CN110118090A - For preventing tunnel grouting reinforcing from causing the safeguard structure of surface uplift - Google Patents
For preventing tunnel grouting reinforcing from causing the safeguard structure of surface uplift Download PDFInfo
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- CN110118090A CN110118090A CN201910511046.2A CN201910511046A CN110118090A CN 110118090 A CN110118090 A CN 110118090A CN 201910511046 A CN201910511046 A CN 201910511046A CN 110118090 A CN110118090 A CN 110118090A
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- slip casting
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- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 26
- 238000007569 slipcasting Methods 0.000 claims abstract description 56
- 239000002689 soil Substances 0.000 claims abstract description 49
- 238000010276 construction Methods 0.000 claims abstract description 41
- 230000008093 supporting effect Effects 0.000 claims abstract description 40
- 238000005553 drilling Methods 0.000 claims description 35
- 239000002002 slurry Substances 0.000 claims description 31
- 238000000034 method Methods 0.000 claims description 27
- 239000004567 concrete Substances 0.000 claims description 12
- 238000013461 design Methods 0.000 claims description 12
- 239000000203 mixture Substances 0.000 claims description 11
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 11
- 239000004568 cement Substances 0.000 claims description 9
- 239000000654 additive Substances 0.000 claims description 8
- 230000000996 additive effect Effects 0.000 claims description 8
- 238000002347 injection Methods 0.000 claims description 8
- 239000007924 injection Substances 0.000 claims description 8
- 239000011378 shotcrete Substances 0.000 claims description 8
- 229910000831 Steel Inorganic materials 0.000 claims description 7
- 239000010959 steel Substances 0.000 claims description 7
- 230000003247 decreasing effect Effects 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 2
- 239000007787 solid Substances 0.000 claims 1
- 230000002633 protecting effect Effects 0.000 abstract description 4
- 238000009826 distribution Methods 0.000 abstract description 3
- 239000010410 layer Substances 0.000 description 22
- 239000011435 rock Substances 0.000 description 21
- 238000011161 development Methods 0.000 description 6
- 230000000694 effects Effects 0.000 description 6
- 230000006641 stabilisation Effects 0.000 description 5
- 238000011105 stabilization Methods 0.000 description 5
- 238000005516 engineering process Methods 0.000 description 4
- 238000009412 basement excavation Methods 0.000 description 3
- 239000011440 grout Substances 0.000 description 3
- 238000003892 spreading Methods 0.000 description 3
- 230000007480 spreading Effects 0.000 description 3
- 235000008331 Pinus X rigitaeda Nutrition 0.000 description 2
- 235000011613 Pinus brutia Nutrition 0.000 description 2
- 241000018646 Pinus brutia Species 0.000 description 2
- 230000008901 benefit Effects 0.000 description 2
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- 240000002853 Nelumbo nucifera Species 0.000 description 1
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- 235000006510 Nelumbo pentapetala Nutrition 0.000 description 1
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000005422 blasting Methods 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000002950 deficient Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009792 diffusion process Methods 0.000 description 1
- 230000010339 dilation Effects 0.000 description 1
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- 238000012986 modification Methods 0.000 description 1
- 230000008569 process Effects 0.000 description 1
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- 238000012958 reprocessing Methods 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 239000002344 surface layer Substances 0.000 description 1
- 230000005641 tunneling Effects 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- 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
- E21D11/003—Linings or provisions thereon, specially adapted for traffic tunnels, e.g. with built-in cleaning devices
-
- 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
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D20/00—Setting anchoring-bolts
-
- 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
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/003—Injection of material
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Civil Engineering (AREA)
- Architecture (AREA)
- Soil Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Paleontology (AREA)
- General Engineering & Computer Science (AREA)
- Consolidation Of Soil By Introduction Of Solidifying Substances Into Soil (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The present invention relates to for preventing tunnel grouting reinforcing from causing the safeguard structure of surface uplift, technical solution is, including being located at the tunnel ontology below surface of stratum, be provided in stratum right above tunnel ontology formed by surface grouting it is reversed arched, it is described reversed arched in downwardly convex arch, the top of tunnel ontology Internal periphery, which is helped, is provided with supporting construction, it is helped around the top of tunnel ontology Internal periphery, it is arched that the forward direction formed by bored grouting is provided on the outside of supporting construction, the forward direction is arched in the arch to raise upward, the present invention is by by different level, stress supporting body is collectively formed in multiple slip casting and a variety of passive protecting modes of joint, successively form reversed arched and positive arched structure, change ravelly ground around tunnel, the stress distribution of the loose rock-soil layer such as sandy soils, so as to realize to ambient enviroment, ground Matter is grasped in very not accurate situation, forms high-pressure slip-casting by reversed arched protection.
