CN101144384B - Tunnel engineering non-blasting weak disturbance excavating method - Google Patents
Tunnel engineering non-blasting weak disturbance excavating method Download PDFInfo
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Abstract
The invention discloses a tunneling non-blasting weak disturbance excavation and construction method. The construction working procedure mainly comprises that a frozen curtain model is established, and a stress analysis is performed for the frozen curtain; a freeze is implemented according to the frozen curtain model and the stress analysis; a partial excavation adopts a CRD method, introduces a selective roadheader to perform tunnel excavation, and at least a partial part IV is performed; the other construction working procedure and construction condition refer to the underground engineeringconstruction method in the prior art. The construction method of the invention has a good construction quality, can effectively reduce a plurality of times of disturbance to the frozen curtain duringthe excavation process, has little disturbance to the stratum, has little influence to the peripheral environmental, greatly improves the excavation work efficiency, guarantees the supporting timeliness, ensures that the frozen wall and the frozen pipeline are absolutely safe during the excavation process, and realizes the non-blasting weak disturbance excavation as well as construction to the city underground tunnel engineering.
Description
Technical field
The present invention relates to a kind of tunnel engineering non-blasting weak disturbance excavating method, belong to the Underground Engineering Excavation technical field of construction.
Background technology
The excavation of China's existing tunnel engineering mainly adopts Mine Method construction or the construction of hand excavation's method.
Mine Method (Mine Tunneling Method) is meant generally and is embedded in basement rock that the method with traditional drilling and blasting method or arm-type development machine tunneling is also referred to as drilling and blasting method; Have that construction technology is simple, applying flexible, minimizing removal and advantage such as traffic is discongested, cost is reasonable, be applicable to that generally the circuit buried depth is big, geological conditions good engineering project.But also there is drawback in Mine Method, and is because Mine Method adopts explosion or machinery driving excavation chamber, bigger to the disturbance of surrounding rock body; In addition, Mine Method is had relatively high expectations to geological prospecting, and is relatively poor to the foresight of country rock geological condition, needs advance geologic to verify and forecast.
But some concrete engineering because the geology object is special and the surrounding enviroment state is special, is not suitable for adopting common Mine Method excavation.In the excavation of coal mining industry tunnel coal petrography, for reducing in the digging process disturbance to peripheral stratum, avoid the blasting impact ripple that surrounding enviroment are impacted and destroy, adopt development machine (as EBJ-120 type development machine, it is that a kind of centralized procurement, dress, fortune, row are in one, multiple functional mechanical, electrical integration apparatus is applicable to the driving of coal mine fully-mechanized mining and high-grade common coal mining face development heading) excavate and obtain wider utilization; In the excavation construction method in Mine Method tunnel, domestic also had the utilization of trial in the past to this, but because phenomenons such as dust and paste mud all end in failure, still do not have successful precedent.
When water bearing ground is carried out constructing tunnel; when adopting constructions such as above-mentioned Mine Method or hand excavation's method; often also be used freezing process (Freezing Method) construction; promptly utilize the method for artificial cooling that the water in the soil is freezed and form the frozen soil curtain; resist water and soil pressure with artificial frozen soil curtain, carry out smoothly to guarantee excavation.
With regard to frozen construction, frozen soil is to have plastoelastic viscous body, under lasting external load effect, can produce plastic strain and cause stress relaxation, produces creep; The intensity that frozen soil loses when creep takes place increased along with the time, developed as one pleases, and can the structural safety (freezing curtain) of freezing engineering be threatened; Therefore, the digging process requirement reduces the disturbance to freezing curtain, avoids destroying and freezes pipeline and freezing curtain.Engineering experience in the past illustrates again and again, if too much disturbance freezing curtain in the excavation easily reduces the intensity of freezing curtain, construction safety threatened.
