CN104963696A - Construction method for arching tunnel bottom - Google Patents
Construction method for arching tunnel bottom Download PDFInfo
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- CN104963696A CN104963696A CN201510450372.9A CN201510450372A CN104963696A CN 104963696 A CN104963696 A CN 104963696A CN 201510450372 A CN201510450372 A CN 201510450372A CN 104963696 A CN104963696 A CN 104963696A
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Abstract
The invention discloses a construction method for arching a tunnel bottom. By means of the method, an invert structure is formed at the tunnel bottom without digging the tunnel bottom. The method comprises following steps: a, digging an arch and a wall of a tunnel and finishing preliminary bracing operation comprising multiple trusses of steel frames installed in the tunnel; b, welding all feet-lock bolts or leg-lock guide pipes with corresponding steel frames for fixation; c, performing multi-point grouting operation to a rock-soil body below the top surface of a tunnel roadbed in accordance with the manner that grouting depth in a cross section of the same tunnel sequentially and gradually decreases from the middle to two sides and injecting grout in certain amount into each point such that the rock-soil body reinforced by grout forms a reversed arch structure. In the step a, a group of lock-leg anchor rods or lock-leg guide pipes are respectively arranged in wall feet on the left and right sides of the tunnel corresponding to the lower portions of each truss of steel frames. The construction method for arching the tunnel bottom is simple and convenient in construction operation, rapid in progress and high in safety without digging the tunnel bottom.
Description
Technical field
The invention belongs to construction of tunnel field, be specifically related to a kind of construction method of tunnel bottom arching.
Background technology
In the tunnel in the poor location of country rock, for solving the problem of tunnel bottom protuberance distortion and improving the stress condition of top, tunnel supporting and protection structure, usually inverted arch can be set at tunnel bottom.Inverted arch is reverse domes, it is one of chief component of tunnel structure, the strata pressure on top, tunnel effectively will be delivered to underground by tunnel side wall structure or by the load on road surface by the one hand, can effectively resist the counter-force transmitted understratum, tunnel on the other hand, overcome the problem of tunnel bottom protuberance distortion.Inverted arch is arranged at below the road bed of tunnel bottom, adopts traditional construction method arching, needs the excavation of part below road bed, inverted arch of then constructing, then carries out the filling between road bed and inverted arch, road surface of finally constructing on road bed.
Following defect is there is in original technology to the method that tunnel bottom excavation arranges inverted arch:
1., tunnel invert construction makes the excavated section in tunnel increase, and excavation understands disturbance country rock, is unfavorable for adjoining rock stability.Downward excavation inverted arch, the not only disturbance country rock of both sides abutment walls, dual-side circummure rock is occurred lax, and there is extrusion deformation, and it is unsettled to make the steelframe of both sides, tunnel abutment wall supporting occur, cause steelframe and preliminary bracing to be sunk, unsettled steelframe and spray concrete supporting housing are converted into " negative energy " from " positive energy ", thus bring out serious deformation and landslide.
2., mode inherently a kind of soft damage displacement method of backfilling again after tunnel bottom excavation, become the higher steel bar concrete of intensity or concrete invert after displacement, this does not make full use of the self-bearing ability of Rock And Soil, constructs uneconomical.
3., inverted arch is positioned at the bottom in tunnel, tunnel bottom is the builder's road in constructing tunnel process, also be the place of current process, the easy ponding of inverted arch of excavation, ponding soaks weak broken wall rock " the foot of a wall ", this is easy to bring out soft rock large deformation, and a lot of tunnel deformation and landslide are relevant with excavating inverted arch.
4., tunnel invert excavation cut off construction passage, affect in-cavity construction, poor operability, restrict construction speed.
Summary of the invention
The technical problem to be solved in the present invention is to provide a kind of construction method not needing just to be formed at tunnel bottom tunnel bottom excavation the tunnel bottom arching of inverted arch structure.
The technical solution adopted for the present invention to solve the technical problems is: the construction method of tunnel bottom arching, comprises the following steps:
A, tunnel arch, wall excavate and complete preliminary bracing, and preliminary bracing comprises the many Pin steelframe be arranged in tunnel, arranges one group of lock foot anchoring stock respectively or lock pin conduit in left and right, the tunnel both walls pin corresponding with every Pin steelframe bottom;
B, each lock foot anchoring stock or lock pin conduit to be welded and fixed with steelframe corresponding separately respectively;
C, the mode of being successively decreased successively to both sides by centre according to the slip casting degree of depth in same tunnel cross sectional carry out multi-point slip casting to the Rock And Soil below tunnel roadbed end face, and in each some position, inject the slurries of specified quantitative, make the Rock And Soil after being reinforced by slurries form reverse domes.