Description
Technical field
The invention belongs to Geotechnical Engineering fields and civil engineering municipal administration technical field, especially a kind of for preventing tunnel from infusing
Slurry reinforces the safeguard structure for causing surface uplift.Pre-grouting when passing through ravelly ground, sandy soils suitable for shallow embedding tunnel (lane) road
Reinforce permanent tunnel (lane) road engineering for a series of problems, such as easily causing surface uplift, road cracking, building inclination.
Background technique
With the development of economic globalization and the quickening of urbanization process, subway engineering increasingly becomes urban public transport
The Main way of development.Subway not only increases the agility of trip, saves the time of people, is also urban environmental protection construction
Development plays good facilitation.China is in the period of industrialization and urbanization accelerated development, millions of
Population pours in big city, brings huge pressure to city management and urban transportation.Compared with Other Engineering, subway engineering is one
Item investment is big, the construction period is long, technology complexity large scale civil engineering.Subway engineering have concealment, geological environment not really
The features such as qualitative, construction technology complexity, this is bound to cause, and risk amount of the engineering within the construction time is more, type is complicated, even
Biggish economic loss is caused after appearance accident.
Subway is in noisy, densely populated, construction of structures the is intensive urban district in city, the tunnel (lane) excavated to build subway
Road is located at the superficial part position of the entire earth's crust, and when need to pass through ravelly ground, sandy soils, this undoubtedly increases the difficulty of excavation and supporting
Degree.From the point of view of the whole country, subway generally build 20 meters or so of underground depths in, according to statistics Beijing, Tianjin, Guangzhou, 4, Shanghai subway
City, 20 meters or so of underground, the line depth of Beijing five reaches 24 meters in tunnel (lane) road of construction.According to soil, geology, route point
Cloth is different, and construction subway depth is also variant, some countries such as Russia, 50 meters or so of the London underground Deng Doushi are deep in the world
Degree.
Loose rock-soil layer, ground can be passed through when being located at ravelly ground, sandy soils such case for tunnel (lane) road, and constructing
Existing road or other constructions of structures, the construction in general tunnel (lane) road only has few portion tip position to use cut and cover method at present,
90 percent path length is using drilling and blasting method, shield method, tunnel boring machine method, the methods of the New Austrian Tunneling Method in subsurface excavation method.Originally complete
Original stress state, which will be changed, at the excavation in stable rock-soil layer experience tunnel (lane) road causes stress to redistribute.Upper overlying strata
Layer and the weight of construction of structures can cause the deformation in tunnel (lane) road, therefore must carry out supporting to tunnel (lane) road excavated, simultaneously
It needs to reinforce ravelly ground, sandy soils of the tunnel (lane) between road and earth's surface, this section loosely dissipates rock stratum, sandy soils are known as burying
It is deep.The method for substantially using slip casting is reinforced to the part Rock And Soil at present, since tunnel (lane) road buried depth is shallower, relative to entire
It is a very thin shell for formation thickness, tunnel (lane) track pitch earth's surface generally needs more closely in order to achieve the effect that grouting and reinforcing
Biggish grouting pressure is wanted, but excessive grouting pressure can cause Rock And Soil arch again until protuberance phenomenon, destruction occur for earth's surface
The original state of earth's surface causes earth's surface road cracking, construction of structures differential settlement.If reducing grouting pressure at this time, though it can be with
The purpose of control surface uplift deformation, but the too low reduction that can directly result in grout spreading range of pressure are played, so that up to not
To the effect for reinforcing Rock And Soil.Grout spreading range is rule of thumb obtained generally in 25cm or so, therefore usually will note in practice of construction
The slurry spacing of wells is designed as 50cm or so, and to guarantee under effective grouting pressure, the grout spreading range of two injected holes has
Cross-coincidence phenomenon, having reached reinforces Rock And Soil between injected hole fully.After if grouting pressure reduces, not only slurries
Dilation angle can reduce, conventional slip casting pitch of holes not can guarantee Rock And Soil around at all and sufficiently be reinforced, and lead to slip casting
Body is discontinuous, influences the stress of magmatic rock soil mixture, and therefore, it is imperative to improve and innovate.
Summary of the invention
For above situation, for the defect for overcoming the prior art, the purpose of the present invention is just to provide a kind of for preventing tunnel
Road grouting and reinforcing causes the safeguard structure and tunnel pre-grouting method of surface uplift, can effectively solve to prevent grouting and reinforcing from causing
The problem of surface uplift.