For hand excavation's method, invade the excavation gauge owing to freeze the peak, frozen soil strength is very high, and hand excavation's labour intensity is big, and efficient is low, and every circulation digging time is long, and the long-time exposure of freezing curtain will be thawed in a large number, can not guarantee the safety of follow-up constructing tunnel; With regard to the drilling and blasting method excavation, because the part freezing pipe is inclined to one side in having necessarily, the distance of leaving the face of digging too little (the not enough 30cm of minimum range), the shock wave of explosion will injure the safety of freezing pipe and freezing curtain.
When city subterranean tunnel engineering is carried out frozen construction, if the safety of freezing curtain can not fully guarantee, will directly threaten construction safety even surrounding enviroment safety.Because the general traffic above-ground in city is busy, neighboring buildings is intensive, and underground utilities are numerous, in case the frozen soil curtain is subjected to excessive disturbance, stability reduces, with the whole external environment safety of serious threat.Under this complex environment, the explosion driving that vertical shaft is used always in freezing to excavate has bigger risk, especially the blasting impact ripple has all determined the mode of explosion driving to be unsuitable for the tunneling construction of this type of engineering to the destruction of freezing pipeline with to the disturbance of freezing curtain.
Summary of the invention
The purpose of this invention is to provide a kind of tunnel engineering non-blasting weak disturbance excavating method, this job practices is in the Mine Method tunnel excavation, little to ground disturbance, little to the surrounding enviroment influence, excavation efficient height, can reduce the influence of tunnel excavation driving to greatest extent, be particularly useful for the excavation construction of construction of tunnel under the complex environment such as city surrounding enviroment.
The technical solution adopted for the present invention to solve the technical problems is:
Tunnel engineering non-blasting weak disturbance excavating method, its working procedure mainly comprises:
(1), set up the freezing curtain model, freezing curtain is carried out force analysis:
Freezing curtain mainly bears water and soil weight and road surface overload, behind tunnel excavation, its loading characteristic is: the bottom inside of freezing curtain is the tensile region, bottom outside is a pressure zone, the inside sidewalls of freezing curtain equally also is a pressure zone, two shoulders and the bipod of freezing curtain are area of stress concentration, bear bigger shear stress; Displacement and ground settlement according to freezing curtain each several part behind the above-mentioned loading characteristic calculating tunnel excavation;
(2), according to freezing curtain model and force analysis thereof, implement to freeze:
Can carry out with reference to prior art construction of tunnel frozen construction method;
(3), partial excavation:
In order to guarantee construction safety, in the excavation construction process, need shorten the time that freezing curtain exposes as far as possible, and reduce in the digging process disturbance freezing curtain; For this reason, the present invention introduces free section boring machine such as EBJ-120 type single boom roadheader carries out tunnel excavation first in city underground engineering construction;
Because the construction of tunnel excavated section is general bigger, consider in the digging process freezing curtain simultaneously and treat the stressed of the excavation area soil body and distortion situation etc., for strengthening construction safety, after enforcement is freezed, can adopt CRD method (mesospore interior extrapolation method) excavation, at least divide IV portion to carry out (as shown in Figure 1), i.e. excavation supporting upper right quarter (I portion) in advance, excavation supporting upper left quarter (II portion) then, upper right quarter, upper left quarter excavation face keeps 12～15m spacing, upper right quarter, upper left quarter carries out right lower quadrant (III portion) after connecting, lower left quarter (IV portion) excavation supporting, right lower quadrant, same 12～15m the spacing that keeps of lower left quarter excavation face;
Because the general φ 108 * 8mm seamless steel pipe etc. of adopting is as freezing pipe in the engineering construction, and under low-temperature condition, metal material fragility increases, brittle failure easily takes place in case big slightly in distortion; Be assurance freezing pipe safety, tunnel excavation should strictly be controlled displacement deformation, adopts mid-board intersection partial excavation in the job practices of the present invention, and its displacement deformation is far superior to not have the operating mode of mid-board.
Can change VI portion construction (as shown in Figure 2) in the construction as when finding that partial freezing's effect is undesirable and causing country rock and supporting distortion big, i.e. excavation supporting upper right quarter (I portion), right middle (II portion), upper left quarter (III portion), middle part, a left side (IV portion), right lower quadrant (V portion) and lower left quarter (VI portion) successively.
