CN103527202A - Method for constructing tunnel under complicated geological conditions - Google Patents
Method for constructing tunnel under complicated geological conditions Download PDFInfo
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- CN103527202A CN103527202A CN201210263337.2A CN201210263337A CN103527202A CN 103527202 A CN103527202 A CN 103527202A CN 201210263337 A CN201210263337 A CN 201210263337A CN 103527202 A CN103527202 A CN 103527202A
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Abstract
The invention discloses a method for constructing a tunnel under complicated geological conditions. Through the technological process of a system, a constructing method of pipe sheds and a constructing method of jacking pipes are explicit, the tunneling method by combining manual and mechanical breaking and removing and exploding with small amount of explosive is adopted for excavation, safety construction and the other methods are paid attention to, field management is enhanced, and it is guaranteed that the tunnel is constructed in order. Effective dynamic management is carried out in the whole constructing process, according to the construction scheme, various unfavorable factors are taken into consideration, and corresponding measures are made. Problems occurring in the constructing process are handled in time, the field management is enhanced, and constructing quality and constructing safety of the tunnel are guaranteed.
Description
Technical field
The present invention relates to construction field, particularly a kind of under complex geological condition the job practices of tunnel.
Background technology
Tunnel construction passes through zone of fracture and karst strata.Rock crushing in zone of fracture, is cloddy structure, grows unorderedly, and in conjunction with very poor, gap is by the filling of yellowish-brown toner fine sand; Karst is grown, and solution cavity is on a grand scale, and space is by quicksand filling, and drifting sand layer does not have cohesion, easily cave in, and with water flow.In tunneling construction process, there will be crag and the quicksand problem of caving in.And zone of fracture and karst strata good water permeability, underground water is affected greatly by reservoir, and in construction, water yield is large, falls drainage construction difficulty, and uncertain factor is more, need to take into full account inwardly projecting water problems in hole in tunneling construction.
Summary of the invention
In order to solve the problems of the technologies described above, the technological process of the present invention by system, rely on the pipe job practices of canopy, the tunneling method that the job practices of push pipe and excavation adopt artificial mechanism to abolish to combine with little dose explosion, focus on the means such as safe construction, strengthen field control, guarantee orderly the carrying out of construction of tunnel.
The invention has the beneficial effects as follows and in whole work progress, implement effective dynamic management, constructure scheme is considered various disadvantageous factors, and formulates corresponding measure.The problem occurring in construction is processed timely, strengthens on-the-spot management, guarantees quality and the safety of tunnel construction.
Accompanying drawing explanation
Fig. 1 is pipe canopy section; Fig. 2 is push pipe top view; Fig. 3 is push pipe elevation.
Wherein, 1. jacking pipeline; 2. manage boron steel pipe; Water intaking vertical shaft; 4. rear backrest; 5. jack; 6. pipe of cement.
The specific embodiment
1. technological process: measure unwrapping wire
→level detection boring
→the temporary lining of construction bassoon canopy
→level driving cavern
→jacking concrete reinforced pipe
→circulation is constructed to design attitude
→pipeline surrounding grouting and reinforcing.
Before construction, adopt geological drilling rig along 8 forward probe borings of tunnel axis construction, exploration hole is evenly arranged along adit circular cross section surrounding, exploration hole length 15.0m, aperture 80mm.To understand tunneling layer position strata condition, determine leading large pipe shed support list round trip length.
2. the construction of pipe canopy: after forward probe hole completes, 0.2m outside tunnel section circular wheel profile, position is along axis construction bassoon canopy.Propping up pillar canopy is round sealed structure, initial section center of circle diameter 2.4m, and the steel pipe of employing Φ 108 wall thickness 4mm, 1 °～3 ° of the outer limbs of a pillar canopy, are radial parallel straight, tube hub spacing 150mm.Steel pipe paddle type mill is squeezed into, pipe canopy list round trip length 10m, and steel tube end part adopts welding manner to be fixed into overall structure, and centre is carried out reinforcement of weld according to actual needs.For guaranteeing pipe shed support effect, on steel pipe, outside is evenly arranged two row's injected holes, aperture 5mm, and spacing 100mm, row's spacing 60mm, adopts machine drilling construction.After pipe canopy has been laid, adopt superfine cement list liquid slurry to carry out the disposable slip casting in full hole to pipe canopy, by pipe slip casting, interval construction.Slip casting adopts slip casing by pressure, and superfine cement list slurry water gray scale is 0.6, and grouting pressure 1.5 ~ 2.0Mpa, as Fig. 1.
