CN101603426A - The job practices that soft stratum is reinforced in a kind of shield-tunneling construction - Google Patents
The job practices that soft stratum is reinforced in a kind of shield-tunneling construction Download PDFInfo
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- CN101603426A CN101603426A CNA2009100409351A CN200910040935A CN101603426A CN 101603426 A CN101603426 A CN 101603426A CN A2009100409351 A CNA2009100409351 A CN A2009100409351A CN 200910040935 A CN200910040935 A CN 200910040935A CN 101603426 A CN101603426 A CN 101603426A
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Abstract
The invention discloses the job practices that soft stratum is reinforced in a kind of shield-tunneling construction, it is based on plain diaphragm wall, and rotary churning pile is auxiliary reinforcement mode; The present invention can bear outside native water pressure owing to adopt plain diaphragm wall under partial support, guarantees that face is stable, can abolish portal in advance before the shield launching, avoids conflicting with shield structure assembly and adjustment; Open the cabin and construct and all can carry out safely and fast in the service channel position; Construction technology is simplified, and plain diaphragm wall requires simple relatively, need not to make specially joint, adopts in the work progress towards the continuous punching of stake machine to get final product; After adopting plain diaphragm wall to reinforce, reinforcing scope obviously reduces, and is specially adapted to that the construction plant is little, underground utilities are intensive, traffic above-ground is busy, apart from closer engineering place, above ground structure basis, and the reinforcing cycle is short, it is short the required length of time to reach intensity, and the cost that whole termination reinforces is relatively low.
Description
Technical field
The present invention relates to the job practices that soft stratum is reinforced in a kind of shield-tunneling construction, be applicable to the subway tunnel shield-tunneling construction, be mainly used in the reinforcing of soft stratum shield end and the tool changing strengthening construction that opens the cabin.
Background technology
Development along with society, underground construction is more and more, especially aspect the energy, communication and city municipal engineering construction the application of no-excavation construction method more and more widely, and the shield-tunneling construction technology is the cutting edge technology in the non-digging mode, is widely used in subway work.At present in the subway work in area, Shenzhen, complicated geology is changeable, reclamation area especially, and the stratum is quite weak, and disturbance is arranged slightly, promptly can cause serious consequence.
Use for reference domestic shield structure engineering construction experience, shield structure engineering is very high at the probability that starts, arrival and service channel construction period go wrong, especially add that solid fails to reach ideal effect or when losing efficacy, serious security incident takes place extremely easily, gently then ground produces big sedimentation, the heavy then safety that jeopardizes equipment, personnel.
Summary of the invention
In order to overcome the deficiencies in the prior art, the invention provides a kind ofly at soft stratum, guarantee to add the validity of solid, guarantee the job practices that the safety of shield launching and service channel construction is carried out.
The present invention solves the problems of the technologies described above the technical scheme that is adopted:
The job practices that soft stratum is reinforced in a kind of shield-tunneling construction, it is based on plain diaphragm wall, and rotary churning pile is auxiliary reinforcement mode.
As improvement of the technical scheme, the technological process of described plain diaphragm wall is: measure unwrapping wire, lead wall construction, mud preparation and use, trenching construction, build underwater concrete; The technological process of described rotary churning pile is: measure unwrapping wire, draw the hole, slurries preparation, rotary jet grouting.
As further improvement in the technical proposal, described plain diaphragm wall adopts the C15 underwater concrete to be made; After described plain diaphragm wall was finished, the at first empty stake of backfill then flattened the place, the rotary churning pile of constructing at last.
The invention has the beneficial effects as follows: (1) plain diaphragm wall can bear outside native water pressure under partial support, guarantees that face is stable, can abolish portal in advance before the shield launching, avoids conflicting with shield structure assembly and adjustment; Open the cabin and construct and all can carry out safely and fast in the service channel position.(2) construction technology is simplified, and plain diaphragm wall requires simple relatively, need not to make specially joint, adopts in the work progress towards the continuous punching of stake machine to get final product.(3) after the plain diaphragm wall of employing is reinforced, reinforcing scope obviously reduces, be specially adapted to that the construction plant is little, underground utilities are intensive, traffic above-ground is busy, apart from closer engineering place, above ground structure basis, the reinforcing cycle is short, it is short the required length of time to reach intensity, and the cost that whole termination reinforces is relatively low.
