CN106401600A - Tunnel strengthening treatment method and support structure based on positions of dissolving cavities - Google Patents
Tunnel strengthening treatment method and support structure based on positions of dissolving cavities Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 27
- 238000005728 strengthening Methods 0.000 title abstract description 7
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- 238000013461 design Methods 0.000 claims abstract description 7
- 239000004567 concrete Substances 0.000 claims description 74
- 239000002131 composite material Substances 0.000 claims description 47
- 238000009412 basement excavation Methods 0.000 claims description 35
- 229910000831 Steel Inorganic materials 0.000 claims description 32
- 239000010959 steel Substances 0.000 claims description 32
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 19
- 239000011435 rock Substances 0.000 claims description 14
- 238000003780 insertion Methods 0.000 claims description 13
- 230000037431 insertion Effects 0.000 claims description 13
- 239000012528 membrane Substances 0.000 claims description 12
- 238000005496 tempering Methods 0.000 claims description 10
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- 238000006073 displacement reaction Methods 0.000 claims description 6
- 238000011835 investigation Methods 0.000 claims description 4
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- 238000011065 in-situ storage Methods 0.000 claims description 3
- 238000009533 lab test Methods 0.000 claims description 3
- 238000012544 monitoring process Methods 0.000 claims description 3
- 239000011800 void material Substances 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims description 2
- 239000007921 spray Substances 0.000 claims description 2
- 230000000694 effects Effects 0.000 abstract description 6
- 238000004364 calculation method Methods 0.000 abstract description 3
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- 238000007569 slipcasting Methods 0.000 description 9
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- 150000001875 compounds Chemical class 0.000 description 4
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- 238000000205 computational method Methods 0.000 description 2
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- 238000002347 injection Methods 0.000 description 2
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- 235000019738 Limestone Nutrition 0.000 description 1
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- 239000003651 drinking water Substances 0.000 description 1
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Classifications
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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
-
- 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
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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
- E21D11/08—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
-
- 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
-
- 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
- E21D11/383—Waterproofing; Heat insulating; Soundproofing; Electric insulating by applying waterproof flexible sheets; Means for fixing the sheets to the tunnel or cavity wall
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- 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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- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/13—Architectural design, e.g. computer-aided architectural design [CAAD] related to design of buildings, bridges, landscapes, production plants or roads
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- General Life Sciences & Earth Sciences (AREA)
- Life Sciences & Earth Sciences (AREA)
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Abstract
The invention discloses a tunnel strengthening treatment method and a support structure based on the positions of dissolving cavities. The tunnel strengthening treatment method includes the following steps that firstly, the nearest distance L between the dissolving cavities and a tunnel is determined; secondly, the safety thickness H of a karst region of the tunnel is determined; thirdly, the safety of the tunnel affected by the dissolving cavities of the karst region is judged; and fourthly, different tunnel support structures are adopted according to the safety of the tunnel. The tunnel strengthening treatment method and the support structure based on the positions of the dissolving cavities have the following beneficial effects that firstly, a calculation method is reasonable, consideration is comprehensive, design is reasonable, the construction speed is high, the use effect is good, and different support methods and structures are adopted according to the different safety conditions of the tunnel; and secondly, the corresponding support structures are selected according to the positions of the dissolving cavities, and the construction and safety operation problems of passing of the part, in the karst region, of the tunnel can be effectively solved.
Description
Technical field
The present invention relates to Treatment Methods and supporting construction are strengthened in a kind of tunnel based on molten chamber position.
Background technology
As the important component part of highway construction and railway construction, mountain tunnel obtains in China on a large scale
Development.Wherein many Tunnel Passings or close on molten chamber although this problem of safety all to Tunnel Passing karst both at home and abroad
Give the attention of height, but such accident still constantly occurs.Particularly China's karst features complex distribution, the distribution of molten chamber
Irregular and be difficult to detect, causes safely high risks to tunnel construction.In molten chamber, also the construction to tunnel is made for the presence of water
Become great potential safety hazard, the tunnel strengthening supporting structure in molten chamber is passed through in further investigation and Treatment Methods have highly important meaning
Justice.