With regard to tunnel excavation, EBJ-120 type single boom roadheader is owing to power set and power factor (PF), and its driving stratum is comparatively limited, generally is applicable to the country rock of 10～30MPa: tunnel in hard rock, because of the power underpower is difficult to carry out; Tunnel in soft rock, because dust is bigger, behind the wet dirt of rotary drilling-head front end water injection hole water filling, soft rock is further softening, often easily causes drill bit to rotate difficulty; But aspect the frozen soil excavation, because frozen soil strength is moderate, and digging process do not produce dust, so EBJ-120 type single boom roadheader drivage efficiency under this special country rock is high.
The rotary drilling-head that EBJ-120 type single boom roadheader can be swung by front end with the country rock cutting and crushing after, the chain of taking off quarrel shovel board and waist by the bottom transfers to afterbody with fractured rock and quarrel soil and realizes driving again; Its rotary drilling-head creeps into flexibly, can effectively control the excavation scope, reduces the destruction to freezing curtain.
In the partial excavation step of job practices of the present invention, behind the tunnel excavation, when performing support system, the heat of hydration that concrete discharges can make the frozen soil curtain melt, thereby destroys the globality of frozen soil curtain, is unfavorable for the stable of stratum, for avoiding this influence, can between frozen soil curtain and preliminary bracing, add over current protection layer together, so both can reduce of the influence of frozen soil low temperature, also can prevent the influence of the heat of hydration freezing curtain to concrete strength; Through technical study, can adopt behind the excavation immediately just the C20 concrete of spray 5cm to make the over current protection layer; Because very thin thickness, the heat of hydration that the over current protection layer produces is limited, and freezing curtain temperature and the intensity thick to 2.5m do not constitute a threat to; After the over current protection layer performs and finishes, form 2～3cm on the freezing curtain surface and hang the frost layer, hang frost layer and over current protection layer and bring into play temperature insulating jointly, perform preliminary bracing behind 2～3h, can effectively reduce the heat transmission between freezing curtain and preliminary bracing.
In the frozen construction, the reduction of formation temperature can prolong concrete time of setting to a certain extent, for guaranteeing the normal growth of structural concrete strength (especially early strength), prevent the creep buckling of freezing curtain, can when concrete mixing, take hot aggregates, adding hot water to stir, increase Admixture methods such as (high-efficiency antifreezing agent, early strength admixture etc.) and add solution.
After freezing curtain forms, be equivalent to improve surrounding rock category in freezing period, consider that quality of concrete can decrease under the low temperature, but the design initial supporting be as follows: C20 sprays frost-resistant concrete 40cm, individual layer steel mesh reinforcement; φ 25 grid bow members, 50cm at interval; The I25 profile steel frame is interim mid-board, spacing 50cm; Compare with no freezing curtain operating mode, lacked pre-reinforcement measures such as pipe canopy, leading anchor tube, and need not arrange radially anchor pole.Excavation can perform secondary lining after connecting, and adopts the C30 reinforced concrete lining layer, thickness 45cm; Compare with the secondary lining of the similar geological conditions of no freezing curtain, do not have very change, this is that mainly freezing curtain is only as pre-reinforcement measure, not as permanent support, so the secondary lining design class is same as no freezing curtain operating mode.The system that freezes after secondary lining is finished quits work, and enters the stage of thawing.
Other working procedure and execution conditions can be with reference to prior art underground engineering construction methods.
Compared with prior art, the invention has the beneficial effects as follows:
Tunnel engineering non-blasting weak disturbance excavating method of the present invention has been introduced free section boring machine, on the one hand can increase substantially efficiency of construction, and disturbance to freezing curtain on the other hand can reduce to construct.This uses in the city underground engineering construction and still belongs to the first time, and also is a breakthrough.
After introducing EBJ-120 type single boom roadheader, can realize the driving excavation in tunnel flexibly accurately, solve and the tunnel piercing common problem such as surpass, owe to dig, better protect freezing curtain, make it avoid the disturbance of constructing, thereby ensured the safety of construction and surrounding enviroment; Simultaneously, realize the daily footage of 2m/d in the construction, promoted efficiency of construction greatly, guaranteed the duration.