The technical solution that the present invention solves is: a kind of for preventing tunnel grouting reinforcing from causing the protection knot of surface uplift
Structure is provided in the stratum right above tunnel ontology and is formed by surface grouting including being located at the tunnel ontology below surface of stratum
It is reversed arched, it is described it is reversed it is arched be in downwardly convex arch, the top of tunnel ontology Internal periphery, which is helped, is provided with supporting construction,
Helped around the top of tunnel ontology Internal periphery, be provided on the outside of supporting construction is formed by bored grouting it is positive arched, it is described
Positive arched in the arch to raise upward, positive arched, reversed arched and supporting construction, which is collectively formed, prevents pre-grouting from drawing
Play association's supporting construction of surface uplift.
The supporting construction be the anchor pole suspended net shotcrete supporting being arranged in tunnel inner body wall or section-steel support or with
Both upper combined supporting constituted.
Described is reversed arched with a thickness of 3-4m, and positive arched thickness is greater than 2m.
The reversed arched projected length in the width direction in level ground is L, as reversed arched span, reversely
The depth of arched minimum point to level ground is H, and as rise, reversed arched ratio of rise to span is △ K, △ K=H/L, then △ K is
1/5-1/6。
The vertical centerline of the tunnel ontology, positive arched vertical centerline and reversed arched vertical centerline
Collinearly.
The top of the tunnel ontology Internal periphery, which helps to be provided with towards tunnel, moves towards the pre-grouting pipe being obliquely installed, and surpasses
The outlet of preceding Grouting Pipe is located between positive arched and reversed arched coverage area.
A kind of tunnel pre-grouting method for preventing surface uplift based on above-mentioned safeguard structure, comprising the following steps:
A, surface drilling slip casting
Before constructing tunnel to location to be protected, along the trend of tunnel ontology, there is loose ground right above its trend
The surface of stratum of layer carries out surface drilling, drills as quincuncial arrangement, the vertical view line of centres and tunnel with a line drilling move towards
Vertically, in a line drilling, centrally located drilling depth is maximum, is successively successively decreased from center to two sides drilling depth, and same
Row drilling lower end is respectively positioned on the design where the section reversely in arched range；
Repeatable Grouting Pipe is placed in drilling, and grouting operation is carried out by repeatable Grouting Pipe, makes slurries and loose rock
Soil layer forms an integer support structure, collectively constitutes reversed arched；
B, tunnel support
When constructing tunnel to location to be protected, the rough section of tunnel ontology is first excavated, carry out just pneumatically placed concrete and is installed
Supporting construction, finally pneumatically placed concrete again；
C, tunnel drilling and grouting
For multiple pneumatically placed concrete after 1 day, the forward direction formed around the top side bored grouting of tunnel ontology Internal periphery is arched；
D, pre-grouting
It is reversed it is arched with forward direction it is arched between carry out pre-grouting；
E, bottom slab concreting
Concreting is carried out to the bottom plate in tunnel, forms the tunnel cross-section size for meeting design requirement.
In the loose rock-soil layer of the described reversed arched surface positioned at tunnel trend of design, design it is reversed it is arched in
The arch of lower convexity, the reversed arched projected length in the width direction in level ground is L, as it is reversed it is arched across
Degree, the depth of reversed arched minimum point to level ground are H, and as rise, reversed arched ratio of rise to span is △ K, △ K=H/L,
Then △ K is 1/5-1/6；
The lower end of the repeatable Grouting Pipe is equal with the reversed spacing of arched lower end surface is designed.
Grouting operation in the step A are as follows:
Repeatable Grouting Pipe lower end is no more than 10cm from drilling bottom, first carries out initial stage slip casting, past by repeatable Grouting Pipe
Hardening slurry is injected in injected hole, initial stage slip casting uses filling and injecting slurry, and grouting pressure control is being less than 0.5Mpa, used slip casting
Liquid is 325# cement, additive, water composition, and its ratio be 1:0.08:2.
The 2-3h to the end of initial stage slip casting, slurries reach pre-hardening state, ravelly ground, sand in slurries and loose rock-soil layer
Layer is tentatively bonded to an entirety, after having certain bearing strength, carries out secondary grouting, the grouting pressure of secondary grouting is greater than just
The grouting pressure of secondary slip casting, and control be less than 3Mpa, using retreat segmented slip casting, used injection slurry be 325# cement,
Additive, water composition, its ratio be 1:0.08:2, using segmented slip casting is retreated with a thickness of 3-4m, until being formed complete anti-
To arched, to have the function that improve loose mass strength, internal grouting and reinforcing is formed by initial stage slip casting and secondary grouting
Body, internal grouting and reinforcing body form an integer support structure with the loose rock-soil layer of surrounding and collectively constitute for the anti-of stress carrying
To arched.