Found although having the reinforcement of a large amount of tunnels with regard to passing through karst strata by retrieving to existing technical literature
Protection structure and the patent documentation of Treatment Methods, such as Chinese invention patent application number CN201420783205.7, denomination of invention：A kind of
The compound supporting construction of Karst Tunnel, it is not evaluated to Karst Tunnel safety and is taken targetedly measure, with
And application for a patent for invention CN201510490047.5, denomination of invention：A kind of Karst Tunnel karst safe thickness computational methods, its
The safe thickness method being provided is based entirely on Theoretical Calculation, and Karst Tunnel and molten chamber are reduced to model of structural mechanics, and real
Border Tunnel Passing karst is a kind of structure model of soil layer, and the result calculated does not conform to the actual conditions, in addition also patent of invention
Application number CN201120178851.7, denomination of invention：Traversing tunnel type dissolved cavity stabilizing system, it only considered and traverses tunnel
The molten chamber of formula, does not consider tunnel strengthening supporting structure and the Treatment Methods in the molten chamber of diverse location comprehensively.
Content of the invention
In view of the shortcomings of the prior art, the technical problem to be solved in the present invention be provide a kind of based on molten chamber position
Treatment Methods and supporting construction are strengthened in tunnel, reasonable in design it is considered to comprehensively and speed of application is fast, good practical effect, according to molten chamber
Diverse location selects suitable tunnel strengthening supporting structure and Treatment Methods, can thoroughly solve In Karst Tunnel safe construction and
Safe operation problem.
For method：Treatment Methods are strengthened in a kind of tunnel based on molten chamber position of the present invention, comprise the following steps：
S1. determine the minimum distance L of the position, form and molten chamber and tunnel in the molten chamber in karst region；
S2. determine Tunnel Karst area safe thickness H；
S3. judge the safety that tunnel is affected by the molten chamber in karst region, detected the molten chamber obtaining by S1 with tunnel
Closely L is compared with safe thickness H, L>H, then tunnel safety；L≤H, then tunnel is dangerous；
S4. different tunnel support structures are taken according to tunnel safety：
S4.1. tunnel safety：Then according to Monitoring During The Access, tunnel support structure include preliminary bracing, secondary lining and
Advance support；
S4.2. tunnel is dangerous：It is divided into two kinds of situations：
S4.2.1. tunnel and the no insertion of molten chamber：On the basis of step S4.1, hole successively between tunnel and molten chamber,
Steel floral tube and spray of molten steel ipe grout are installed；
S4.2.2. tunnel and the insertion of molten chamber：On the basis of step S4.1, arrange and construction tunnel supporting construction and molten chamber
The double-deck backfill composite construction connecting as one；
Further, step S2 includes：
S2.1. Geometric Modeling：Form according to the molten chamber in the karst region obtaining in S1 and scope, the outline excavation in tunnel and
Reduce as far as possible and influence each other between tunnel and molten chamber, take tunnel excavation profile to be M away from karst region base plate safe thickness, set up geometry
Model；
S2.2. parameter value, is enclosed according to engineering geologic investigation report, in-situ test and laboratory test, design drawing
Rock and the value of tunnel-liner each side, parameter includes：The compression modulus Es of each layer Rock And Soil, void ratio e, natural density γ,
Poisson's ratio μ, cohesive strength c, angle of friction φ, the thickness D of tunnel-liner, elastic modulus E, Poisson's ratio μ, severe γ；
S2.3. the determination of minimum safe thickness, in calculating using tunnel excavation profile away from molten chamber closest approach as starting point, so
Molten chamber top board or base plate take a characteristic point every a certain distance backward, obtain each key of country rock between tunnel and molten chamber with this
Point stress and displacement curve, can obtain corresponding mesozone depth of stratum according to the change section of each key point stress and displacement curve
D, the tunnel excavation profile being taken with Geometric Modeling in S2.1 deducts calculated centre away from molten bottom of chamber plate minimum distance by L
Area depth of stratum d draws Tunnel Karst area safe thickness H, i.e. H=L-d.