Job practices of the present invention is when introducing free section boring machine, in work progress, excavate the method partial excavation in conjunction with utilization frozen construction and CRD, can effectively avoid producing phenomenons such as dust and paste mud, and can reduce partial excavation span and excavation height, reduce ground settlement, and guarantee construction safety.
The successful utilization of tunnel engineering non-blasting weak disturbance excavating method of the present invention in threaded list road frozen soil excavation is turned back in No. three line Milky Way of Guangzhou Underground passenger station, confirm fully that also this method construction quality is good, effectively reduced in digging process repeatedly disturbance to freezing curtain, little to ground disturbance, little to the surrounding enviroment influence, improved the excavation work efficiency greatly, guaranteed the promptness of supporting, guarantee in the digging process frost wall and freeze being perfectly safe of pipeline, realized the non-blasting weak disturbance excavation construction of city subterranean tunnel engineering.
Description of drawings
Fig. 1 is an IV portion excavation branch schematic diagram in the tunnel engineering non-blasting weak disturbance excavating method excavation step of the present invention;
Fig. 2 is a VI portion excavation branch schematic diagram in the tunnel engineering non-blasting weak disturbance excavating method excavation step of the present invention.
The specific embodiment
The present invention is described in further detail below in conjunction with the specific embodiment.
But this should be interpreted as that the scope of the above-mentioned theme of the present invention only limits to following embodiment.
Embodiment
Present embodiment is the utilization of tunnel engineering non-blasting weak disturbance excavating method of the present invention in threaded list road frozen soil excavation is turned back in No. three line Milky Way of Guangzhou Underground passenger station, and its working procedure mainly comprises:
(1), set up the freezing curtain model, freezing curtain is carried out force analysis:
Freezing curtain mainly bears water and soil weight and road surface overload, and behind tunnel excavation, its loading characteristic is: the bottom inside of freezing curtain is the tensile region, but stress value is less, is 0.38MPa; Bottom outside is a pressure zone, and its compressive stress is 0.88MPa; The inside sidewalls of freezing curtain equally also is a pressure zone, and compressive stress is 1.74MPa; Two shoulders and the bipod of freezing curtain are area of stress concentration, bear bigger shear stress, and its stress value size is 0.57MPa.
Displacement and ground settlement according to freezing curtain each several part behind the above-mentioned loading characteristic calculating tunnel excavation: arc inboard maximum sinking 3.8cm in freezing curtain top behind the tunnel excavation, the inboard pucking 6.0cm of end arc, the side wall inboard has then outwards produced the displacement of 2.1cm, and face of land maximum settlement amount is 2.9cm.
(2), according to freezing curtain model and force analysis, implement to freeze:
Carry out according to prior art construction of tunnel frozen construction method.
(3), partial excavation:
Milky Way passenger station engineering is because excavated section is bigger, and excavation is 9.147m highly, and the excavation span is 11.4m, and owing to adopt φ 108 * 8mm seamless steel pipe etc. in the engineering construction as freezing pipe, under low-temperature condition, metal material fragility increases, the big slightly promptly easy brittle failure that takes place of distortion; For guaranteeing construction safety, after enforcement is freezed, adopt mid-board intersection partial excavation, promptly adopt CRD method excavation, divide IV portion to carry out (as shown in Figure 1), in advance excavation supporting upper right quarter (I portion), excavation supporting upper left quarter (II portion) then, upper right quarter, upper left quarter excavation face keep 12～15m spacing, and upper right quarter, upper left quarter carry out right lower quadrant (III portion), lower left quarter (IV portion) excavation supporting after connecting, right lower quadrant, the same 12～15m spacing that keeps of lower left quarter excavation face.
Discovery partial freezing effect is undesirable in the construction causes country rock and supporting to be out of shape bigger, change VI portion construction (as shown in Figure 2) into, i.e. excavation supporting upper right quarter (I portion), right middle (II portion), upper left quarter (III portion), middle part, a left side (IV portion), right lower quadrant (V portion) and lower left quarter (VI portion) successively.