The beneficial effects of the present invention are added using arched spatial stability theory and conventional bolt-spary supports, steel arch-shelf
The passive protectings form such as combined bolting and shotcrete or combined supporting organically combines, by by different level, repeatedly slip casting and a variety of passive branch of joint
Stress supporting body is collectively formed in shield mode, successively forms reversed arched and positive arched structure, changes pine around tunnel (lane) road
The peakdeviation that stress is concentrated, is gone out three bands in tunnel (lane) road by the stress distribution for dissipating the loose rock-soil layer such as rock stratum, sandy soils
Force area makes full use of arched shape to have the characteristics that bearing capacity is big, has separated the dynamic and static load of surface of stratum to tunnel (lane) road
Influence, while also having separated the excessive influence to earth's surface road, construction of structures of tunnel (lane) road pre-grouting pressure, guaranteed respectively
The mutual stabilization of the two was, it can be achieved that high-pressure slip-casting, had both controlled the deformation on surface of stratum ground, construction of structures, and prevented and treated ground
The protuberance of table, while also adequately achieving the effect of loose rock-soil layer grouting and reinforcing.By high-pressure slip-casting to loose Rock And Soil
The reparation for carrying out intensity and toughness, improves the globality and bearing capacity of country rock, locates the loose Rock And Soil in tunnel (lane) road top for a long time
In preferable stable state, ambient enviroment, rock and soil properties are grasped in very not accurate situation so as to realize, by anti-
High-pressure slip-casting is formed to arched protection.Method of the invention has wide range of applications, and is applicable in newly digging and reprocessing tunnel (lane) road,
It is particularly suitable for the engineering that superficial part tunnel (lane) road passes through ravelly ground, sandy soils, the present invention easily forms a set of perfect construction skill
Art measure has method simple, convenient to carry out, and mechanized operation is convenient, the good feature of supporting effect, and the engineering popularization having is answered
With value, as the continuous development of superficial part underground engineering has significant economic benefit.
Detailed description of the invention
Fig. 1 is integral arrangement diagrammatic cross-section of the present invention.
Fig. 2 is the reversed arched arrangement diagrammatic cross-section of the present invention；
Fig. 3 is that diagrammatic cross-section is arranged in pre-grouting stabilization zone；
Fig. 4 is the reversed continuous arched integral planar schematic diagram for preventing grouting and reinforcing from causing surface uplift method.
Wherein: 1. surface of stratum；2. surface drilling；3. repeatable Grouting Pipe；4. loose rock-soil layer；5. reversed arched；6.
Pre-grouting pipe；7. superficial part injected hole；8. tunnel ontology；9. the vertical centerline of tunnel ontology；10. bottom plate；11. positive bent
Arch；12. pre-grouting stabilization zone；13. anchor pole；14. the cross central line of tunnel ontology；15. the rough section of tunnel ontology；16.
Steel arch-shelf.
Specific embodiment
Below in conjunction with attached drawing, specific embodiments of the present invention will be described in further detail.
As shown in Figs 1-4, the present invention is a kind of causes the safeguard structure of surface uplift for preventing tunnel grouting from reinforcing, including
Tunnel ontology 8 positioned at the lower section of surface of stratum 1, be provided in the stratum right above tunnel ontology 8 formed by surface grouting it is anti-
It is in downwardly convex arch to arched 5, described reversed arched 5, the top of 8 Internal periphery of tunnel ontology, which is helped, is provided with supporting construction,
It is helped around the top of tunnel ontology Internal periphery, the forward direction arched 11 formed by bored grouting, institute is provided on the outside of supporting construction
Forward direction arched 11 is stated in the arch to raise upward, positive arched 11, reversed arched 5 and supporting construction are collectively formed and prevent in advance
Slip casting causes association's supporting construction of surface uplift.
To guarantee using effect, the supporting construction is the anchor pole suspended net shotcrete supporting being arranged on 8 inner wall of tunnel ontology
The combined supporting that both 13 or section-steel support 16 or more are constituted.
Described reversed arched 5 with a thickness of 3-4m, the thickness of forward direction arched 11 is greater than 2m.
Described reversed arched 5 projected length in the width direction in level ground is L, as reversed arched span, instead
It is H to arched 5 minimum point to the depth of level ground, as rise, reversed arched ratio of rise to span is △ K, △ K=H/L, then △
K is 1/5-1/6.
If surface of stratum is not horizontal, the benchmark of level ground takes minimum point.
The spacing of the forward direction arched 11 and reversed arched 5 is greater than 2m, since the buried depth in underground space tunnel is different, reversely
Arched vault (minimum point) is selected according to the actual situation away from the distance of positive arched vault (highest point), at positive and negative two
Under arched protection, interlayer progress high-pressure slip-casting has the function that reinforce country rock body therebetween, reaches country rock body and injecting cement paste
The effect of cooperative bearing.