Further, in step S4.2.1, steel floral tube passes through molten chamber and overhangs to molten chamber, and tempering pipe stretches out outside molten chamber
Length be molten chamber and tunnel distance L 15-25%
Further, the double-deck backfill composite construction in step S4.2.2 is different according to molten chamber position difference, including tunnel
Double-deck backfill composite construction and tunnel bottom double-deck backfill composite construction in the middle part of the double-deck backfill in road top composite construction, tunnel, its
In：
Tunnel top double-deck backfill composite construction includes the antiseepage concrete shield arch being laid in above tunnel excavation face and is laid in
Gravel backfill cushion directly over antiseepage concrete shield arch；
In the middle part of tunnel double-deck backfill composite construction include being laid in tunnel excavation face arranged on left and right sides antiseepage concrete concrete revetment and
It is laid in the gravel backfill cushion outside antiseepage concrete concrete revetment；
Tunnel bottom double-deck backfill composite construction includes being laid in antiseepage concrete concrete river bottom protection and the laying below tunnel excavation face
Blotter below antiseepage concrete river bottom protection, described antiseepage concrete river bottom protection and blotter are filled in molten below tunnel excavation section
Intracavity.
Further, setting tunnel internal drainage structure in step S4.2.2, tunnel internal drainage structure is included by double-deck no anti-
The Water -proof Membrane of cloth and EVA composition, encryption ring blind pipe and transverse drain.
For supporting construction, the tunnel support structure based on molten chamber position of the present invention, including positioned at tunnel circumference
Preliminary bracing, secondary lining and advance support it is characterised in that：The double-deck backfill also including between tunnel and molten chamber is compound
Structure.
Further, described double-deck backfill composite construction includes tunnel top double-deck backfill composite construction, double in the middle part of tunnel
Layer backfill composite construction and tunnel bottom double-deck backfill composite construction, wherein：
Tunnel top double-deck backfill composite construction includes the antiseepage concrete shield arch being laid in above tunnel excavation face and is laid in
Gravel backfill cushion directly over antiseepage concrete shield arch；
In the middle part of tunnel double-deck backfill composite construction include being laid in tunnel excavation face arranged on left and right sides antiseepage concrete concrete revetment and
It is laid in the gravel backfill cushion outside antiseepage concrete concrete revetment；
Tunnel bottom double-deck backfill composite construction includes being laid in antiseepage concrete concrete river bottom protection and the laying below tunnel excavation face
Blotter below antiseepage concrete river bottom protection, described antiseepage concrete river bottom protection and blotter are filled in molten below tunnel excavation section
Intracavity.
Further, also include tunnel internal drainage structure, described tunnel internal drainage structure includes Water -proof Membrane, encryption
Ring blind pipe and transverse drain, described Water -proof Membrane is located on tunnel inner wall, and described encryption ring blind pipe is located at compound
On the inwall of formula splash guard, the bottom that described transverse drain is located in tunnel.
Further, described Water -proof Membrane includes double-deck no anti-cloth and EVA layer.
Further, also include the steel floral tube from tunnel Chuan Zhirong chamber, described tempering pipe penetrates molten chamber and extends outside molten chamber,
And the length stretched out outside molten chamber of tempering pipe is the 15-25% in molten chamber and tunnel distance L.
Beneficial effects of the present invention：
1st, Treatment Methods and supporting construction are strengthened in the tunnel based on molten chamber position of the present invention, and computational methods are reasonable, consideration
Comprehensively, reasonable in design, speed of application is fast, using effect is good, adopts different method for protecting support according to the different safe condition in tunnel
And structure；
2nd, Treatment Methods and supporting construction are strengthened in the tunnel based on molten chamber position of the present invention, and it is right to be selected according to molten chamber position
The supporting construction answered, can effectively solve the problem that the construction passing through In Karst Tunnel and safe operation problem.
Brief description
Fig. 1 is supporting construction schematic diagram during tunnel safety of the present invention；
Fig. 2 be tunnel of the present invention dangerous and no insertion when supporting construction schematic diagram；
Fig. 3 is that tunnel of the present invention is dangerous and supporting construction schematic diagram during insertion；
Fig. 4 is that tunnel of the present invention is dangerous and waterproof/drainage structure schematic diagram during insertion；
Reference：
The molten chamber of 1-, 2- tunnel, 3- preliminary bracing, 4- secondary lining, 5- advance support, 6- steel floral tube, 7- antiseepage concrete shield arch,
8- gravel backfill cushion, 9- antiseepage concrete revetment, 10- antiseepage concrete river bottom protection, 11- blotter, 12- Water -proof Membrane, 13- ring
To blind pipe, 14- transverse drain.