The specific embodiment
This job practices is marked successfully at No. 2 lines 2203 of Shenzhen Metro and is used, effect is good, shield launching is all finished smoothly, carried out normal pressure in service channel reinforcing position and opened the cabin, cutter is changed in maintenance, has saved the construction period, present whole engineering is finished substantially, increase social benefit and economic benefit, guaranteed the progress and the safety of engineering, be subjected to favorable comment widely.
This job practices comprises plain diaphragm wall and single tube spinning-jet pile driving construction, and main construction course is as described below:
Plain construction of diaphragm wall:
Plain construction of diaphragm wall mainly comprises the measurement unwrapping wire, leads preparation and use, the trenching construction of wall construction, mud, builds underwater concrete.
(1) measures unwrapping wire
According to measuring the control point, accurately measuring goes out the diaphragm wall axis, after checking, begins to lead wall base groove excavation.
(2) lead the wall construction
The form of leading wall for "
" type, leading the wall height is 1.5m, plate thickness 150mm, length 500mm, vertical section thickness 200mm, height 1350mm.Lead within the walls that clear distance is controlled to be 850mm, the concrete design strength grade of leading wall is C20.
When leading the wall construction, at first put sloping earth excavation by plain diaphragm wall axial location unwrapping wire.Excavation back substrate backfill clay 100～150mm paves compacting, and colligation is led wall reinforcing bar, formwork erection, built and lead the wall concrete then, treats that concrete reaches intensity, adds inner support after the form removal, leads outer within the walls backfill clay, compacting.When the concrete strength of leading wall reach design strength 75% the time, can carry out trenching construction.
Lead the wall quality control standard:
1. interior metope and diaphragm wall longitudinal axis parallelism are ± 10mm;
2. leading the wall spacing inside and outside is ± 10mm;
3. leading within the walls, degree of gravity vertical forwall surface is 0.5%;
4. lead degree of plainness for wall surface 3mm within the walls;
5. leading wall end face planeness is 5mm.
(3) preparation of mud and use
Mainly adopt the original soil pulping according to actual conditions, when the original soil pulping can not meet the demands, adopt the swell soil pulping.Swell soil need carry out mud proportioning test and physical analysis through sampling before use, will carry out chemical analysis and rock-mineral determination in case of necessity.Qualified swell soil is put into slurry mixer fully stir 6～8min, incorporate the pond into and deposit and make it abundant aquation more than 24 hours, just can be delivered for use.
The main component of swell soil pulping is swell soil, admixture and water.
Admixture mainly contains carboxymethyl cellulose (CMC) and caustic soda (Na2CO3), works the negative electrical charge that increases mud viscosity and increase the absorption of bentonite clay particle surface respectively.
(4) trenching construction
Engineering quantity related in this job practices is less, adopts generally speaking and dashes a stake machine punching grooving, repaiies the hole with plane set-hammer then.
During grooving, should strengthen observation,, should in time analyze reason, deal carefully with if more serious caving in takes place cell wall.This place mostly is alluvial flat, and mud is thicker, and rich groundwater especially will be kept a close eye on the stability of cell wall, keeps the interior mud liquid level of groove to be higher than more than the groundwater table 1.0m.
Groove section excavation finishes, and should check the groove position, groove depth, groove width and cell wall verticality, and the cell wall perpendicularity deviation should be less than 0.5%.
After grooving finished, big for sand factor, the hole that sediment is thick need adopt air suction mud crossover-circulating type method to carry out the end clearly, mud control indexes behind pore-forming stage and the clear hole, with the scarfing cinder of mud circulation method, be about to leather hose and lead at the bottom of the hole and pump advances new slurry in the grooving process, make the body refuse come-up; During last clear groove, adopt air to inhale the clear hole of the anti-circulation of mud method, replenish fresh mud simultaneously, keep the relatively stable of mud liquid level absolute altitude that require.
(5) underwater concrete perfusion
Select the commercial fine stone concrete for use, concrete directly is transported to by builder's road in the field by truck with grout mixer and water tank and builds a little, is discharged in the funnel on conduit top.Require the concrete supply intensity of agitator to be no less than 30m3/h, to guarantee continous pouring.Tremie uses the 3mm steel plate to be made into Φ 250mm conduit straight, sealing, and conduit lowermost end segment length tries to piece together pressure testing greater than 4m before the use, and pressure is 0.6～1.0Mpa, adopts precast concrete water proof bolt.