Further, in a step, two lock foot anchoring stocks or lock pin conduit are one group, and the lock foot anchoring stock be arranged in the both walls pin of left and right, tunnel or lock pin conduit symmetrical between two.
Be further, in a step, the mode arranging lock pin conduit is: need the position arranging lock pin conduit to hole respectively at left and right, tunnel both walls pin, will lock respectively in pin conduit patchhole after boring, and utilizes lock pin conduit to carry out the Rock And Soil of left and right, grouting and reinforcing tunnel both walls foot position; The mode arranging lock foot anchoring stock is: directly crept into by lock foot anchoring stock after in the both walls pin of left and right, tunnel, utilize lock foot anchoring stock slip casting.Lock foot anchoring stock or lock pin conduit all play reinforce adjoining rock and locking steelframe, the effect of constraint tunnel deformation.
Further, in a step, described lock foot anchoring stock or lock pin conduit horizontally lower 30 ° ~ 45° angle are arranged, and in lock foot anchoring stock or lock pin conduit patchhole after do not intersect.
Further, described lock foot anchoring stock is self-advancing type hollow grouting anchor, and described lock pin conduit is slip casting lock pin ductule.
Further, in step c, first beat multiple hole downwards from tunnel roadbed end face, after punching, in each hole, insert slip casting ductule or self-advancing type hollow grouting anchor respectively; The perisporium of described slip casting ductule or self-advancing type hollow grouting anchor is provided with multiple ororrhea and portals, and the lower end of the slip casting ductule or self-advancing type hollow grouting anchor that are positioned at the same cross section in tunnel forms arch upwards; Then, utilize slip casting ductule or self-advancing type hollow grouting anchor in Rock And Soil, inject the slurries of specified quantitative.
Further, in step c, be positioned at slip casting ductule or the self-advancing type hollow grouting anchor of the same cross section in tunnel, the spacing between adjacent two is 50 ~ 150cm; The grouting amount of every root slip casting ductule or self-advancing type hollow grouting anchor is 50 ~ 250Kg.
Further, the length of described slip casting ductule is 2 ~ 4m, and the length of described self-advancing type hollow grouting anchor is 3 ~ 4.5m.
Be further, step c also comprises to be injected slurries and reinforces in the Rock And Soil bottom the abutment wall of both sides, tunnel, form the Extended chemotherapy bottom tunnel side wall, and make to link together with the Rock And Soil of lock foot anchoring stock or the Rock And Soil locked together with the anchoring of pin conduit and reverse domes.
Further, Step d and step e is also comprised;
D, tunnel road surface construction before, first lay individual layer or double layer bar at tunnel roadbed end face and tunnel side wall lining cutting contact surface, and steel mesh reinforcement and slip casting ductule or self-advancing type hollow grouting anchor exposed end portion are welded and fixed, then build the concrete that thickness is 30 ~ 70cm, form steel bar concrete grade beam;
E, connect a batch reinforcing bar steel bar concrete ground top surface of the beam is reserved near the position of tunnel side wall concrete secondary lining, make to connect batch reinforcing bar with the lining cutting bar connecting in tunnel together with, formed and close arch ring.
The invention has the beneficial effects as follows: by steelframe and lock foot anchoring stock or lock the stability that pin conduit improves country rock, be convenient to the construction of tunnel bottom; Reinforce by injecting slurries in the Rock And Soil below tunnel roadbed end face, do not need to excavate tunnel bottom, reduce tunnel excavation section, can not disturbance country rock, take full advantage of the mechanical property of Rock And Soil, and make the Rock And Soil of tunnel bottom obtain reinforcing, improve the supporting capacity of Rock And Soil; Injected the slurries of specified quantitative by ad hoc fashion, grouting amount is controlled, and makes the Rock And Soil after reinforcing form reverse domes, avoids the distortion of tunnel bottom protuberance, also improves the stress condition of top, tunnel supporting and protection structure.It is easy that the method also has constructing operation, and feasibility is strong, and the safety of structure in work progress and after having constructed is high, and construction speed is fast, the advantages such as engineering cost is low.
Accompanying drawing explanation
Fig. 1 is certain cross-sectional structure schematic diagram in the tunnel of application this method construction;
The arrangement schematic diagram of slip casting ductule or self-advancing type hollow grouting anchor when Fig. 2 is tunnel bottom slip casting;
Be labeled as in figure: steelframe 1, lock foot anchoring stock or lock pin conduit 2.
