CN104481548A - Tunnel face cavity processing method for shield tunnel construction - Google Patents
Tunnel face cavity processing method for shield tunnel construction Download PDFInfo
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- CN104481548A CN104481548A CN201410609495.8A CN201410609495A CN104481548A CN 104481548 A CN104481548 A CN 104481548A CN 201410609495 A CN201410609495 A CN 201410609495A CN 104481548 A CN104481548 A CN 104481548A
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- slip casting
- injected hole
- grouting
- time slip
- cavity
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- 238000010276 construction Methods 0.000 title claims abstract description 38
- 238000003672 processing method Methods 0.000 title abstract 4
- 238000000034 method Methods 0.000 claims abstract description 80
- 239000004568 cement Substances 0.000 claims abstract description 53
- 239000011083 cement mortar Substances 0.000 claims abstract description 47
- 239000002689 soil Substances 0.000 claims abstract description 45
- 239000004576 sand Substances 0.000 claims abstract description 35
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 34
- 238000007569 slipcasting Methods 0.000 claims description 118
- 210000004911 serous fluid Anatomy 0.000 claims description 53
- 239000000203 mixture Substances 0.000 claims description 27
- 239000010881 fly ash Substances 0.000 claims description 26
- 239000011800 void material Substances 0.000 claims description 25
- 238000002347 injection Methods 0.000 claims description 21
- 239000007924 injection Substances 0.000 claims description 21
- 230000001360 synchronised effect Effects 0.000 claims description 14
- 229920002635 polyurethane Polymers 0.000 claims description 6
- 239000004814 polyurethane Substances 0.000 claims description 6
- 229920000742 Cotton Polymers 0.000 claims description 5
- 238000006386 neutralization reaction Methods 0.000 claims description 5
- 239000007788 liquid Substances 0.000 claims description 4
- ONCZQWJXONKSMM-UHFFFAOYSA-N dialuminum;disodium;oxygen(2-);silicon(4+);hydrate Chemical compound O.[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[O-2].[Na+].[Na+].[Al+3].[Al+3].[Si+4].[Si+4].[Si+4].[Si+4] ONCZQWJXONKSMM-UHFFFAOYSA-N 0.000 claims description 3
- 229940080314 sodium bentonite Drugs 0.000 claims description 3
- 229910000280 sodium bentonite Inorganic materials 0.000 claims description 3
- 239000002002 slurry Substances 0.000 abstract description 12
- 230000000694 effects Effects 0.000 abstract description 7
- 238000013461 design Methods 0.000 abstract description 5
- 238000005728 strengthening Methods 0.000 abstract description 5
- 229910000278 bentonite Inorganic materials 0.000 abstract 2
- 239000000440 bentonite Substances 0.000 abstract 2
- SVPXDRXYRYOSEX-UHFFFAOYSA-N bentoquatam Chemical compound O.O=[Si]=O.O=[Al]O[Al]=O SVPXDRXYRYOSEX-UHFFFAOYSA-N 0.000 abstract 2
- 239000010883 coal ash Substances 0.000 abstract 2
- 238000007596 consolidation process Methods 0.000 description 6
- 230000003014 reinforcing effect Effects 0.000 description 6
- 238000005516 engineering process Methods 0.000 description 4
- 239000000463 material Substances 0.000 description 3
- 238000010586 diagram Methods 0.000 description 2
- 238000012545 processing Methods 0.000 description 2
- 239000000243 solution Substances 0.000 description 2
- 238000004140 cleaning Methods 0.000 description 1
- 239000000470 constituent Substances 0.000 description 1
- 230000007547 defect Effects 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 229920001971 elastomer Polymers 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 238000002360 preparation method Methods 0.000 description 1
- 210000005239 tubule Anatomy 0.000 description 1
- 238000013022 venting Methods 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
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
- E21D9/08—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining with additional boring or cutting means other than the conventional cutting edge of the shield
-
- 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
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Architecture (AREA)
- Structural Engineering (AREA)
- Environmental & Geological Engineering (AREA)
- Civil Engineering (AREA)
- Lining And Supports For Tunnels (AREA)
Abstract
The invention discloses a tunnel face cavity processing method for shield tunnel construction. The tunnel face cavity processing method for the shield tunnel construction includes steps that 1, primary grouting, to be specific, using a grouting system to fill first cement mortar to the lower part of the cavity from the top to bottom through a soil warehouse, wherein the first grouting size is composed of cement, bentonite, coal ash, sand and water according to the weight ratio of 45-55: 45-55: 180-220: 540-660: 360-440; 2, secondary grouting, to be specific, using the grouting system to fill second cement mortar to the middle of the cavity, wherein the second cement mortar is composed of cement, bentonite, coal ash, sand and water according to the weight ratio of 90-110: 68-82: 200-280: 540-660: 420-500; 3, tertiary grouting, to be specific, using the grouting system to fill cement slurry to the upper part of the cavity. The tunnel face cavity processing method for the shield tunnel construction is simple in steps, reasonable in design, easy and convenient to operate, low in invested cost, good in use effect and capable of solving the problems of a traditional grouting strengthening method.
Description
Technical field
The invention belongs to shield tunnel construction technology field, especially relate to a kind of shield tunnel construction face void handling method.