3. jacking construction and technology control measure:
3.1 the preparation of jacking construction: the vertical shaft (3) of fetching water is filled at the bottom of adit about 40mm under absolute altitude with stone, builds operation platform to facilitate in vertical shaft, and jacking guide rail, jack pedestal, jack (5) and rear backrest (4) are installed on platform.High-power submerged pump is set under platform and draws water, drainage underground gushing water, guarantees in well that water level is lower than job platform 1.0-2.0m.Guide rail adopts the field fabrication of two 38kg/m tracks, and jack pedestal adopts channel-section steel to make in advance on ground, and rear backrest (4) adopts cast-in-situ steel reinforced concrete, and jacking mechanism adopts 2 400t jack (5), as Fig. 2, and Fig. 3.
Check whole pipe jacking equipments, and through test running, operating mode is good.
Center line, the gradient and the elevation of tool pipe on guide rail should meet regulation and stipulation.
During 3.2 manual driving push pipe, up to specification: after the contact of (1) tool pipe or incision soil layer, stage excavation from top to bottom, the amount of backbreaking of tool pipe section should be determined according to soil condition.
(2), in the steady soil that allows to backbreak during normal jacking, within the scope of 135 ° of pipe bottoms, must not backbreak; The above amount of backbreaking in pipe top must not be greater than 1.5cm.
The pipe end processing that 3.3 tool pipes enter after soil layer meets: (1) enters tool pipe and the pipe end bottom in reception hole should establish bolster.
(2) length that pipe ends is exposed in working pit must not be less than 0.5m, and must not have interface.
(3) reinforced concrete pipiline end fluid concrete in time.
After 3.4 assemblings, parados is installed.
3.4.1 parados construction after assembling.
1) after assembling, parados adopts cast-in-situ steel reinforced concrete and steel plate assembling, and the rear parados after assembling should have enough intensity and stiffness.
2) back soil body wall should be smooth, and vertical with pipeline jacking direction.
3) after assembling the bottom of parados at jacking pipeline (1) the following 50cm in the end.
4) back soil body wall should be close to rear parados, should adopt sand material filling closely knit while having hole.
5) after assembling, the specification of the member of parados in same layer is consistent, the tight note of each interlayer contact, and fixing layer by layer.
4. guide rails assembling: this project guide rail adopts 38kg/m rail, and the flange of rail and shaped steel are integrally welded, during installation and active well base plate pre-embedded steel slab weld, and enclose jail with type steel support or with concrete.Before guide rails assembling, to first check pipeline center position, guarantee that the elevation of guide rail, axial location are accurate.Guide rail location must be firm, correct, unshift while bearing various load in jacking, indeformable, not sedimentation.
Guide rails assembling is up to specification: (1) two guide rail should be straight, parallel, contour, and its longitudinal gradient should be consistent with the pipe design gradient.
(2) allowable variation of guide rails assembling should be: axial location: 3mm; Elevation of top surface: 0 ~+3mm;
Distance: ± 2mm in two rails.
(3) guide rail after installation is firm, must not in use produce displacement, and running check is checked.
5. the jacking of pipeline.
The construction technology of push pipe:
Push pipe adopts the jacking of F type DNl800 reinforced concrete pipiline, single-unit length 2.0m, and concrete grade is not less than C60.Between concrete pipe, be socket joint F type interface, interface spunyarn is filled sealing, and tube wall is reserved l mouth injected hole.
Jacking adopts 2 two-stroke YD-400 type jack and l platform hydraulic power station as main top equipment, utilizes special: the type semienclosed correction head of DNl800, as tool pipe, is equipped with 1 cover 1800 type circular top iron and 4 cover 1800 type U-shaped top iron simultaneously.