Two conduits are generally adopted in underwater concrete perfusion, and respectively by special-purpose hoisting frame or dash the suspention of stake machine and promote, the conduit bottom is gone into the groove amount of concrete in the first batch and should be not less than 5.0m3 from bottom land 0.4m, to guarantee that opening plug rear tube pipe laying depth is not less than 0.5m.Require the concrete surface rate of climb to be not less than 2m/h, groove inner concrete face difference of height is less than 0.3m, midway for some reason the dead time less than 30min, the conduit buried depth is controlled between 2～4m, the conduit spacing is not more than 3m, conduit is not more than 1.5m apart from groove section two ends, and for guaranteeing subterranean wall top concrete quality, concrete casting end face absolute altitude exceeds 50cm than design elevation.
Before concrete perfusion, in concrete: the ratio of mud=5: 1 is mixed mud, and stirs, and reduces concrete strength in right amount, avoids cutter head of shield machine through out-of-date, and concrete strength is too high, damages cutterhead, cutter.
Closely knit and joint is anti-in order to ensure body of wall leaks, and will take following measure:
1. guarantee quality of concrete, must have Quality Inspector, materialman, testing crew at the scene the per car concrete to be carried out an acceptance inspection, strict control concrete water-cement ratio, the slump.
2. guarantee pouring continuously and speed even, the groove section inner concrete face rate of climb＞2m/h, difference of height＜0.3m, dead time＜30min for some reason midway.
3. guaranteeing has enough pipe laying depths, and is controlled at the scope of 2～4m, and concrete pipe laying depth＞0.5m went into groove amount of concrete 〉=5m3 in the first batch when control was gone into groove in the first batch.
4. the tremie distributing position must be rationally, and less than 1.5m, two pipe distances guarantee that less than 3m the concrete surface of joint evenly rises to tremie, are unlikely folder mud apart from the groove end.
5. require control mud index in accordance with regulations, guarantee quality of mud fluid.
6. not field joint of factor diaphragm wall, so during the second stage of groove section of construction, interlock first phase groove section 50cm, with the joint location concrete punching again of concreting of first phase groove section, carrying out second coagulation soil builds, avoid the diaphragm wall seam crossing big slit to occur, cause plain diaphragm wall reinforcement system to lose efficacy.
The technological process of rotary churning pile is:
After plain construction of diaphragm wall is finished, the empty stake of backfill, leveling place, construction order rotary churning pile.The single tube spinning-jet pile driving construction mainly comprises the measurement unwrapping wire, draws hole, slurries preparation, rotary jet grouting etc.
(1) draws the hole
Adopt the boring of XY-100 type geological drilling rig, boring aperture is φ 130.Rig is wanted balance during boring, and want accurately position, perforate hole, and boring perpendicularity deviation≤1% is guaranteed at the bottom of the smooth entrance hole of churning pipe energy.When places, unfavorable stratum such as layer of sand hole, adopt mud off, the main performance index of mud is controlled to be: proportion 1.2～1.3, viscosity 25～30S, sand factor＜5%.The deviation of bore position and design attitude must not be greater than 50mm.
(2) intubate
Being about to the churning pipe after boring is finished is inserted at the bottom of the hole.In the intubate process, for preventing the silt particle plug nozzle, but limit jetting, limit intubate, water pressure is no more than 1MPa.
(3) slurries preparation and spraying operation
Should check high-tension apparatus and pipe-line system before the construction, its pressure and flow must meet design requirement.The joint sealing circle of Grouting Pipe must be good.
Rotary churning pile should carry out churning with the technical data of designing requirement, and hoisting velocity is 0.15～0.25m/min; Grouting pump pressure is not less than 25Mpa, and slurries are 32.5 light water mud, and water/binder ratio is 0.5, and cement consumption is 200Kg/m.
In the churning process, running check cement slurrypump pressure, Grouting Pipe hoisting velocity and aperture emit the slurry situation, and carry out record at any time.Promote Grouting Pipe more gradually after should reaching predetermined expulsion pressure, whitewashing amount during injection earlier, from bottom to top spray slip casting.