Introduced EBJ-120 type single boom roadheader in the present embodiment job practices and carried out tunnel excavation,, to the disturbance of freezing curtain, guaranteed construction safety in the minimizing digging process to shorten the time that freezing curtain exposes in the excavation construction process.
EBJ-120 type single boom roadheader pivoted arm length is 3.25m, and maximum elevation is 42 °, and highly for shutting down 3.75m on the plane, maximum excavation width is each 2.5m of fuselage axis both sides to maximum excavation, and maximum cutting depth is downwards shut down 0.25m under the plane, and climbing is than 16 °.
According to the mechanical performance of EBJ-120 type single boom roadheader, when dividing IV portion to excavate, I, the every cyclic advance of II portion are divided equally the excavation driving three times; III, the every cyclic advance of IV portion all excavate driving at twice.
The rotary drilling-head that EBJ-120 type single boom roadheader can be swung by front end with the country rock cutting and crushing after, the chain of taking off quarrel shovel board and waist by the bottom transfers to afterbody with fractured rock and quarrel soil and realizes driving again; Its rotary drilling-head creeps into flexibly, can effectively control the excavation scope, reduces the destruction to freezing curtain.
In the partial excavation step of present embodiment job practices, behind the tunnel excavation, when performing support system, for making the frozen soil curtain, the heat of hydration of avoiding concrete to discharge melts, thereby destroy the globality of frozen soil curtain, be unfavorable for the stable of stratum, behind the excavation immediately at the beginning of between frozen soil curtain and preliminary bracing the C20 concrete of spray 5cm make the over current protection layer, reducing of the influence of frozen soil low temperature, and prevent the influence of the heat of hydration to freezing curtain to concrete strength; After the over current protection layer performs and finishes, form 2～3cm on the freezing curtain surface and hang the frost layer, hang frost layer and over current protection layer and bring into play temperature insulating jointly, perform preliminary bracing behind 2～3h, can effectively reduce the heat transmission between freezing curtain and preliminary bracing.
When concrete mixing, take hot aggregates, add the hot water stirring, increase Admixture (the early strong compound antifreeze of diminishing of MRT, FDN-20 early strength water-reducing agent), cause prolong concrete time of setting to avoid formation temperature to reduce, guarantee the normal growth of structural concrete strength (especially early strength), prevent the creep buckling of freezing curtain.
Present embodiment preliminary bracing design is as follows: C20 sprays frost-resistant concrete 40cm, individual layer steel mesh reinforcement; φ 25 grid bow members, 50cm at interval; The I25 profile steel frame is interim mid-board, spacing 50cm.Excavation performs secondary lining after connecting, and adopts the C30 reinforced concrete lining layer, thickness 45cm, and the secondary lining design class is same as no freezing curtain operating mode.The system that freezes after secondary lining is finished quits work, and enters the stage of thawing.
Other working procedure of present embodiment and execution conditions carry out with reference to prior art underground engineering construction method.
Claims (6)
1. tunnel engineering non-blasting weak disturbance excavating method, its working procedure mainly comprises:
(1), set up the freezing curtain model, freezing curtain is carried out force analysis;
(2), according to freezing curtain model and force analysis thereof, implement to freeze;
(3), partial excavation: after implementing to freeze, adopt mid-board intersection partial excavation, promptly adopt the CRD method, introduce free section boring machine and carry out tunnel excavation, divide IV portion to carry out at least, in advance the excavation supporting upper right quarter, excavation supporting upper left quarter then, upper right quarter, upper left quarter excavation face keep 12～15m spacing, and upper right quarter, upper left quarter carry out right lower quadrant, lower left quarter excavation supporting after connecting, right lower quadrant, the same 12～15m spacing that keeps of lower left quarter excavation face.
2. tunnel engineering non-blasting weak disturbance excavating method according to claim 1, it is characterized in that: in described (3) step partial excavation step, when causing country rock and supporting distortion greatly to local freezing efficiency is undesirable, change VI portion construction into, i.e. excavation supporting upper right quarter, right middle, upper left quarter, middle part, a left side, right lower quadrant and lower left quarter successively.