Specific embodiment
, this tunnel is that western big passage Changsha-Chongqing highway WuLong builds to water river section taking certain tunnel as a example
One of condition main projects the most complicated, the long 7120m in right hole, the long 7097.897m in left hole, it is designed as separate type double-hole tunnel,
It is wide slow construction corrosion peak cluster depression landforms that Tunnel Passing construct corrosion to corrode mountains low-to-middle in height arteries and veins mountain range top.
Embodiment 1
The present embodiment is that Treatment Methods are strengthened in the tunnel based on molten chamber position, and the method comprises the following steps：
S1. determine the minimum distance L of the position, form and molten chamber and tunnel in the molten chamber in karst region.Specifically, according to engineering
Geologic prospect is reported, scene is carried out with position, form, scale and the extension side that geologic radar detection determines the molten chamber in karst region simultaneously
To etc., in this example, verify molten chamber be located above tunnel vault with left side abutment wall at, the molten chamber in top high 5.5m, longitudinal 4.5m, horizontal
To visual length about 8m, molten chamber trend is vertical with tunnel trend, molten chamber and tunnel holing through, i.e. L<0；Left side abutment wall molten chamber trend with
Tunnel moves towards parallel, and with tunnel no insertion and karst region is apart from tunnel 10.8m, i.e. L between the molten chamber in left side and tunnel for karst region
=10.8m.
S2. determine Tunnel Karst area safe thickness H, set up finite element numerical model according to engineering specifications, then it is entered
Row elastic-plastic analysis calculates, and based on result of calculation, safe thickness rock deformation state is analyzed, finally according to country rock
Stable case determining safe thickness.Comprise the following steps that：
S2.1. Geometric Modeling：Form according to the molten chamber in the karst region obtaining in S1 and scope, the outline excavation in tunnel and
Reduce as far as possible and influence each other between tunnel and molten chamber, take tunnel excavation profile to be M=30m away from karst region base plate safe thickness, build
Vertical geometric model；
S2.2. parameter value, is enclosed according to engineering geologic investigation report, in-situ test and laboratory test, design drawing
Rock and the value of tunnel-liner each side, parameter includes：The compression modulus Es of each layer Rock And Soil, void ratio e, natural density γ,
Poisson's ratio μ, cohesive strength c, angle of friction φ, the thickness D of tunnel-liner, elastic modulus E, Poisson's ratio μ, severe γ；In the present embodiment
Parameter value is：It is soil layer in the range of the 36m of ground to underground, the elastic modulus E=0.1MPa of soil layer, natural density γ=
17.8kN/m3, Poisson's ratio ν=0.33, cohesive strength C=20kPa, angle of friction φ=15 °, are sand limestone under soil layer, country rock bullet
Property modulus=1.2MPa, natural density γ=20kN/m3, Poisson's ratio ν=0.3, cohesive strength C=150kPa, angle of friction φ=
27°；Tunnel support elastic modulus E=30GPa, severe γ=20kN/m3, Poisson's ratio ν=0.2, D=26cm.
S2.3. the determination of minimum safe thickness, in calculating using tunnel excavation profile away from karst region closest approach as starting point,
Then take a characteristic point to molten bottom of chamber plate every a certain distance, each key point of country rock between tunnel and karst region is obtained with this
Stress and displacement curve, with the interval each key point of country rock of tunnel and karst to tunnel excavation contour line distance as abscissa, above
State Finite element arithmetic each key point displacement out and stress value for vertical coordinate draw out respectively molten chamber be located above vault, molten
Chamber is located at left side abutment wall law curve.Show that molten chamber is located at the mesozone above tunnel vault and during the abutment wall of left side according to this rule
Depth of stratum d=16.4m, d=17.3m, then, the tunnel and the karst region safe thickness M that are taken with Geometric Modeling in second step
Deduct calculated mesozone depth of stratum and can show that karst region is located above tunnel vault and minimum during the abutment wall of left side
Safe thickness H=30m-16.4m=13.6m, H=30m-17.3m=12.7m.