Background technology
Shield method is the Fully-mechanized construction method of one of modern constructing tunnel, and its plant equipment mainly used is shield machine 2.As shown in Fig. 1-1, Fig. 1-2, in shield-tunneling construction process, to shield machine 2 calm the anger tool changing operation time, outside face is exposed to for a long time, tunnel tunnel face top easily occurs that large volume is caved in and forms cavity 1.Along with shield machine cutter carries out with changing, the open-assembly time in cavity, face top 1 is longer, face is unstable, and, As time goes on cavity 1 can be developed gradually, then can cause subsiding of ground, affect the safety of Adjacent Buildings, structure etc., also the operating personnel's personal safety just in tool changing being threatened, causing the tool changing operating personnel that calms the anger to be difficult to by will all needing the cutter changing of replacing complete in the original plan.
Traditional void handling method carries out grouting and reinforcing by the Grouting Pipe that shield machine is built-in to the soft soil body in front, to improve the intensity of the front soil body, avoids face to cave in further.But there is following defect in above-mentioned traditional grouting strengthening method: the first, grouting consolidation effect is not good; The second, reinforcing scope can not cover whole cavity; If three, the cavity long period exposes, still can continue to expand; Four, soil strength skewness after grouting and reinforcing, as face still exposes in atmosphere, face has the possibility continuing to cave in.
Summary of the invention
Technical problem to be solved by this invention is for above-mentioned deficiency of the prior art, a kind of shield tunnel construction face void handling method is provided, its step is simple, reasonable in design, easy and simple to handle and input cost is low, result of use is good, can effectively solve the grouting consolidation effect that traditional grouting strengthening method exists not good, the problems such as effectively process can not be carried out to face cavity.
For solving the problems of the technologies described above, the technical solution used in the present invention is: a kind of shield tunnel construction face void handling method, and handled face cavity, for being positioned at the cavity of the cutterhead front upper of shield machine, is characterized in that the method comprises the following steps:
Step one, first time slip casting: the filling system adopting shield machine, and inject the first cement mortar by the Tu Cang of shield machine to empty bottom; In first time slip casting process, described native storehouse internal pressure is controlled between 1.5bar ~ 3.5bar;
During first time slip casting, in described native storehouse, inject described first grouting serous fluid from top to bottom; After first time, slip casting completed, the inside upper part of described Tu Cang is cement mortar filled section, and the bottom level of described cement mortar filled section is lower than the bottom level in cavity;
By cement, swell soil, flyash, sand and water, ((((the ratio uniform mixture of 540 ~ 660) ︰ (360 ~ 440) forms 180 ~ 220) ︰ 45 ~ 55) ︰ 45 ~ 55) ︰ described first grouting serous fluid by weight;
Step 2, second time slip casting: adopt described filling system, inject the second cement mortar to middle part, cavity;
Before second time slip casting, first by the first Grouting Pipe, described filling system is communicated with inside, cavity; By cement, swell soil, flyash, sand and water, ((((the ratio uniform mixture of 540 ~ 660) ︰ (420 ~ 500) forms 200 ~ 280) ︰ 68 ~ 82) ︰ 90 ~ 110) ︰ described second cement mortar by weight;
Step 3, third time slip casting: adopt described filling system, inject cement paste to empty top;
Before third time slip casting, first by the second Grouting Pipe, described filling system is communicated with empty top.
Above-mentioned a kind of shield tunnel construction face void handling method, is characterized in that: the filling system of described shield machine comprises synchronous grouting system and secondary injection pulp grinder; When carrying out in step one carrying out second time slip casting in first time slip casting and step 2, described filling system is the synchronous grouting system of shield machine; Before second time slip casting, first by the first Grouting Pipe, described synchronous grouting system is communicated with inside, cavity; When carrying out third time slip casting in step 3, described filling system is the secondary injection pulp grinder of shield machine, before third time slip casting, is first communicated with empty top by described secondary injection pulp grinder by the second Grouting Pipe.
Above-mentioned a kind of shield tunnel construction face void handling method, it is characterized in that: after in step 3, third time slip casting completes, after the equal initial set of institute's cement injection in institute's note second grouting serous fluid in institute's note first grouting serous fluid, step 2 in step one and step 3, cutter is changed to the need on cutterhead and changes.
Above-mentioned a kind of shield tunnel construction face void handling method, is characterized in that: before carrying out first time slip casting in step one, and be first connected with injected hole set on native bulkhead by the filling system of shield machine, described native bulkhead is the sidewall of described Tu Cang; In step one during first time slip casting, in step 2 during second time slip casting and in step 3 during third time slip casting, described filling system all carries out slip casting by the injected hole on described native bulkhead.
Above-mentioned a kind of shield tunnel construction face void handling method, is characterized in that: on described native bulkhead, the quantity of set injected hole is multiple; Multiple described injected hole comprises the 3rd injected hole being laid in native bulkhead center upper portion, the first injected hole being laid in the left and right sides in the middle part of native bulkhead respectively and the 5th injected hole, the second injected hole between the first injected hole and the 3rd injected hole, the 4th injected hole between the 3rd injected hole and the 5th injected hole, and described first injected hole, the second injected hole, the 3rd injected hole, the 4th injected hole and the 5th injected hole are along the circumferential direction laid;
Described 4th injected hole is communicated with empty top by the second Grouting Pipe, stack is equipped with described first injected hole and it is communicated with empty top by stack, described first injected hole is steam vent, and described second injected hole is communicated with inside, cavity by the first Grouting Pipe; Described 4th injected hole, the second injected hole are all connected with the filling system of shield machine with the 3rd injected hole;
When carrying out first time slip casting in step one, inject the first cement mortar from the 3rd injected hole; Inject the first cement mortar process, be exhausted by stack;
When carrying out second time slip casting in step 2, inject the second cement mortar by the second injected hole; Inject the second cement mortar process, be exhausted by stack;
When carrying out third time slip casting in step 3, inject cement paste by the 4th injected hole; Inject cement paste process, be exhausted by stack.