In layer of sand during push pipe, seal up a door after removing and tool pipe should be headed into soil layer immediately, prevent that mobility soil or underground water from entering working pit by hole.
At the bottom of needing to check hole before each jacking, prevent stone projection, cause push pipe deviation excessive, affect construction quality.
5.1 tool pipes start in the scope of jacking 5～10m, and allowable variation should be: axial location 3mm, elevation 0 ~ 3mm.When surpassing allowable variation, should take measures to correct.In pipeline jack-in process, the center of tool pipe and height measurement should meet the following requirements: tool pipe enters in layer of sand process, every jacking 30cm, measure and should not be less than once, when pipeline enters after layer of sand normal jacking, every jacking 100cm, measurement is no less than once, increases and measure number of times during correction; After having pushed up, should measure its axial location and elevation at each tube coupling interface, while having mismatch, should measure relative relief; Surveying record should be complete, clear.
5.2 in all processes of pipeline jacking, and the direction that palpus control tool pipe advances, and reason and the development trend that should produce according to measurement result analysis deviation, determine the measure of correction.
After 5.3 push pipes finish, the interior side clearance of tube coupling interface is pressed design code and is processed; During design no standard, can adopt asbestos cement, elastic sealing paste or cement mortar sealing, padding should be floating, must not protrude in pipe.
The construction at 5.4 reservoir end holes: along with pipeline jacking, water yield increases gradually, jacking stops jacking during apart from approximately 3.5 meters of reservoir sides, to prevent that gushing water from causing the accident.Adopt directional blasting method, outlet is blown.
6. Technology of Blasting control measure: excavation driving in hard basement rock, need to adopt little dose blasting method to abolish rock, by following aspect, control construction quality.
The problem of noting during 6.1 boring is mainly safety problem.
?6.1.1 before boring, in hole, parallel hole body axis direction is pried into and is surveyed boring, accurately understands rock stratum geological conditions and hydrogeological conditions.Explosion borehole is evenly arranged along body circular section, hole surrounding, in strict accordance with boring quick-fried design, implements, and reduces the disturbance to country rock as far as possible.
6.1.2 drilling construction be incorporated into, locate, to periphery hole, snubber by veteran driller's work driller.
6.1.3 strictly control spacing, error must not be greater than 6cm, is parallel to each other, and forbids interlacedly, and hard rock blast hole utilization factor reaches more than 90%, and middle hard rock reaches more than 85%, the requirement that soft rock excavation profile is smoother, meet Tunnel Design outline line size.
6.1.4 strictly control periphery hole boring extrapolation angle, between adjacent two batches of big guns, faulting of slab ends is not more than 10cm.
The key points for operation of noting during 6.2 explosion.
?6.2.1 charging will be determined people, location, fixed section not, according to construction section rock mass conditions, determines explosion drilling depth and explosive payload.
6.2.2 before powder charge, all boreholes must blow off dirt foam with high pressure air pressure gun.
6.2.3 strictly by charge constitution and the dose of design, carry out powder charge.
6.2.4 the strict connected networks enforcement apparatus to cause bursting by boring quick-fried design connects.
7. the control measure of construction safety:
7.1 blast working security control measure.
7.1.1 the distribution of explosive, processing are carried out in the worker-house arranging separately, process rear numbering and are responsible for powder charge by special messenger, during powder charge, strictly by operational procedure, are undertaken, and use the stemming filling of mixing in advance after installing explosive.Primer [cartridge] should be taken to send by fireman and go into the well, and except primer [cartridge], must not carry other explosive.
7.1.2 near facility powder charge leading face should be promoted to safe altitude.
7.1.3 blow out and frontly must confirm that all personnel all withdraws outside well, by person in charge on duty, assign and blow out order.
The instrument of 7.1.4 working on hanging scaffold, should be appropriate be placed in kit bag, should fasten during use securely with it or on other fixtures.
7.1.5 implement according to face condition, to adopt pneumatic pick to abolish loosening rock mass and the surrounding rock mass that exceeds lining cutting scope after explosion at every turn, guarantee push pipe smoothly and construction safety.