S3. judge the safety that tunnel is affected by the molten chamber in karst region, detected the molten chamber obtaining by S1 with tunnel
Closely L is compared with safe thickness H, L>H, then tunnel safety；L≤H, then tunnel is dangerous；Tunnel vault in the present embodiment
The molten chamber in top and tunnel holing through, L<0, tunnel is dangerous；The molten chamber of left tunnel side wall and tunnel distance L=10.8m≤H=
11.9m, tunnel is dangerous.
S4. different tunnel support structures are taken according to tunnel safety：
S4.1. tunnel safety：Then according to Monitoring During The Access, tunnel support structure include preliminary bracing, secondary lining and
Advance support；
S4.2. tunnel is dangerous：It is divided into two kinds of situations：
S4.2.1. tunnel and the no insertion of molten chamber：On the basis of step S4.1, hole successively between tunnel and molten chamber,
Grouting in steel floral tube 6 and steel floral tube 6 is installed；In the present embodiment, molten chamber on the left of tunnel and tunnel no insertion, in this example, just
Phase supporting adopts loopful work I18 profile steel frame, and the structure of loopful work I18 profile steel frame is corresponding with tunnel cross-section structure, and by
Multiple sections are continuously assemblied to form.Secondary lining adopts hot rolled seamless steel tube, model φ 108mm × 6mm (nominal diameter × wall
Thick), L-15m/ root, be 120 ° of arrangements according to 57/ring, circumferential distance 30cm, arch, outer limb 3, lap of splice 4-5m, often
Root steel pipe is axially consistent with tunnel center line side, the tube wall of every steel pipe bores the extravasating hole of 20mm, spacing 20cm, in blossom type
Arrangement, and pressure injection cement mortar, the longitudinal pitch of loopful work I18 profile steel frame is 0.6m.
Depth when holing between tunnel and molten chamber is 12.8m, diameter 89mm, by quincuncial arrangement.According to boring
The steel floral tube 6 that formal character is mated with boring creeps into, and steel floral tube 6 is arranged vertically, and steel floral tube 6 termination embeds below karst region base plate
2m, that is, through after molten chamber in protruding 2m, the length that tempering pipe stretches out outside molten chamber is molten chamber and tunnel distance L to steel floral tube 6
15-25%.Blossom type arrangement is pressed in steel floral tube 6 slip casting, and spacing is taken as 2m × 2m.Injected hole, aperture 10- are reserved on slip casting tube wall
16mm, pitch of holes is 15-20mm, and afterbody 1-1.5m scope does not stay injected hole, as only slurry section.
The material of above-mentioned slip casting adopts cement mortar, and cement adopts expanding cement.Concrete grouting parameter is according to field test
Determine, in this example, the ratio of mud takes 11, grouting pressure 0.5MPa～1.0MPa, and slip casting area is that incoherent slump body porosity is larger, expands
Scattered radius takes 2.0m.Slip casting machine uses GZJB type hydraulic double-liquid grouting machine.
Carry out slip casting effect inspection after slip casting, using ZH-20 type rock-boring corning machine, the slag that collapses in karst region is taken
Core, judges grouting reinforcement effect according to core sample.If grouting reinforcement effect does not reach conceptual design requirement, carry out after-teeming again
Slurry.
S4.2.2. tunnel and molten chamber insertion (L<0)：On the basis of step S4.1, arrange and construction tunnel supporting construction
The double-deck backfill composite construction connecting as one with molten chamber；
Double-deck backfill composite construction is different and different according to molten chamber position, include tunnel top bilayer backfill composite construction,
Double-deck backfill composite construction and tunnel bottom double-deck backfill composite construction in the middle part of tunnel, wherein：
Tunnel top double-deck backfill composite construction includes the antiseepage concrete shield arch being laid in above tunnel excavation face and is laid in
Gravel backfill cushion directly over antiseepage concrete shield arch；
In the middle part of tunnel double-deck backfill composite construction include being laid in tunnel excavation face arranged on left and right sides antiseepage concrete concrete revetment and
It is laid in the gravel backfill cushion outside antiseepage concrete concrete revetment；
Tunnel bottom double-deck backfill composite construction includes being laid in antiseepage concrete concrete river bottom protection and the laying below tunnel excavation face
Blotter below antiseepage concrete river bottom protection, described antiseepage concrete river bottom protection and blotter are filled in molten below tunnel excavation section
Intracavity.