Above-mentioned a kind of shield tunnel construction face void handling method, is characterized in that: the height that described first Grouting Pipe upper end exceeds cutterhead is H1, wherein H1=450mm ~ 550mm; Described 5th injected hole is provided with the sighting tube observed the slip casting situation of the first Grouting Pipe, and described 5th injected hole is peephole; The height that described sighting tube upper end exceeds cutterhead is H2, wherein H2=250mm ~ 350mm;
When carrying out second time slip casting in step 2, when reserving the second cement mortar in sighting tube, stop slip casting.
Above-mentioned a kind of shield tunnel construction face void handling method, is characterized in that: the height of the filled section of cement mortar described in step one is the half of described Tu Cang height; In step 2, second time is after slip casting completes, described cavity inner fill the second grouting serous fluid liquid level exceed cutterhead top 250mm ~ 350mm.
Above-mentioned a kind of shield tunnel construction face void handling method, is characterized in that: by cement, swell soil, flyash, sand and water, ((((the ratio uniform mixture of 580 ~ 620) ︰ (390 ~ 410) forms 195 ~ 205) ︰ 48 ~ 52) ︰ 48 ~ 52) ︰ the first grouting serous fluid described in step one by weight; By cement, swell soil, flyash, sand and water, ((((the ratio uniform mixture of 580 ~ 620) ︰ (450 ~ 470) forms 235 ~ 245) ︰ 72 ~ 78) ︰ 95 ~ 105) ︰ second cement mortar described in step 2 by weight.
Above-mentioned a kind of shield tunnel construction face void handling method, is characterized in that: the swell soil in the first grouting serous fluid described in step one and described second grouting serous fluid is sodium bentonite; Sand in first grouting serous fluid described in step one and described second grouting serous fluid is fine sand; In step one in first time slip casting process, described native storehouse internal pressure is controlled between 2.5bar ~ 3.4bar.
Above-mentioned a kind of shield tunnel construction face void handling method, is characterized in that: the shield body of described shield machine is divided into anterior shield, middle shield and shield tail from front to back, and described anterior shield is otch ring; Before carrying out first time slip casting in step one, first with sponge and/or cotton yarn, shutoff is carried out to the gap between cutterhead and otch ring and between otch ring and the outside soil body; In step one in first time slip casting process, in step 2 in second time slip casting process neutralization procedure three in third time slip casting process, all by liquid-injection equipment at middle shield present position place's water filling soluble polyurethane.
The present invention compared with prior art has the following advantages:
1, method step is simple, input cost is low and operation, easy construction, it is convenient to realize.
2, reasonable in design, after injected hole on native bulkhead is communicated with the cavity, front of cutterhead, by first three times cavity being carried out to the slip casting of different materials to rear point, wherein first time slip casting is by the synchronous grouting system of shield machine, inject the first grouting serous fluid to cavity, grouting amount is considered by residue half storehouse soil in native storehouse; Second time slip casting, by the synchronous grouting system of shield machine, is injected the second grouting serous fluid, is injected into 30cm position above cutterhead to cavity; Cement paste is annotated to empty top by the secondary injection pulp grinder of shield machine by third time.Three slip casting is all aided with air venting, controls the stable of pressure in native storehouse.Meanwhile, in order to prevent slurries from wrapping shield body, at middle shield place water filling soluble polyurethane.Until carrying out normal pressure tool changing again after mortar slurries in Tu Cang and cavity.
Meanwhile, three slip casting slurry constituents used is reasonable in design, and wherein in the first grouting serous fluid, cement factor is relatively low, to a certain degree can not only backfill Tu Cang, and can carry out effective filling to bottom, cavity, simultaneously later stage Tu Cang clear up convenient; In second grouting serous fluid, cement factor is relatively high, after filling to form the adhesion strength of packed layer large, can meet empty in the middle part of the demand of filling; And adopt cement paste to carry out filling to empty top during third time slip casting, cement paste is compared with cement mortar, finer and smoother and its associativity is good, the packed layer that the empty top soil body and institute injection slurry are formed can effectively be combined, avoid face to expose for a long time, and can effectively prevent cavity from continuing to expand.Thus, adopt three kinds of different materials to carry out filling to cavity, can give full play to three kinds of materials advantage separately, and can carry out processing fast, effectively to cavity, grouting consolidation effect is good.
3, slip casting is convenient, the synchronous grouting system adopting shield machine to carry and secondary injection pulp grinder just can complete slip casting, and carry out slip casting by the injected hole on native bulkhead, only need connect corresponding pipeline on injected hole, without the need to adjusting other structure of shield machine, thus practical operation is easy, equipment investment cost is lower and the early-stage preparations time is short, and it is convenient to realize.