The security control measure that 7.2 prevention layers of sand cave in.
7.2.1 before construction, adopt forward probe geology hole to determine stratum distribution situation, hole depth is not less than 2 times of plan digging footage, accurately understands working region strata condition and rock cranny, karst developmental state, formulates real work round drilling depth.
7.2.2 in construction, strengthen monitoring measurement work, grasp in time stress, the state of strain of country rock lining cutting.Measurement information should feed back in time, grasps at any time the duty of country rock and structure, so that timely adjust design parameters is formulated rational working measure and supporting means, guarantees construction safety.
7.2.3 pass through the work section of zone of fracture, the commute layer of sand that caves in carries out pipe shed support.
7.2.4 in the thicker location of layer of sand by designing requirement in advance grouting with small pipe reinforce drifting sand layer, avoid occurring before temporary lining that large area caves in.
7.2.5 the fixed active section of pre-grouting, thes cement solidifies after reaching supporting effect and carries out driving explosion next time again, to guarantee construction safety.
7.2.6 in the stratum easily caving in, during push pipe, for preventing that work plane layer of sand from caving in, can adopt " vexed top " mode, first push up the construction technology of excavating afterwards cubic metre of earth.
7.2.7 to the timely drainage of water burst in the hole of workspace, avoid underground water to fluctuate at the position of the sand layer, carry and wash away quicksand.
7.2.8 the timely pressure injection pea gravel concreten of karst cavity or the grout filling that for quicksand, stay are fixed, prevent and treat the area that caves in and expand gradually.
The security control measure of 7.3 jacking constructions.
7.3.1 vertical transport equipment install to be wanted firmly, and special messenger's operation is hung thing and will be fastened admittedly, hangs and under thing, forbids the people that stands.
7.3.2 before jacking driving, carry out forward probe work, to determine ground situation of change and unfavorable geology phenomenon developmental state.
7.3.3 the commute layer of sand construction pipe shed support that caves in, checks the fixed situation of pipe roof construction situation and ground in time, have enough safety factors, definitely guarantee production safety.
7.3.4 face is cut the earth and will first be dug the first half, then digs Lower Half, must not backbreak, and in tool pipe, cuts the earth, and guarantees shoveling safety.
7.3.5 to the hole wall after excavation, be that rock mass is removed in time, carry out if desired temporary lining, to guarantee working space safety.
7.3.6 equipment operating will standardize, and determine a post, staffing, take appointment with certificate, strictly by operational procedure operation.
7.3.7 the standby high-power pumping equipment in down-hole, and keep operating mode good, runs into the abnormal conditions drainage underground gushing water that draws water in time.
The security control measure of gushing water in 7.4 prevention constructions.
7.4.1 descend before well construction, at hole, back down and dig and build by laying bricks or stones catchwater, gutter.
7.4.2 the forward probe of holing before tunneling construction, notes abnormalities and takes measures in time to process.
7.4.3 strict controlled blasting and the every footage per round trip of driving in construction.
7.4.4 in vertical shaft and horizontal tunnel, be equipped with the large-scale pumping equipment that is no less than 2, work plane place arranges sump, in time infiltration in drainage hole.
7.4.5 constructing tunnel is front according to design and survey data, and situation and the water yield of prediction underground water, select anti-drainaging scheme, carries out observational record in construction, and the continuous anti-drainage measure of Improvement and perfection.
7.4.6 in construction, finding that rock seeps water stops driving when serious in time, beats injected hole and carries out curtain-grouting shutoff underground water, and prepare the waterproofing materialss such as accelerating admixture, water glass with standby.
7.4.7 according to disclosing strata condition in water intaking vertical shaft (3) driving, adjust in time water intaking constructing tunnel technique, on earth's surface, carry out hole external pressure slip casting in advance if desired, with fixed zone of fracture stratum and shutoff underground water.
7.4.8 the timely pressure injection pea gravel concreten of karst cavity or the grout filling that for quicksand, stay are fixed, prevent and treat the area that caves in and expand gradually.