Above-mentioned antiseepage concrete is steel fibre expansive concrete, and it is prepared and includes selecting and mix proportion selection of raw material, raw material
Select and mix proportion selection is followed and so that the porosity in concrete is reduced, improve its percent compaction, impermeability and corrosion resistance, make
Supporting construction meets impervious requirement, and ensures not reduce the principle of concrete strength.In this example, being chosen to be of raw material：
1. cement selection 425 Portland cement；2. fine aggregate is river sand, and clay content is less than 2%；3. maximum size of coarse aggregate is
10mm, clay content is less than 1%；4. water adopts drinking water；5. steel fibre is shearing-type, and length is 25-30mm, and equivalent diameter is
0.3-0.8mm, draw ratio is 40-100；6. extender is PNC early-strength.Concrete shield arch, concrete revetment and concrete cushion construction match ratio
Selection be shown in Table 1.
Table 1 steel fibre shotcrete match ratio (kg/m3)
| Cement | Fine aggregate | Coarse aggregate | Water | Steel fibre | Extender |
| 400 | 740 | 910 | 195 | (a1)80 | (b2)60 |
Setting tunnel internal drainage structure in step S4.2.2, tunnel internal drainage structure is included by the no anti-cloth of bilayer and EVA structure
Water -proof Membrane, encryption ring blind pipe and the transverse drain becoming.
It should be noted that boring, steel loading floral tube 6 slip casting can also be added in S4.2.2, to improve tunnel and molten chamber
Supporting intensity to tunnel during insertion.
Embodiment 2
The present embodiment is the tunnel support structure based on molten chamber position, including the preliminary bracing 3, two positioned at tunnel 2 circumference
Secondary lining cutting 4 and advance support 5, also include the double-deck backfill composite construction between tunnel 2 and molten chamber 1.
Described double-deck backfill composite construction include tunnel top double-deck backfill composite construction, in the middle part of tunnel double-deck backfill compound
Structure and tunnel bottom double-deck backfill composite construction, wherein：
Tunnel top double-deck backfill composite construction includes the antiseepage concrete shield arch 7 being laid in above tunnel 2 excavation face and lays
Gravel backfill cushion 8 directly over antiseepage concrete shield arch 7；
In the middle part of tunnel, double-deck backfill composite construction includes the antiseepage concrete concrete revetment 9 being laid in tunnel 2 excavation face arranged on left and right sides
With the gravel backfill cushion 8 being laid in outside antiseepage concrete concrete revetment；
Tunnel bottom double-deck backfill composite construction includes being laid in antiseepage concrete concrete river bottom protection 10 and the cloth below tunnel 2 excavation face
It is located at the blotter 11 below antiseepage concrete river bottom protection, described antiseepage concrete river bottom protection 10 and blotter 11 are filled in tunnel 2 and excavate and break
In molten chamber 1 below face.
Specific construction process is：After arranging secondary lining, preliminary bracing and advance support outside tunnel successively, in molten chamber
Hole in casing and preliminary bracing between, be provided with the steel floral tube of boring coupling in boring, subsequently pass through injected hole past
Injection cement mortar in steel floral tube, thus reach the purpose reinforcing casing；When tunnel and molten chamber insertion, Specific construction process
For：Secondary lining, preliminary bracing and advance support are set successively outside tunnel first, subsequently between molten chamber and preliminary bracing
Setting double-deck backfill composite construction, it is the good concrete layer of air-tightness that double-deck backfill composite construction adopts concrete protection structure, and gravel returns
Fill out cushion concrete protection structure is consolidated.In sum, the support system of this structure, can be according to the tunnel position different from molten chamber
Put relation, select different supporting construction, can be cost-effective, the tunnel support demand under different condition can be met again.