4, the cavity processing time is short, does not affect the construction period.
5, safety factor when cavity has processed laggard row tool changing is very high, and effectively can ensure that tool changing work progress carries out fast, effectively, tool changing in atmospheric conditions, avoids the risk of tool changing with pressure.
6, result of use is good and practical value is high, and grouting consolidation effect is good, adopts the method that empty slip casting is filled, and the initial stage that formed in cavity just can easy, quick closure Tu Cang and cavity, avoids face to expose for a long time, makes face reach stable as early as possible.Meanwhile, reinforcing scope can cover whole cavity, and after grouting and reinforcing, soil strength is evenly distributed, and what face continued to cave in may be less.Thus, can effectively solve not good, the reinforcing scope of grouting consolidation effect that traditional grouting strengthening method exists can not cover whole cavity, reinforce after soil strength skewness, face there is problems such as continuing incipient slump damage.
In sum, step of the present invention is simple, reasonable in design, easy and simple to handle and input cost is low, result of use is good, can effectively solve the grouting consolidation effect that traditional grouting strengthening method exists not good, the problems such as effectively process can not be carried out to face cavity.
Below by drawings and Examples, technical scheme of the present invention is described in further detail.
Accompanying drawing explanation
The structure in face cavity and position view when Fig. 1-1 is shield-tunneling construction.
Fig. 1-2 is the right view of Fig. 1-1.
Fig. 2 is method flow block diagram of the present invention.
Fig. 3 is the pipeline connection status schematic diagram of injected hole on the present invention's soil bulkhead.
Description of reference numerals:
1-cavity; 2-shield machine; 2-1-cutterhead;
3-native bulkhead; 4-1-the first injected hole; 4-2-the second injected hole;
4-3-the 3rd injected hole; 4-4-the 4th injected hole; 4-5-the 5th injected hole;
5-the first Grouting Pipe; 6-the second Grouting Pipe; 7-stack;
8-sighting tube;-;-;
Detailed description of the invention
Embodiment 1
A kind of shield tunnel construction face void handling method as shown in Figure 2, handled face cavity, for being positioned at the cavity 1 of the cutterhead 2-1 front upper of shield machine 2, comprises the following steps:
Step one, first time slip casting: the filling system adopting shield machine 2, and inject the first cement mortar by the Tu Cang of shield machine 2 to empty 1 bottom; In first time slip casting process, described native storehouse internal pressure is controlled between 1.5bar ~ 3.5bar.
During first time slip casting, in described native storehouse, inject described first grouting serous fluid from top to bottom; After first time, slip casting completed, the inside upper part of described Tu Cang is cement mortar filled section, and the bottom level of described cement mortar filled section is lower than the bottom level in cavity 1.
By cement, swell soil, flyash, sand and water, ((((the ratio uniform mixture of 540 ~ 660) ︰ (360 ~ 440) forms 180 ~ 220) ︰ 45 ~ 55) ︰ 45 ~ 55) ︰ described first grouting serous fluid by weight.
Step 2, second time slip casting: adopt described filling system, in the middle part of cavity 1, inject the second cement mortar.
Before second time slip casting, first by the first Grouting Pipe 5, described filling system is communicated with cavity 1 is inner; By cement, swell soil, flyash, sand and water, ((((the ratio uniform mixture of 540 ~ 660) ︰ (420 ~ 500) forms 200 ~ 280) ︰ 68 ~ 82) ︰ 90 ~ 110) ︰ described second cement mortar by weight.
Step 3, third time slip casting: adopt described filling system, inject cement paste to empty 1 top.
Before third time slip casting, first by the second Grouting Pipe 6, described filling system is communicated with empty 1 top.
In the present embodiment, the filling system of described shield machine 2 comprises synchronous grouting system and secondary injection pulp grinder.When carrying out in step one carrying out second time slip casting in first time slip casting and step 2, described filling system is the synchronous grouting system of shield machine 2; Before second time slip casting, first by the first Grouting Pipe 5, described synchronous grouting system is communicated with cavity 1 is inner; When carrying out third time slip casting in step 3, described filling system is the secondary injection pulp grinder of shield machine 2, before third time slip casting, is first communicated with empty 1 top by described secondary injection pulp grinder by the second Grouting Pipe 6.
During practice of construction, preferably by cement, swell soil, flyash, sand and water, ((((the ratio uniform mixture of 580 ~ 620) ︰ (390 ~ 410) forms 195 ~ 205) ︰ 48 ~ 52) ︰ 48 ~ 52) ︰ the first grouting serous fluid described in step one by weight; Preferably by cement, swell soil, flyash, sand and water, ((((the ratio uniform mixture of 580 ~ 620) ︰ (450 ~ 470) forms 235 ~ 245) ︰ 72 ~ 78) ︰ 95 ~ 105) ︰ second cement mortar described in step 2 by weight.
In the present embodiment, described first grouting serous fluid is formed by the ratio uniform mixture of cement, swell soil, flyash, Sha Heshui 50 ︰ 50 ︰ 200 ︰ 600 ︰ 400 by weight; Second cement mortar described in step 2 is preferably formed by cement, swell soil, flyash, sand and the water ratio uniform mixture by weight 100 ︰ 75 ︰ 240 ︰ 600 ︰ 460.