3. tunnel engineering non-blasting weak disturbance excavating method according to claim 1 is characterized in that: the free section boring machine of introducing in described (3) step partial excavation step is an EBJ-120 type single boom roadheader.
4. tunnel engineering non-blasting weak disturbance excavating method according to claim 1; it is characterized in that: in described (3) step partial excavation step; behind the tunnel excavation; the C20 concrete of spray 5cm is made the over current protection layer at the beginning of between frozen soil curtain and preliminary bracing immediately, performs preliminary bracing behind 2～3h.
5. tunnel engineering non-blasting weak disturbance excavating method according to claim 4 is characterized in that: described preliminary bracing design is as follows: C20 sprays frost-resistant concrete 40cm, individual layer steel mesh reinforcement, φ 25 grid bow members, interval 50cm, the I25 profile steel frame is interim mid-board, spacing 50cm; Excavation performs secondary lining after connecting, and adopts the C30 reinforced concrete lining layer, thickness 45cm.
6. according to claim 4 or 5 described tunnel engineering non-blasting weak disturbance excavating methods, it is characterized in that: described concrete is first hot aggregates before the system of mixing, and adds hot water and stir when mixing system, and add antifreezing agent and/or early strength admixture.
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| CN101503961B (en) * | 2009-03-11 | 2011-06-01 | 上海城建（集团）公司 | Use method of underground obstacles blasting in shield-tunneling construction |
| CN101892844B (en) * | 2009-05-20 | 2014-06-04 | 深圳海川新材料科技有限公司 | Method for excavating tunnels undergoing advanced bolting by using CRD |
| 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 |
| CN101793487A (en) * | 2010-03-30 | 2010-08-04 | 武汉科技大学 | Controlled blasting technique for small-clear-distance tunnel construction |
| CN102392650B (en) * | 2011-11-02 | 2014-01-01 | 中铁隧道集团有限公司 | Non-explosive tunnel excavation construction method |
| CN102852525B (en) * | 2012-09-29 | 2015-01-28 | 中铁二局股份有限公司 | Underground tunnel enlarging and excavating method from small section of single-line tunnel to large section of double-line tunnel |
| CN103670427B (en) * | 2013-12-24 | 2016-04-13 | 中铁十九局集团第三工程有限公司 | Formula method for tunnel construction is torn open after right-angled intersection excavation supports |
| CN103775092B (en) * | 2014-01-09 | 2016-01-20 | 长业建设集团有限公司 | Tunnels in Shallow Buried tunneling remaining core soil in advance improvement CRD construction |
| CN104314574B (en) * | 2014-10-13 | 2017-01-18 | 福州市规划设计研究院 | Hard rock tunnel non-blasting digging blocking method and construction method |
| CN107527546A (en) * | 2017-07-31 | 2017-12-29 | 杭州市地下空间建设发展中心 | Simulation CRD method constructing tunnels cause the experimental provision and experimental method of earth's surface deformation |
| CN107575236A (en) * | 2017-09-27 | 2018-01-12 | 中铁十局集团城市轨道交通工程有限公司 | A kind of excavation construction method of Tunnel Engineering |
| CN107587881A (en) * | 2017-10-30 | 2018-01-16 | 中铁五局集团第五工程有限责任公司 | A kind of composite lining structure and construction technology for permafrost tunnel |
| CN107965326A (en) * | 2017-11-29 | 2018-04-27 | 中铁三局集团广东建设工程有限公司 | Subway super large bored tunnel cubic meter of stone mechanically combining excavation construction method |
| CN109344543B (en) * | 2018-11-01 | 2023-04-07 | 河北昕佳工程勘查设计有限公司 | Method and system for predicting influence of cohesive soil settlement on shaft engineering |
| CN113550753A (en) * | 2021-09-06 | 2021-10-26 | 中铁二局第四工程有限公司 | Construction method of crossing middle partition wall with through upper step in advance |
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