The vertical centerline 9 of the tunnel ontology 8, the vertical centerline of forward direction arched 11 and reversed arched 5 it is vertical
Centerline collineation.
The top of 8 Internal periphery of tunnel ontology, which helps to be provided with towards tunnel, moves towards the pre-grouting pipe 6 being obliquely installed,
The outlet of pre-grouting pipe 6 is located between forward direction arched 11 and reversed arched 5 coverage area.
Pre-grouting pipe 6 is arranged according to existing specification, is inclined outwardly generally according to corresponding tunnel
30 ° of -60 ° of layings, spacing general control in 0.5m or so, meet Special Geological Condition can appropriate adjustment bore angle and spacing, should
Technology is the prior art.Specifically: the top side in tunnel (lane) road beats deep in the injected hole installation Grouting Pipe progress of certain depth
Hole slip casting operation forms internal grouting and reinforcing body, under reversed continuous arched 5 protection with forward direction arched 11, can properly increase
The grouting pressure of medium-length hole pre-grouting, general control is in 8Mpa hereinafter, used injection slurry is 425# cement, additive, water
Composition, its ratio be 1:0.08:2.
The top side of 8 Internal periphery of tunnel ontology is the circular arc shaped portion by top and is connected to circular arc shaped portion both ends lower part and erects
Straight portion composition.
A kind of tunnel pre-grouting method for preventing surface uplift of above-mentioned safeguard structure, comprising the following steps:
A, surface drilling slip casting
Before constructing tunnel to location to be protected, first to surface of stratum because construction needs the temporary facility migrated to turn
It moves, arranges slip casting station in suitable position, be ready for subsequent reversed arched slip casting, along the trend of tunnel ontology, walk at it
To surface there is the surface of stratum of loose rock-soil layer 4 to carry out surface drilling 2, the diameter of drilling to be slightly larger than slip casting pipe diameter
Preferably, it drills as quincuncial arrangement, it is vertical with tunnel trend with the vertical view line of centres of a line drilling, it drills with a line, is located at
The drilling depth at center is maximum, is successively successively decreased from center to two sides drilling depth, and is respectively positioned on the section with a line drilling lower end
The design at place is reversely in arched range；
The spacing of the surface drilling 2 is 0.4-0.6m；
Repeatable Grouting Pipe 3 is placed in drilling, repeats the plastic tube (pvc pipe) that Grouting Pipe selects hard elastic good,
Grouting Pipe bottom end seal is repeated, one is drilled with every a distance (such as 15-20cm) on tube wall and irises out slurry aperture, every circle is equidistantly set
Set a certain number of pulp apertures (such as 3-4), and in each repeatable Grouting Pipe pulp aperture relative altitude it is identical so that
Slurries can uniformly equivalent diffusion around injected hole.
Grouting operation is carried out by repeatable Grouting Pipe 3, slurries and loose rock-soil layer 4 is made to form an integer support knot
Structure collectively constitutes reversed arched 5；
B, tunnel support
When constructing tunnel to location to be protected, the rough section 15 of tunnel ontology is first excavated, carry out just pneumatically placed concrete and is pacified
Supporting construction is filled, finally pneumatically placed concrete again；
Method particularly includes: when constructing tunnel to location to be protected, the rough section 15 of tunnel ontology is first excavated, is carried out immediately
First pneumatically placed concrete, first thickness of shotcrete are generally 20-30mm, then split according to the characteristic of rock-soil layer around and strength grade
Tunnel (lane) road of digging carries out anchor pole suspended net shotcrete supporting 13, section-steel support 16 or both combined supporting and forms supporting construction, most
Pneumatically placed concrete is answered afterwards, and thickness is generally 80-100mm, artificial treatment is carried out to the position of deficient digging after the completion of multiple spray, to what is backbreak
Position is filled and led up, and the anchor pole of leakage, anchor cable end are carried out proper treatment, finally carries out levelling place to entire tunnel (lane) road
Reason, to guarantee that the shape size of entire tunnel (lane) road section meets design.
C, tunnel drilling and grouting
Multiple pneumatically placed concrete is after 1 day, around the forward direction arched 11 of the top side bored grouting formation of tunnel ontology Internal periphery；
Method particularly includes: after multiple pneumatically placed concrete terminates 1 day, on tunnel (lane) road top, depth 2m superficial part injected hole below is beaten by side
7, then install Grouting Pipe carry out slip casting, grouting pressure general control in 5Mpa hereinafter, institute using injection slurry be 425# cement, add
Add agent, water composition, its ratio be 1:0.08:2, form forward direction arched 11 around tunnel (lane) road top side shape, make itself and supporting knot
Association's supporting construction is collectively formed in structure.