In practice of construction process, can according to specific needs, the proportioning of each component in described first grouting serous fluid and described second grouting serous fluid be adjusted accordingly.
In the present embodiment, cement paste described in step 3 is formed by cement and the water ratio uniform mixture by weight 1 ︰ 1.
In the present embodiment, the swell soil in the first grouting serous fluid described in step one and described second grouting serous fluid is sodium bentonite.Sand in first grouting serous fluid described in step one and described second grouting serous fluid is fine sand.
In the present embodiment, in step one in first time slip casting process, described native storehouse internal pressure is controlled between 2.5bar ~ 3.4bar.
Further, in step 2 in second time slip casting process neutralization procedure three in third time slip casting process, described native storehouse internal pressure is all controlled between 2.5bar ~ 3.4bar;
In the present embodiment, after third time slip casting completes in step 3, after the equal initial set of institute's cement injection in institute's note second grouting serous fluid in institute's note first grouting serous fluid, step 2 in step one and step 3, cutter is changed to the need on cutterhead 2-1 and changes.
Actual to need change cutter change time, adopt normal pressure cutter replacing method.Actual when changing, adopt and beat boring tool labor cleaning is carried out to the cement bonded sand lumps be set in described native storehouse, and in cement bonded sand lumps scale removal process, synchronously change cutter need be changed.
Before carrying out first time slip casting in step one, be first connected with injected hole set on native bulkhead 3 by the filling system of shield machine 2, described native bulkhead 3 is the sidewall of described Tu Cang.In step one during first time slip casting, in step 2 during second time slip casting and in step 3 during third time slip casting, described filling system all carries out slip casting by the injected hole on described native bulkhead.In the present embodiment, described native bulkhead 3 is circular.
In the present embodiment, on described native bulkhead 3, the quantity of set injected hole is multiple; Multiple described injected hole comprises the 3rd injected hole 4-3 being laid in native bulkhead 3 center upper portion, the first injected hole 4-1 being laid in the left and right sides in the middle part of native bulkhead 3 respectively and the 5th injected hole 4-5, the second injected hole 4-2 between the first injected hole 4-1 and the 3rd injected hole 4-3, the 4th injected hole 4-4 between the 3rd injected hole 4-3 and the 5th injected hole 4-5, and described first injected hole 4-1, the second injected hole 4-2, the 3rd injected hole 4-3, the 4th injected hole 4-4 and the 5th injected hole 4-5 along the circumferential direction lay.
Described 4th injected hole 4-4 is communicated with empty 1 top by the second Grouting Pipe 6, stack 7 is equipped with described first injected hole 4-1 and it is communicated with empty 1 top by stack 7, described first injected hole 4-1 is steam vent, and described second injected hole 4-2 is communicated with cavity 1 is inner by the first Grouting Pipe 5.Described 4th injected hole 4-4, the second injected hole 4-2 are all connected with the filling system of shield machine 2 with the 3rd injected hole 4-3.
When carrying out first time slip casting in step one, inject the first cement mortar from the 3rd injected hole 4-3; Inject the first cement mortar process, be exhausted by stack 7.
When carrying out second time slip casting in step 2, inject the second cement mortar by the second injected hole 4-2; Inject the second cement mortar process, be exhausted by stack 7.
When carrying out third time slip casting in step 3, inject cement paste by the 4th injected hole 4-4; Inject cement paste process, be exhausted by stack 7.
In the present embodiment, described first injected hole 4-1, the second injected hole 4-2, the 3rd injected hole 4-3, the 4th injected hole 4-4 and the 5th injected hole 4-5 are all provided with ball valve.
Further, described first injected hole 4-1, the second injected hole 4-2, the 3rd injected hole 4-3, the 4th injected hole 4-4 and the 5th injected hole 4-5 be laid in respectively 9 o'clock on native bulkhead 3,10 o'clock, 12 o'clock, 2 o'clock and 3 o'clock orientation.
In the present embodiment, the height of the filled section of cement mortar described in step one is the half of described Tu Cang height.
In step 2, second time is after slip casting completes, and described empty 1 inner liquid level of filling the second grouting serous fluid exceeds cutterhead 2-1 top 250mm ~ 350mm.
Correspondingly, the height that described first Grouting Pipe 5 upper end exceeds cutterhead 2-1 is H1, wherein H1=450mm ~ 550mm; Described 5th injected hole 4-5 is provided with the sighting tube 8 observed the slip casting situation of the first Grouting Pipe 5, and described 5th injected hole 4-5 is peephole; The height that described sighting tube 8 upper end exceeds cutterhead 2-1 is H2, wherein H2=250mm ~ 350mm.
When carrying out second time slip casting in step 2, when reserving the second cement mortar in sighting tube 8, stop slip casting.
In the present embodiment, H1=500mm, H2=300mm.Thus, in step 2, second time is after slip casting completes, and described empty 1 inner liquid level of filling the second grouting serous fluid exceeds cutterhead 2-1 top 300mm.
During practice of construction, can according to specific needs, the value size of H1 and H2 be adjusted accordingly.
In the present embodiment, described second Grouting Pipe 6, stack 7, first Grouting Pipe 5 and sighting tube 8 are rubber tube.Described second Grouting Pipe 6 and all long tubule of stack 7, described first Grouting Pipe 5 and sighting tube 8 are short and thick pipe.