With interior stirring, the leakage amount of churning process was controlled at 10～25% to the cement paste of rotary churning pile preceding 1 hour of churning, and be no less than 48 hours the blanking time between adjacent two.
Main hidden danger was phreatic existence during termination reinforcing and service channel were reinforced, if can effectively completely cut off the erosion of underground water to face, can guarantee effectively that face is stable.The present invention adopts the plain concrete diaphragm wall in termination reinforcing and service channel reinforcing, and auxiliary with the single tube spinning-jet stake, can effectively completely cut off underground water, guarantees consolidation effect.In practice of construction, realized that normal pressure opens the cabin in being rich in the water soft stratum, add not have in the solid and obviously leak; Portal does not have obvious infiltration, and consolidation effect is good, and the face soil stabilization has been guaranteed construction safety.
This construction method has following advantage:
(1) plain diaphragm wall can bear outside soil water pressure under the support of part, Guarantee that face is stable, can abolish in advance portal before the shield launching, avoid and the shield structure The assembly and adjustment conflict; Open the cabin and construct and all can carry out safely and fast in the service channel position.
(2) construction technology is simplified, and plain diaphragm wall requires relatively simple, need not special Make joint, adopt the continuous punching of punching stake machine to get final product in the work progress.
(3) after the plain diaphragm wall of employing was reinforced, reinforcing scope obviously reduces, and was especially suitable Be used for that the construction site is little, underground utilities are intensive, traffic above-ground is busy, build apart from ground Build the closer engineering ground in thing basis, the reinforcing cycle is short, reaches intensity required length of time Short, the cost that whole termination reinforces is relatively low.
Claims (5)
1. the job practices that soft stratum is reinforced in the shield-tunneling construction, it is characterized in that: this method is based on plain diaphragm wall, and rotary churning pile is auxiliary reinforcement mode.
2. the job practices that soft stratum is reinforced in a kind of shield-tunneling construction according to claim 1, it is characterized in that: the technological process of described plain diaphragm wall is: measure unwrapping wire, lead wall construction, mud preparation and use, trenching construction, build underwater concrete.
3. the job practices that soft stratum is reinforced in a kind of shield-tunneling construction according to claim 1, it is characterized in that: the technological process of described rotary churning pile is: measure unwrapping wire, draw the hole, slurries preparation, rotary jet grouting.
4. the job practices that soft stratum is reinforced in a kind of shield-tunneling construction according to claim 1 is characterized in that: described plain diaphragm wall adopts the C15 underwater concrete to be made.
5. the job practices that soft stratum is reinforced in a kind of shield-tunneling construction according to claim 1 is characterized in that: after described plain diaphragm wall was finished, the at first empty stake of backfill then flattened the place, the rotary churning pile of constructing at last.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2009100409351A CN101603426A (en) | 2009-07-08 | 2009-07-08 | The job practices that soft stratum is reinforced in a kind of shield-tunneling construction |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2009100409351A CN101603426A (en) | 2009-07-08 | 2009-07-08 | The job practices that soft stratum is reinforced in a kind of shield-tunneling construction |
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| CN101603426A true CN101603426A (en) | 2009-12-16 |
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Cited By (12)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102116157A (en) * | 2009-12-30 | 2011-07-06 | 上海市机械施工有限公司 | Construction method for changing tunneling manner of adjacent shields from horizontal parallel to up-down parallel |