In order to improve tunnel drainage ability, also include tunnel internal drainage structure, described tunnel internal drainage structure includes being combined
Formula splash guard 12, encryption ring blind pipe 13 and transverse drain 14, described Water -proof Membrane 12 be located on tunnel inner wall in case
Only casing seeps water into tunnel, and described encryption ring blind pipe 13 is located on the inwall of Water -proof Membrane 12 for leading to water
Transverse drain 14, the bottom Jiang Shui that described transverse drain 14 is located in tunnel leads to outside tunnel.
Described Water -proof Membrane includes double-deck no anti-cloth and EVA layer.
Further, also include the steel floral tube 6 from tunnel Chuan Zhirong chamber, slip casting in steel floral tube 6, further increase tunnel
Supporting intensity, tempering pipe 6 penetrates molten chamber and extends outside molten chamber, and the length stretched out outside molten chamber of tempering pipe be molten chamber with tunnel away from
From the 15-25% of L, strengthen installation strength in karst region for the steel floral tube 6, improve the support capacity to tunnel for the tempering pipe.
Ultimate principle and principal character and the advantages of the present invention of the present invention have been shown and described above, for this area skill
It is clear that the invention is not restricted to the details of above-mentioned one exemplary embodiment for art personnel, and in the spirit without departing substantially from the present invention or
In the case of basic feature, the present invention can be realized in other specific forms.Therefore, no matter from the point of view of which point, all should be by
Embodiment regards exemplary as, and is nonrestrictive, the scope of the present invention by claims rather than on state
Bright restriction, it is intended that all changes in the implication and scope of the equivalency of claim that fall are included in the present invention
Interior.
Moreover, it will be appreciated that although this specification is been described by according to embodiment, not each embodiment only wraps
Containing an independent technical scheme, only for clarity, those skilled in the art should for this narrating mode of description
Using description as an entirety, the technical scheme in each embodiment can also form those skilled in the art through appropriately combined
Understandable other embodiment.
Claims (10)
1. a kind of tunnel based on molten chamber position strengthen Treatment Methods it is characterised in that：Comprise the following steps：
S1. determine the minimum distance L of the position, form and molten chamber and tunnel in the molten chamber in karst region；
S2. determine Tunnel Karst area safe thickness H；
S3. judge the safety that tunnel is affected by the molten chamber in karst region, detected the low coverage in the molten chamber obtaining and tunnel by S1
From L compared with safe thickness H, L>H, then tunnel safety；L≤H, then tunnel is dangerous；
S4. different tunnel support structures are taken according to tunnel safety：
S4.1. tunnel safety：Then according to Monitoring During The Access, tunnel support structure includes preliminary bracing, secondary lining and advanced
Supporting；
S4.2. tunnel is dangerous：It is divided into two kinds of situations：
S4.2.1. tunnel and the no insertion of molten chamber：On the basis of step S4.1, between tunnel and molten chamber successively boring, in the hole
Steel floral tube and spray of molten steel ipe grout are installed；
S4.2.2. tunnel and the insertion of molten chamber：On the basis of step S4.1, setting is connected with construction tunnel supporting construction and molten chamber
The double-deck backfill composite construction being integrated.
2. tunnel based on molten chamber position according to claim 1 strengthen Treatment Methods it is characterised in that：Step S2 bag
Include：
S2.1. Geometric Modeling：Form according to the molten chamber in the karst region obtaining in S1 and scope, the outline excavation in tunnel and as far as possible
Reduce and influence each other between tunnel and molten chamber, take tunnel excavation profile to be M away from karst region base plate safe thickness, set up geometry mould
Type；
S2.2. parameter value, according to engineering geologic investigation report, in-situ test and laboratory test, design drawing carry out country rock and
The value of tunnel-liner each side, parameter includes：The compression modulus Es of each layer Rock And Soil, void ratio e, natural density γ, Poisson
Ratio μ, cohesive strength c, angle of friction φ, the thickness D of tunnel-liner, elastic modulus E, Poisson's ratio μ, severe γ；
S2.3. the determination of minimum safe thickness, in calculating using tunnel excavation profile away from molten chamber closest approach as starting point, Ran Houxiang
Molten chamber top board or base plate take a characteristic point every a certain distance, and obtaining each key point of country rock between tunnel and molten chamber with this should
Power and displacement curve, can obtain corresponding mesozone depth of stratum d according to the change section of each key point stress and displacement curve, use
The tunnel excavation profile that in S2.1, Geometric Modeling is taken deducts calculated mesozone rock away from karst region base plate safe thickness M
Floor thickness d draws Tunnel Karst area safe thickness H, i.e. H=M-d.