In the present embodiment, the shield body of described shield machine 2 is divided into anterior shield, middle shield and shield tail from front to back, and described anterior shield is otch ring.
Before carrying out first time slip casting in step one, first with sponge and/or cotton yarn, shutoff is carried out to the gap between cutterhead and otch ring and between otch ring and the outside soil body; In step one in first time slip casting process, in step 2 in second time slip casting process neutralization procedure three in third time slip casting process, all by liquid-injection equipment at middle shield present position place's water filling soluble polyurethane.
In the present embodiment, gap between described cutterhead and otch ring and between otch ring and the outside soil body is circular gap, when shutoff is carried out to the gap between cutterhead and otch ring and between otch ring and the outside soil body, all shutoff is carried out to the semicircle gap on top.
During practice of construction, adopt before the present invention processes cavity 1, staff's first warehouse entry with pressure, and with cotton yarn by cutterhead 2-1 fill the gap jam-pack that girff exists; Afterwards, with sponge and cotton yarn by the gap jam-pack between the cutterhead at 3 o'clock ~ 9 o'clock orientation (i.e. upper semi-circle) and otch ring and between otch ring and the outside soil body, prevent slurries from flowing to Tu Cang by outside and prevent slurries from wrapping up in attached shield body.Then, staff's warehouse entry with pressure carries out native bulkhead injected hole pipeline and connects, and mainly comprises the connection of the second Grouting Pipe 6, stack 7, first Grouting Pipe 5 and sighting tube 8, refers to Fig. 3.Meanwhile, also need described filling system to be connected with the injected hole on native bulkhead; Pipeline connects complete, check all ready after, staff delivers from godown.
Wherein, the 4th injected hole 4-4 connects the top of the second Grouting Pipe 6 to cavity 1, for noting neat slurry; First injected hole 4-1 runs in tracheae 7 to cavity 1 top, for being exhausted in slip casting process; Second injected hole 4-2 connects the first Grouting Pipe 5, for note second grouting serous fluid; 5th injected hole 4-5 connects sighting tube 8, for detecting the slip casting situation of the first Grouting Pipe 5; 3rd injected hole 4-3 does not take over, for note first grouting serous fluid.
Pipeline connects complete, when carrying out first time slip casting, use synchronous grouting system, described first grouting serous fluid is annotated in described native storehouse from the 3rd injected hole 4-3, open ball valve that the first injected hole 4-1 fills with slow releasing air simultaneously, storehouse pressure in described native storehouse being remained on 2.5bar ~ 3.4bar, after note 18 side first grouting serous fluid (considering by remaining half storehouse soil in described native storehouse), stopping slip casting; Afterwards, use described synchronous grouting system, by described second grouting serous fluid from the second injected hole 4-2 to filling in cavity 1, open ball valve that the first injected hole 4-1 fills with slow releasing air simultaneously, after the sighting tube that connects 8 flows out slurries on the 5th injected hole 4-5, stop slip casting; Then, use secondary injection pulp grinder by cement paste from the 4th injected hole 4-4 to filling in cavity 1, open ball valve that the first injected hole 4-1 fills with slow releasing air simultaneously, until after tracheae 7 that the first injected hole 4-1 runs in flows out slurries, stopping slip casting.
Simultaneously, in step one in first time slip casting process, in step 2 in second time slip casting process neutralization procedure three in third time slip casting process, all by liquid-injection equipment at middle shield present position place's water filling soluble polyurethane, specifically at described shield external side water filling soluble polyurethane, prevent institute's injection slurry in first time slip casting, second time slip casting and third time slip casting process from wrapping shield body.
Thus calm the anger tool changing time, adopt method of the present invention, to inject the mode of slurries (specifically comprising the first grouting serous fluid, the second grouting serous fluid and cement paste), the large volume cavity 1 that backfill face top occurs, and after the first noted grouting serous fluid, the second grouting serous fluid and cement paste all solidify, start normal pressure tool changing.
Embodiment 2
In the present embodiment, as different from Example 1: the first grouting serous fluid described in step one is formed by cement, swell soil, flyash, sand and the water ratio uniform mixture by weight 48 ︰ 52 ︰ 195 ︰ 580 ︰ 410; Second cement mortar described in step 2 is formed by cement, swell soil, flyash, sand and the water ratio uniform mixture by weight 95 ︰ 78 ︰ 235 ︰ 580 ︰ 470.
In the present embodiment, the work progress of all the other steps is all identical with embodiment 1.
Embodiment 3
In the present embodiment, as different from Example 1: the first grouting serous fluid described in step one is formed by cement, swell soil, flyash, sand and the water ratio uniform mixture by weight 52 ︰ 48 ︰ 205 ︰ 580 ︰ 390; Second cement mortar described in step 2 is formed by cement, swell soil, flyash, sand and the water ratio uniform mixture by weight 105 ︰ 72 ︰ 245 ︰ 580 ︰ 450.
In the present embodiment, the work progress of all the other steps is all identical with embodiment 1.
Embodiment 4
In the present embodiment, as different from Example 1: the first grouting serous fluid described in step one is formed by cement, swell soil, flyash, sand and the water ratio uniform mixture by weight 51 ︰ 49 ︰ 205 ︰ 620 ︰ 400; Second cement mortar described in step 2 is formed by cement, swell soil, flyash, sand and the water ratio uniform mixture by weight 105 ︰ 72 ︰ 245 ︰ 580 ︰ 450.