| CN102691507A (en) * | 2012-05-28 | 2012-09-26 | 广东华隧建设股份有限公司 | Integrated fast construction method for shield machine |
| CN103603355A (en) * | 2013-11-19 | 2014-02-26 | 中冶天工集团有限公司 | Hollow pile handling method for cast-in-situ bored piles |
| CN103775096A (en) * | 2014-02-19 | 2014-05-07 | 粤水电轨道交通建设有限公司 | Shield launching method for soft earth layer |
| CN103835281A (en) * | 2013-12-11 | 2014-06-04 | 江苏省水利工程科技咨询有限公司 | Method for fast determining strengthening scheme for shield to pass through soft foundation dike |
| CN104314070A (en) * | 2014-10-16 | 2015-01-28 | 海南大学 | Shield tunneling construction method for n-shaped underground diaphragm wall |
| CN104405410A (en) * | 2014-12-04 | 2015-03-11 | 海南大学 | Construction structure and construction method for strengthening stratum at end of shield tunnel |
| CN104452776A (en) * | 2014-11-19 | 2015-03-25 | 中铁十八局集团第一工程有限公司 | Construction treatment method for underground diaphragm wall meeting with boulders |
| CN104846829A (en) * | 2014-02-18 | 2015-08-19 | 宏润建设集团股份有限公司 | Shield-reserved penetration composite type foundation pit support wall and construction method thereof |
| CN106988754A (en) * | 2017-01-22 | 2017-07-28 | 中南大学 | Narrow space shield launching method |
| CN108425682A (en) * | 2018-03-13 | 2018-08-21 | 中铁建大桥工程局集团第二工程有限公司 | A kind of shield tool changing ground-connecting-wall ruggedized construction and reinforced construction method |
| CN108487260A (en) * | 2018-03-29 | 2018-09-04 | 中冶成都勘察研究总院有限公司 | A kind of subway entrance foundation pit rotary digging campshed weakness scall reinforcement means |
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2009
- 2009-07-08 CN CNA2009100409351A patent/CN101603426A/en active Pending
Cited By (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102116157A (en) * | 2009-12-30 | 2011-07-06 | 上海市机械施工有限公司 | Construction method for changing tunneling manner of adjacent shields from horizontal parallel to up-down parallel |
| CN102116157B (en) * | 2009-12-30 | 2014-07-30 | 上海市机械施工集团有限公司 | Construction method for changing tunneling manner of adjacent shields from horizontal parallel to up-down parallel |
| CN102691507A (en) * | 2012-05-28 | 2012-09-26 | 广东华隧建设股份有限公司 | Integrated fast construction method for shield machine |
| CN102691507B (en) * | 2012-05-28 | 2015-02-04 | 广东华隧建设股份有限公司 | Integrated fast construction method for shield machine |
| CN103603355A (en) * | 2013-11-19 | 2014-02-26 | 中冶天工集团有限公司 | Hollow pile handling method for cast-in-situ bored piles |
| CN103835281B (en) * | 2013-12-11 | 2015-08-05 | 江苏省水利工程科技咨询有限公司 | A kind of method that Scheme of Strengthening of shield crossing soft foundation dyke is determined fast |
| CN103835281A (en) * | 2013-12-11 | 2014-06-04 | 江苏省水利工程科技咨询有限公司 | Method for fast determining strengthening scheme for shield to pass through soft foundation dike |
| CN104846829A (en) * | 2014-02-18 | 2015-08-19 | 宏润建设集团股份有限公司 | Shield-reserved penetration composite type foundation pit support wall and construction method thereof |
| CN103775096B (en) * | 2014-02-19 | 2016-09-07 | 粤水电轨道交通建设有限公司 | A kind of shield launching method of soft layer |
| CN103775096A (en) * | 2014-02-19 | 2014-05-07 | 粤水电轨道交通建设有限公司 | Shield launching method for soft earth layer |
| CN104314070A (en) * | 2014-10-16 | 2015-01-28 | 海南大学 | Shield tunneling construction method for n-shaped underground diaphragm wall |
| CN104452776A (en) * | 2014-11-19 | 2015-03-25 | 中铁十八局集团第一工程有限公司 | Construction treatment method for underground diaphragm wall meeting with boulders |
| CN104405410A (en) * | 2014-12-04 | 2015-03-11 | 海南大学 | Construction structure and construction method for strengthening stratum at end of shield tunnel |
| CN106988754A (en) * | 2017-01-22 | 2017-07-28 | 中南大学 | Narrow space shield launching method |
| CN108425682A (en) * | 2018-03-13 | 2018-08-21 | 中铁建大桥工程局集团第二工程有限公司 | A kind of shield tool changing ground-connecting-wall ruggedized construction and reinforced construction method |
| CN108487260A (en) * | 2018-03-29 | 2018-09-04 | 中冶成都勘察研究总院有限公司 | A kind of subway entrance foundation pit rotary digging campshed weakness scall reinforcement means |
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Open date: 20091216 |