) * | 2013-05-18 | 2013-08-21 | 中铁十六局集团有限公司 | Moisture rich and weak mylonite large section tunnel surrounding rock consolidation and excavation method |
| CN103387370A (en) * | 2013-08-02 | 2013-11-13 | 大连铭源全建材有限公司 | Fine sand grouting material for ice-rich soil |
| WO2015083972A1 (en) * | 2013-12-04 | 2015-06-11 | 한국건설기술연구원 | Tunnel which integrates active reinforcing member and shotcrete by wire-net, and construction method therefor |
| CN106869943A (en) * | 2017-02-10 | 2017-06-20 | 西南交通大学 | Pass through the construction method of the dynamic secondary liner structure of subway tunnel error resilience of active fault |
| CN108180001A (en) * | 2018-01-19 | 2018-06-19 | 吉林大学 | The method that ocean shale flour sand type gas hydrates reservoir is transformed in foam slip casting method |
-
2018
- 2018-07-10 CN CN201810752392.5A patent/CN109139022B/en active Active
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101550831A (en) * | 2009-04-09 | 2009-10-07 | 西南交通大学 | Shock resisting and reducing structure spanning movable fault tunnel |
| CN103256060A (en) * | 2013-05-18 | 2013-08-21 | 中铁十六局集团有限公司 | Moisture rich and weak mylonite large section tunnel surrounding rock consolidation and excavation method |
| CN103387370A (en) * | 2013-08-02 | 2013-11-13 | 大连铭源全建材有限公司 | Fine sand grouting material for ice-rich soil |
| WO2015083972A1 (en) * | 2013-12-04 | 2015-06-11 | 한국건설기술연구원 | Tunnel which integrates active reinforcing member and shotcrete by wire-net, and construction method therefor |
| CN106869943A (en) * | 2017-02-10 | 2017-06-20 | 西南交通大学 | Pass through the construction method of the dynamic secondary liner structure of subway tunnel error resilience of active fault |
| CN108180001A (en) * | 2018-01-19 | 2018-06-19 | 吉林大学 | The method that ocean shale flour sand type gas hydrates reservoir is transformed in foam slip casting method |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110219671A (en) * | 2019-03-28 | 2019-09-10 | 中铁二院工程集团有限责任公司 | It is a kind of to pass through large-scale relieving arch backfill structure and construction method without filling solution cavity tunnel |
| CN112096431A (en) * | 2020-10-10 | 2020-12-18 | 中国科学院武汉岩土力学研究所 | Supporting structure and tunnel lining structure of crossing active fault tunnel |
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|---|---|
| CN109139022B (en) | 2019-12-20 |
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