In the present embodiment, the work progress of all the other steps is all identical with embodiment 1.
Embodiment 5
In the present embodiment, as different from Example 1: the first grouting serous fluid described in step one is formed by cement, swell soil, flyash, sand and the water ratio uniform mixture by weight 45 ︰ 55 ︰ 195 ︰ 660 ︰ 360; Second cement mortar described in step 2 is formed by cement, swell soil, flyash, sand and the water ratio uniform mixture by weight 90 ︰ 82 ︰ 200 ︰ 650 ︰ 420.
In the present embodiment, the work progress of all the other steps is all identical with embodiment 1.
Embodiment 6
In the present embodiment, as different from Example 1: the first grouting serous fluid described in step one is formed by cement, swell soil, flyash, sand and the water ratio uniform mixture by weight 55 ︰ 45 ︰ 180 ︰ 540 ︰ 440; Second cement mortar described in step 2 is formed by cement, swell soil, flyash, sand and the water ratio uniform mixture by weight 110 ︰ 68 ︰ 280 ︰ 660 ︰ 490.
In the present embodiment, the work progress of all the other steps is all identical with embodiment 1.
Embodiment 7
In the present embodiment, as different from Example 1: the first grouting serous fluid described in step one is formed by cement, swell soil, flyash, sand and the water ratio uniform mixture by weight 55 ︰ 45 ︰ 220 ︰ 650 ︰ 370; Second cement mortar described in step 2 is formed by cement, swell soil, flyash, sand and the water ratio uniform mixture by weight 108 ︰ 70 ︰ 270 ︰ 540 ︰ 430.
In the present embodiment, the work progress of all the other steps is all identical with embodiment 1.
The above; it is only preferred embodiment of the present invention; not the present invention is imposed any restrictions, every above embodiment is done according to the technology of the present invention essence any simple modification, change and equivalent structure change, all still belong in the protection domain of technical solution of the present invention.
Claims (10)
1. a shield tunnel construction face void handling method, handled face cavity, for being positioned at the cavity (1) of cutterhead (2-1) front upper of shield machine (2), is characterized in that the method comprises the following steps:
Step one, first time slip casting: the filling system adopting shield machine (2), and inject the first cement mortar by the Tu Cang of shield machine (2) to (1) bottom, cavity; In first time slip casting process, described native storehouse internal pressure is controlled between 1.5bar ~ 3.5bar;
During first time slip casting, in described native storehouse, inject described first grouting serous fluid from top to bottom; After first time, slip casting completed, the inside upper part of described Tu Cang is cement mortar filled section, and the bottom level of described cement mortar filled section is lower than the bottom level in cavity (1);
By cement, swell soil, flyash, sand and water, ((((the ratio uniform mixture of 540 ~ 660) ︰ (360 ~ 440) forms 180 ~ 220) ︰ 45 ~ 55) ︰ 45 ~ 55) ︰ described first grouting serous fluid by weight;
Step 2, second time slip casting: adopt described filling system, inject the second cement mortar to middle part, cavity (1);
Before second time slip casting, first by the first Grouting Pipe (5), described filling system is communicated with inside, cavity (1); By cement, swell soil, flyash, sand and water, ((((the ratio uniform mixture of 540 ~ 660) ︰ (420 ~ 500) forms 200 ~ 280) ︰ 68 ~ 82) ︰ 90 ~ 110) ︰ described second cement mortar by weight;
Step 3, third time slip casting: adopt described filling system, inject cement paste to (1) top, cavity;
Before third time slip casting, first by the second Grouting Pipe (6), described filling system is communicated with (1) top, cavity.
2. according to a kind of shield tunnel construction face void handling method according to claim 1, it is characterized in that: the filling system of described shield machine (2) comprises synchronous grouting system and secondary injection pulp grinder; When carrying out in step one carrying out second time slip casting in first time slip casting and step 2, described filling system is the synchronous grouting system of shield machine (2); Before second time slip casting, first by the first Grouting Pipe (5), described synchronous grouting system is communicated with inside, cavity (1); When carrying out third time slip casting in step 3, described filling system is the secondary injection pulp grinder of shield machine (2), before third time slip casting, is first communicated with (1) top, cavity by described secondary injection pulp grinder by the second Grouting Pipe (6).
3. according to a kind of shield tunnel construction face void handling method described in claim 1 or 2, it is characterized in that: after in step 3, third time slip casting completes, after the equal initial set of institute's cement injection in institute's note second grouting serous fluid in institute's note first grouting serous fluid, step 2 in step one and step 3, cutter is changed to the need on cutterhead (2-1) and changes.
4. according to a kind of shield tunnel construction face void handling method described in claim 1 or 2, it is characterized in that: before carrying out first time slip casting in step one, first upper to the filling system of shield machine (2) and native bulkhead (3) set injected hole is connected, the sidewall that described native bulkhead (3) is described Tu Cang; In step one during first time slip casting, in step 2 during second time slip casting and in step 3 during third time slip casting, described filling system all carries out slip casting by the injected hole on described native bulkhead.