D, pre-grouting
Pre-grouting stabilization zone 12 between reversed arched 5 and forward direction arched 11 carries out pre-grouting reinforcing；
Method particularly includes: the top side in tunnel (lane) road beats the injected hole of certain depth and installs the progress of pre-grouting pipe 6
Medium-length hole slip casting operation, forms internal grouting and reinforcing body, and the outlet of pre-grouting pipe 6 is located at forward direction arched 11 and reversed arched 5
Between coverage area, under reversed arched 5 and positive arched 11 protection, the slip casting of medium-length hole pre-grouting 6 can be properly increased
Pressure, general control is in 8Mpa hereinafter, used injection slurry is 425# cement, additive, water composition, and its ratio be 1:0.08:
2, pre-grouting tube spacing general control in 0.5m or so, meet Special Geological Condition can appropriate adjustment injected hole bore angle and
Away from.
E, bottom slab concreting
Concreting is carried out to the bottom plate 10 in tunnel, forms the tunnel cross-section size for meeting design requirement.
In the loose rock-soil layer 4 for designing the reversed arched surface positioned at tunnel trend, design is reversely arched to be in
Downwardly convex arch, described reversed arched 5 projected length in the width direction in level ground is L, as reversed arched
Span, the depth of reversed arched 5 minimum point to level ground are H, and as rise, reversed arched ratio of rise to span is △ K, △ K=
H/L, then △ K is 1/5-1/6；
The lower end of the repeatable Grouting Pipe 3 is equal with the reversed spacing of arched lower end surface is designed.
The determination method of surface drilling depth has following two:
A, the reversed continuous arched slip casting in ground belongs to surface layer slip casting, and drilling depth is generally in 6-7m, specific depth view pine
Depending on the distance for dissipating rock stratum, the loose rock the thickness of the layer that sandy soils are constituted or tunnel (lane) track pitch earth's surface, further according to the Δ of selection
K can calculate L；
B, the width of construction of structures to be protected is to be easy measurement in practice, then L is just easily determined, after selecting suitable Δ K,
Then injected hole depth H can be calculated, but the spacing that must satisfy forward direction arched 11 and reversed arched 5 is greater than the requirement of 2m.
Grouting operation in the step A are as follows:
Repeatable Grouting Pipe lower end is no more than 10cm from drilling bottom, first carries out initial stage slip casting, past by repeatable Grouting Pipe
Hardening slurry is injected in injected hole, initial stage slip casting uses filling and injecting slurry, and grouting pressure control (is preventing slip casting pressure less than 0.5Mpa
Power crosses the shape of havoc reversed arched 5, influences the bearing capacity of whole loose rock-soil layer), used injection slurry be 325# cement,
Additive, water composition, its ratio be 1:0.08:2.
The 2-3h to the end of initial stage slip casting, slurries reach pre-hardening state, ravelly ground in slurries and loose rock-soil layer (4),
Sandy soils are tentatively bonded to an entirety, after having certain bearing strength, carry out secondary grouting, the grouting pressure of secondary grouting is big
It in the grouting pressure of first slip casting, and controls and is being less than 3Mpa, using segmented slip casting is retreated, used injection slurry is 325# water
Mud, additive, water composition, its ratio be 1:0.08:2, using segmented slip casting is retreated with a thickness of 3-4m, until being formed complete
Reversed arched 5, to have the function that improve loose mass strength, after slip casting, it should be rinsed with water Grouting Pipe, removed in pipe
Residual slurry forms internal grouting and reinforcing body, internal grouting and reinforcing body and surrounding loose rock by initial stage slip casting and secondary grouting
Soil layer forms an integer support structure and collectively constitutes reversed arched 5 carried for stress.
The retrogressing segmented slip casting is the prior art, is in simple terms exactly that lift Grouting Pipe certain after the completion for slip casting for the first time
Distance, such as 20-30cm carry out secondary grouting, Grouting Pipe are lifted 20-30cm again after the completion of secondary grouting and is infused three times
Slurry, repeatedly, until slip casting thickness reaches 3-4m.