3. tunnel based on molten chamber position according to claim 2 strengthen Treatment Methods it is characterised in that：Step S4.2.1
Middle steel floral tube passes through molten chamber overhanging to molten chamber, and the length stretched out outside molten chamber of tempering pipe is the 15- in molten chamber and tunnel distance L
25%.
4. tunnel based on molten chamber position according to claim 3 strengthen Treatment Methods it is characterised in that：
Double-deck backfill composite construction in step S4.2.2 is different according to molten chamber position difference, including the double-deck backfill of tunnel top
Double-deck backfill composite construction and tunnel bottom double-deck backfill composite construction in the middle part of composite construction, tunnel, wherein：
Tunnel top double-deck backfill composite construction includes the antiseepage concrete shield arch being laid in above tunnel excavation face and is laid in antiseepage
Gravel backfill cushion directly over concrete shield arch；
In the middle part of tunnel, double-deck backfill composite construction includes antiseepage concrete concrete revetment and the laying being laid in tunnel excavation face arranged on left and right sides
Gravel backfill cushion outside antiseepage concrete concrete revetment；
Tunnel bottom double-deck backfill composite construction includes the antiseepage concrete concrete river bottom protection being laid in below tunnel excavation face and is laid in anti-
Ooze the blotter below concrete river bottom protection, described antiseepage concrete river bottom protection and blotter are filled in the molten chamber below tunnel excavation section
Interior.
5. tunnel based on molten chamber position according to claim 4 strengthen Treatment Methods it is characterised in that：Step S4.2.2
Middle setting tunnel internal drainage structure, Water -proof Membrane that tunnel internal drainage structure includes being made up of the no anti-cloth of bilayer and EVA, adds
Close ring blind pipe and transverse drain.
6. a kind of tunnel support structure based on molten chamber position, including positioned at the preliminary bracing of tunnel circumference, secondary lining and super
Front supporting it is characterised in that：Also include the double-deck backfill composite construction between tunnel and molten chamber.
7. the tunnel support structure based on molten chamber position according to claim 6 it is characterised in that：Described double-deck backfill is multiple
Close structure and include tunnel top double-deck backfill composite construction, double-deck backfill composite construction and the double-deck backfill of tunnel bottom in the middle part of tunnel
Composite construction, wherein：
Tunnel top double-deck backfill composite construction includes the antiseepage concrete shield arch being laid in above tunnel excavation face and is laid in antiseepage
Gravel backfill cushion directly over concrete shield arch；
In the middle part of tunnel, double-deck backfill composite construction includes antiseepage concrete concrete revetment and the laying being laid in tunnel excavation face arranged on left and right sides
Gravel backfill cushion outside antiseepage concrete concrete revetment；
Tunnel bottom double-deck backfill composite construction includes the antiseepage concrete concrete river bottom protection being laid in below tunnel excavation face and is laid in anti-
Ooze the blotter below concrete river bottom protection, described antiseepage concrete river bottom protection and blotter are filled in the molten chamber below tunnel excavation section
Interior.
8. the tunnel support structure based on molten chamber position according to claim 7 it is characterised in that：Also include row in tunnel
Water-bound, described tunnel internal drainage structure includes Water -proof Membrane, encryption ring blind pipe and transverse drain, described combined type
Splash guard is located on tunnel inner wall, and described encryption ring blind pipe is located on the inwall of Water -proof Membrane, described transverse drain
Bottom in tunnel.
9. the tunnel support structure based on molten chamber position according to claim 8 it is characterised in that：Described waterproof system
Plate includes double-deck no anti-cloth and EVA layer.
10. the tunnel support structure based on molten chamber position according to claim 9 it is characterised in that：Also include from tunnel
Wear to the steel floral tube in molten chamber, described tempering pipe penetrates molten chamber and extends outside molten chamber, and the length that tempering pipe stretches out outside molten chamber is molten
Chamber and the 15-25% of tunnel distance L.
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