5. according to a kind of shield tunnel construction face void handling method according to claim 4, it is characterized in that: the quantity of the upper set injected hole of described native bulkhead (3) is multiple, multiple described injected hole comprises the 3rd injected hole (4-3) being laid in native bulkhead (3) center upper portion, be laid in the first injected hole (4-1) and the 5th injected hole (4-5) of the left and right sides, native bulkhead (3) middle part respectively, be positioned at the second injected hole (4-2) between the first injected hole (4-1) and the 3rd injected hole (4-3), be positioned at the 4th injected hole (4-4) between the 3rd injected hole (4-3) and the 5th injected hole (4-5), described first injected hole (4-1), second injected hole (4-2), 3rd injected hole (4-3), 4th injected hole (4-4) and the 5th injected hole (4-5) are along the circumferential direction laid,
Described 4th injected hole (4-4) is communicated with (1) top, cavity by the second Grouting Pipe (6), stack (7) is equipped with described first injected hole (4-1) and it is communicated with empty (1) top by stack (7), described first injected hole (4-1) is steam vent, and described second injected hole (4-2) is communicated with inside, cavity (1) by the first Grouting Pipe (5); Described 4th injected hole (4-4), the second injected hole (4-2) are all connected with the filling system of shield machine (2) with the 3rd injected hole (4-3);
When carrying out first time slip casting in step one, inject the first cement mortar from the 3rd injected hole (4-3); Inject the first cement mortar process, be exhausted by stack (7);
When carrying out second time slip casting in step 2, inject the second cement mortar by the second injected hole (4-2); Inject the second cement mortar process, be exhausted by stack (7);
When carrying out third time slip casting in step 3, inject cement paste by the 4th injected hole (4-4); Inject cement paste process, be exhausted by stack (7).
6. according to a kind of shield tunnel construction face void handling method according to claim 5, it is characterized in that: the height that described first Grouting Pipe (5) upper end exceeds cutterhead (2-1) is H1, wherein H1=450mm ~ 550mm; Described 5th injected hole (4-5) is provided with the sighting tube (8) observed the slip casting situation of the first Grouting Pipe (5), and described 5th injected hole (4-5) is peephole; The height that described sighting tube (8) upper end exceeds cutterhead (2-1) is H2, wherein H2=250mm ~ 350mm;
When carrying out second time slip casting in step 2, when reserving the second cement mortar in sighting tube (8), stop slip casting.
7. according to a kind of shield tunnel construction face void handling method described in claim 1 or 2, it is characterized in that: the height of the filled section of cement mortar described in step one is the half of described Tu Cang height; In step 2, second time is after slip casting completes, described cavity (1) inner fill the second grouting serous fluid liquid level exceed cutterhead (2-1) top 250mm ~ 350mm.
8. according to a kind of shield tunnel construction face void handling method described in claim 1 or 2, it is characterized in that: by cement, swell soil, flyash, sand and water, ((((the ratio uniform mixture of 580 ~ 620) ︰ (390 ~ 410) forms 195 ~ 205) ︰ 48 ~ 52) ︰ 48 ~ 52) ︰ the first grouting serous fluid described in step one by weight; By cement, swell soil, flyash, sand and water, ((((the ratio uniform mixture of 580 ~ 620) ︰ (450 ~ 470) forms 235 ~ 245) ︰ 72 ~ 78) ︰ 95 ~ 105) ︰ second cement mortar described in step 2 by weight.
9. according to a kind of shield tunnel construction face void handling method described in claim 1 or 2, it is characterized in that: the swell soil in the first grouting serous fluid described in step one and described second grouting serous fluid is sodium bentonite; Sand in first grouting serous fluid described in step one and described second grouting serous fluid is fine sand; In step one in first time slip casting process, described native storehouse internal pressure is controlled between 2.5bar ~ 3.4bar.
10. according to a kind of shield tunnel construction face void handling method described in claim 1 or 2, it is characterized in that: the shield body of described shield machine (2) is divided into anterior shield, middle shield and shield tail from front to back, and described anterior shield is otch ring; Before carrying out first time slip casting in step one, first with sponge and/or cotton yarn, shutoff is carried out to the gap between cutterhead and otch ring and between otch ring and the outside soil body; In step one in first time slip casting process, in step 2 in second time slip casting process neutralization procedure three in third time slip casting process, all by liquid-injection equipment at middle shield present position place's water filling soluble polyurethane.
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| CN114702291A (en) * | 2022-03-30 | 2022-07-05 | 山西省交通科技研发有限公司 | Grouting material for water inrush and mud inrush in tunnel fault fracture zone and water plugging and reinforcing design method thereof |
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| CN114702291A (en) * | 2022-03-30 | 2022-07-05 | 山西省交通科技研发有限公司 | Grouting material for water inrush and mud inrush in tunnel fault fracture zone and water plugging and reinforcing design method thereof |
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Effective date of registration: 20170405 Address after: An Zhen Dan Street Road No. 78 East chuangrong building A, room 301-6, 214100 Jiangsu District of Xishan city in Wuxi Province Patentee after: China Railway First Group Urban Rail Transit Engineering Co., Ltd. Patentee after: Zhongtie No.1 Bureau Group Co., Ltd. Address before: The northern section of Shaanxi city of Xi'an province 710054 Yanta Road No. 1 Patentee before: Zhongtie No.1 Bureau Group Co., Ltd. |