By above situation it should be apparent that the present invention utilizes arched spatial stability theory and conventional shotcrete branch
Shield, steel arch-shelf add the passive protectings form such as combined bolting and shotcrete or combined supporting to organically combine, by by different level, repeatedly slip casting and joint
Stress supporting body is collectively formed in a variety of passive protecting modes, successively forms reversed arched and positive arched structure, changes tunnel
The stress distribution of the loose rock-soil layer such as ravelly ground, sandy soils, goes out tunnel for the peakdeviation that stress is concentrated around (lane) road
The three band force areas in (lane) road, make full use of arched shape to have the characteristics that bearing capacity is big, have separated the dynamic and static lotus of surface of stratum
Carry influence to tunnel (lane) road, while it is excessive to earth's surface road, construction of structures also to have separated tunnel (lane) road pre-grouting pressure
It influences, the mutual stabilization that both ensure that respectively had both controlled surface of stratum ground, construction of structures, it can be achieved that high-pressure slip-casting
Deformation, has prevented and treated the protuberance of earth's surface, while also adequately achieving the effect of loose rock-soil layer grouting and reinforcing.Pass through high-pressure slip-casting pair
Loose Rock And Soil carries out the reparation of intensity and toughness, improves the globality and bearing capacity of country rock, keeps tunnel (lane) road top loose
Rock And Soil is in preferable stable state for a long time, grasps not very accurately so as to realize to ambient enviroment, rock and soil properties
In the case of, high-pressure slip-casting is formed by reversed arched protection.Method of the invention has wide range of applications, and digs and reprocess tunnel to new
(lane) road is applicable in, and is particularly suitable for the engineering that superficial part tunnel (lane) road passes through ravelly ground, sandy soils, the present invention easily forms a set of
Perfect technology measure has method simple, convenient to carry out, and mechanized operation is convenient, and the good feature of supporting effect has
Engineering application value, with superficial part underground engineering continuous development have significant economic benefit.
Applicant is additional, it is noted that the above is only narration to general implementation steps of the invention, is not pair
The present invention makees the limitation under any form, therefore all theoretical foundation and technical spirit of the invention is relied on to carry out above-mentioned construction procedure
Any modification and deformation, belong to the range of protection of the invention.
Claims (10)
1. a kind of cause the safeguard structure of surface uplift for preventing tunnel grouting from reinforcing, including is located at below surface of stratum (1)
Tunnel ontology (8), which is characterized in that be provided in the stratum right above tunnel ontology (8) formed by surface grouting it is reversed
Arched (5), described reversed arched (5) are in downwardly convex arch, and the top of tunnel ontology (8) Internal periphery, which is helped, is provided with supporting knot
Structure is helped around the top of tunnel ontology Internal periphery, and it is arched that the forward direction formed by bored grouting is provided on the outside of supporting construction
(11), the forward direction arched (11) is in the arch to raise upward, and positive arched (11), reversed arched (5) and supporting construction are total
It is same to form the association's supporting construction for preventing pre-grouting from causing surface uplift.
2. according to claim 1 for preventing tunnel grouting reinforcing from causing the safeguard structure of surface uplift, feature exists
In the supporting construction is the anchor pole suspended net shotcrete supporting (13) being arranged on tunnel ontology (8) inner wall or section-steel support
(16) both the or above combined supporting constituted.
3. according to claim 1 for preventing tunnel grouting reinforcing from causing the safeguard structure of surface uplift, feature exists
In, reversed arched (5) with a thickness of 3-4m, the thickness of positive arched (11) is greater than 2m.
4. according to claim 1 for preventing tunnel grouting reinforcing from causing the safeguard structure of surface uplift, feature exists
In the projected length of reversed arched (5) in the width direction in level ground is L, reversed bent as reversed arched span
The depth for encircleing (5) minimum point to level ground is H, and as rise, reversed arched ratio of rise to span is △ K, △ K=H/L, then △ K
For 1/5-1/6.
5. according to claim 1 for preventing tunnel grouting reinforcing from causing the safeguard structure of surface uplift, feature exists
In the vertical centerline (9) of, the tunnel ontology (8), the vertical centerline of positive arched (11) and reversed arched (5) it is perpendicular
To centerline collineation.
6. according to claim 1 for preventing tunnel grouting reinforcing from causing the safeguard structure of surface uplift, feature exists
In, the top of described tunnel ontology (8) Internal periphery, which helps to be provided with towards tunnel, moves towards the pre-grouting pipe (6) being obliquely installed,
The outlet of pre-grouting pipe (6) is located between positive arched (11) and reversed arched (5) coverage area.
7. a kind of tunnel pre-grouting method for preventing surface uplift based on safeguard structure described in claim 1, feature exist
In, comprising the following steps:
A, surface drilling slip casting
Before constructing tunnel to location to be protected, along the trend of tunnel ontology, there are loose rock-soil layer (4) right above its trend
Surface of stratum carry out surface drilling (2), drill as quincuncial arrangement, the vertical view line of centres and tunnel with a line drilling move towards
Vertically, in a line drilling, centrally located drilling depth is maximum, is successively successively decreased from center to two sides drilling depth, and same
Row drilling lower end is respectively positioned on the design where the section reversely in arched range；
It is placed in drilling repeatable Grouting Pipe (3), carries out grouting operation by repeatable Grouting Pipe (3), make slurries and loose
Rock-soil layer (4) forms an integer support structure, collectively constitutes reversed arched (5)；
B, tunnel support
When constructing tunnel to location to be protected, the rough section (15) of tunnel ontology is first excavated, carry out just pneumatically placed concrete and is installed
Supporting construction, finally pneumatically placed concrete again；
C, tunnel drilling and grouting
Multiple pneumatically placed concrete is after 1 day, around positive arched (11) that the top side bored grouting of tunnel ontology Internal periphery is formed；
D, pre-grouting
Pre-grouting is carried out between reversed arched (5) and forward direction arched (11)；
E, bottom slab concreting
Concreting is carried out to the bottom plate (10) in tunnel, forms the tunnel cross-section size for meeting design requirement.