Claims (6)
1. the job practices for the tunnel under complex geological condition, the tunneling method that technological process by system, the pipe job practices of canopy, the job practices of push pipe and excavation adopt artificial mechanism to abolish to combine with little dose explosion, focus on the means such as safe construction, strengthen field control, guarantee orderly the carrying out of construction of tunnel.
2. according to a kind of job practices for the tunnel under complex geological condition described in claim 1, it is characterized in that: technological process is: measure the bassoon canopy temporary lining → level driving cavern → jacking concrete reinforced pipe → circulation of holing → construct of unwrapping wire → level detection and construct to design attitude → pipeline surrounding grouting and reinforcing.
3. according to a kind of job practices for the tunnel under complex geological condition described in claim 1, it is characterized in that: a pillar canopy is round sealed structure, initial section center of circle diameter 2.4m, adopt the steel pipe of Φ 108 wall thickness 4mm, prop up 1 °～3 ° of the outer limbs of pillar canopy, be radial parallel straight, tube hub spacing 150mm.
4. according to a kind of job practices for the tunnel under complex geological condition described in claim 1, it is characterized in that: after pipe canopy has been laid, adopt superfine cement list liquid slurry to carry out the disposable slip casting in full hole to pipe canopy, by pipe slip casting, interval construction, slip casting adopts slip casing by pressure, and superfine cement list slurry water gray scale is 0.6, grouting pressure 1.5-2.0Mpa.
5. according to a kind of job practices for the tunnel under complex geological condition described in claim 1, it is characterized in that: the vertical shaft (3) of fetching water is filled at the bottom of adit about 40mm under absolute altitude with stone, to facilitate, in vertical shaft, build operation platform, jacking guide rail, jack pedestal, jack (5) and rear backrest (4) are installed on platform, and high-power submerged pump is set under platform draws water, drainage underground gushing water, guarantees in well that water level is lower than job platform 1.0-2.0m; Guide rail adopts the field fabrication of two 38kg/m tracks, and jack pedestal adopts channel-section steel to make in advance on ground, and rear backrest (4) adopts cast-in-situ steel reinforced concrete, and jacking mechanism adopts 2 400t jack (5).
6. according to a kind of job practices for the tunnel under complex geological condition described in claim 1, it is characterized in that: push pipe adopts the jacking of F type DNl800 reinforced concrete pipiline, single-unit length 2.0m, concrete grade is not less than C60, it between concrete pipe, is socket joint F type interface, interface spunyarn is filled sealing, tube wall is reserved l mouth injected hole, jacking adopts 2 two-stroke YD-400 type jack and l platform hydraulic power station as main top equipment, utilize the type semienclosed correction head of special DNl800 as tool pipe, be equipped with 1 cover 1800 type circular top iron and 4 cover 1800 type U-shaped top iron simultaneously.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN104389609A (en) * | 2014-09-24 | 2015-03-04 | 中国水利水电第十四工程局有限公司 | No-blasting mechanical digging method |
| CN105064280A (en) * | 2015-07-16 | 2015-11-18 | 中国水利水电第十四工程局有限公司 | Tunnel underground river water burst blockage construction method |
| CN106837344A (en) * | 2017-01-02 | 2017-06-13 | 陈建强 | A kind of constructing metro tunnel method |
| CN108798693A (en) * | 2018-06-11 | 2018-11-13 | 中交公局海威工程建设有限公司 | For band sand layer pipe jacking construction method |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104389609A (en) * | 2014-09-24 | 2015-03-04 | 中国水利水电第十四工程局有限公司 | No-blasting mechanical digging method |
| CN105064280A (en) * | 2015-07-16 | 2015-11-18 | 中国水利水电第十四工程局有限公司 | Tunnel underground river water burst blockage construction method |
| CN106837344A (en) * | 2017-01-02 | 2017-06-13 | 陈建强 | A kind of constructing metro tunnel method |
| CN108798693A (en) * | 2018-06-11 | 2018-11-13 | 中交公局海威工程建设有限公司 | For band sand layer pipe jacking construction method |
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Application publication date: 20140122 |