8. the tunnel pre-grouting method according to claim 7 for preventing surface uplift, which is characterized in that the design is anti-
Into the loose rock-soil layer (4) of the arched surface moved towards positioned at tunnel, it is in downwardly convex arch that design is reversely arched, described
The projected length of reversed arched (5) in the width direction in level ground is L, as reversed arched span, reversed arched (5) most
The depth of low spot to level ground is H, and as rise, reversed arched ratio of rise to span is △ K, △ K=H/L, then △ K is 1/5-1/
6。
9. according to right want 8 described in prevent the tunnel pre-grouting method of surface uplift, which is characterized in that the repeatable note
The lower end of slurry pipe (3) is equal with the reversed spacing of arched lower end surface is designed.
10. the tunnel pre-grouting method according to claim 7 for preventing surface uplift, which is characterized in that in the step A
Grouting operation are as follows:
Repeatable Grouting Pipe lower end is no more than 10cm from drilling bottom, first carries out initial stage slip casting, by repeating Grouting Pipe toward slip casting
Hardening slurry is injected in hole, initial stage slip casting uses filling and injecting slurry, and grouting pressure, which controls, is being less than 0.5Mpa, and institute is using injection slurry
325# cement, additive, water composition, its ratio be 1:0.08:2.
The 2-3h to the end of initial stage slip casting, slurries reach pre-hardening state, ravelly ground, sand in slurries and loose rock-soil layer (4)
Layer is tentatively bonded to an entirety, after having certain bearing strength, carries out secondary grouting, the grouting pressure of secondary grouting is greater than just
The grouting pressure of secondary slip casting, and control be less than 3Mpa, using retreat segmented slip casting, used injection slurry be 325# cement,
Additive, water composition, its ratio be 1:0.08:2, using segmented slip casting is retreated with a thickness of 3-4m, until being formed complete anti-
Internal slip casting is formed by initial stage slip casting and secondary grouting and is added to have the function that improve loose mass strength to arched (5)
Solid, internal grouting and reinforcing body and the loose rock-soil layer of surrounding form an integer support structure and collectively constitute for stress carrying
Reversed arched (5).
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
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| CN201910511046.2A CN110118090B (en) | 2019-06-13 | 2019-06-13 | Protective structure for preventing earth surface bulge caused by tunnel grouting reinforcement |
| PCT/CN2020/070390 WO2020248596A1 (en) | 2019-06-13 | 2020-01-06 | Protection structure for preventing ground heave caused by tunnel grouting reinforcement and grouting method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910511046.2A CN110118090B (en) | 2019-06-13 | 2019-06-13 | Protective structure for preventing earth surface bulge caused by tunnel grouting reinforcement |
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| CN110118090A true CN110118090A (en) | 2019-08-13 |
| CN110118090B CN110118090B (en) | 2024-03-22 |
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| CN110985055A (en) * | 2019-12-20 | 2020-04-10 | 中铁南方投资集团有限公司 | Tunnel grouting and drainage synchronous construction method for controlling surface uplift |
| WO2020248596A1 (en) * | 2019-06-13 | 2020-12-17 | 河南理工大学 | Protection structure for preventing ground heave caused by tunnel grouting reinforcement and grouting method |
| CN112942307A (en) * | 2021-01-27 | 2021-06-11 | 山东大学 | Loose soil layer grouting reinforcement method and coastal karst area grouting reinforcement method |
| CN113551655A (en) * | 2021-07-20 | 2021-10-26 | 杭州伟业建设集团有限公司 | Tunnel surpasses owes detection device and detecting system who digs |
| CN115045299A (en) * | 2022-07-26 | 2022-09-13 | 杭州市西站枢纽开发有限公司 | Deep and large foundation pit side wall reinforcing structure with electroosmosis drainage function and construction method |
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Also Published As
| Publication number | Publication date |
|---|---|
| WO2020248596A1 (en) | 2020-12-17 |
| CN110118090B (en) | 2024-03-22 |
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