Detailed description of the invention
Below in conjunction with accompanying drawing, the invention will be further described.
Shown in composition graphs 1 and Fig. 2, the construction method of tunnel bottom arching, comprises the following steps:
A, tunnel arch, wall excavate and complete preliminary bracing, and preliminary bracing comprises the many Pin steelframe 1 be arranged in tunnel, arranges one group of lock foot anchoring stock respectively or lock pin conduit 2 in left and right, the tunnel both walls pin corresponding with every Pin steelframe 1 bottom; When lock pin conduit 2 is set, first needs the position that lock pin conduit 2 is set to hole respectively at left and right, tunnel both walls pin, will lock respectively in pin conduit 2 patchhole after boring, and utilize lock pin conduit 2 to carry out the Rock And Soil of left and right, grouting and reinforcing tunnel both walls foot position; When lock foot anchoring stock 2 is set, lock foot anchoring stock 2 is directly crept into after in the both walls pin of left and right, tunnel, utilize lock foot anchoring stock 2 slip casting; Lock foot anchoring stock or lock pin conduit 2 as slip casting conductor, for injecting slurries with the Rock And Soil in the foundation of Strengthening Tunnel both sides in Rock And Soil; Make slurries be infiltrated by lock foot anchoring stock or lock pin conduit 2, be diffused in rock stratum hole or crack by the pressure of grouting pump, slurries are filled in Rock And Soil inner pore or crack, improve the physical and mechanical property of Rock And Soil; Lock foot anchoring stock or lock pin conduit 2 adapt to steelframe 1 and lay, and setting position is positioned at bottom the steelframe of tunnel, both sides foundation;
B, each lock foot anchoring stock or lock pin conduit 2 to be welded and fixed with steelframe 1 corresponding separately respectively; General, the end of expose lock foot anchoring stock or lock pin conduit 2 and steelframe 1 weld together, and locking steelframe 1, arranges the preliminary bracing further enhanced in tunnel like this;
C, the mode of being successively decreased successively to both sides by centre according to the slip casting degree of depth in same tunnel cross sectional, multi-point slip casting is carried out to the Rock And Soil below tunnel roadbed end face, and in each some position, inject the slurries of specified quantitative, make the Rock And Soil after being reinforced by slurries form reverse domes; Shown in composition graphs 2, usual elder generation beats multiple hole downwards from tunnel roadbed end face, multiple hole is usually to be positioned at the Kong Weiyi row of the same cross section in tunnel, and many rows are set in tunnel, two round dislocation of arbitrary neighborhood are arranged, and the punching degree of depth of each row is successively decreased to both sides successively by the middle part of tunnel cross sectional; Usually immediately below each Pin steelframe 1, make a call to a round, namely usually need to carry out slip casting arching to the tunnel bottom immediately below every Pin steelframe 1; In each hole, slip casting ductule or self-advancing type hollow grouting anchor is inserted respectively after punching, the perisporium of described slip casting ductule or self-advancing type hollow grouting anchor is provided with multiple ororrhea and portals, and the lower end of the slip casting ductule or self-advancing type hollow grouting anchor that are positioned at the same cross section in tunnel forms arch upwards, namely in arcs of recesses; Then, utilize slip casting ductule or self-advancing type hollow grouting anchor in Rock And Soil, inject the slurries of specified quantitative, the Rock And Soil below tunnel roadbed end face is reinforced; The perisporium of slip casting ductule or self-advancing type hollow grouting anchor exposed junction does not arrange ororrhea portal, multiple ororrhea is portalled usually uniform setting on the anchoring section of slip casting ductule or self-advancing type hollow grouting anchor; Preferably, ororrhea is portalled in quincunx, is namely provided with the irregularly-shaped hole of at least three petal pore structures along the peripheral annular array of circular hole; Concrete, the long 30cm of exposed junction of slip casting ductule, on its anchoring section, interval 15 ~ 20cm arranges an ororrhea and portals; The long 30cm of exposed junction of self-advancing type hollow grouting anchor, on its anchoring section, interval 60 ~ 80cm arranges an ororrhea and portals; General by grouting pump to slip casting in slip casting ductule or self-advancing type hollow grouting anchor, the slurries amount that every root slip casting ductule or self-advancing type hollow grouting anchor inject usually intersects with the slurries that two of arbitrary neighborhood in tunnel slip casting ductules or self-advancing type hollow grouting anchor can be enable to inject and is as the criterion, or intersects with the slurries that two slip casting ductules or self-advancing type hollow grouting anchor that can enable the arbitrary neighborhood being positioned at the same cross section in tunnel inject and be as the criterion; Preferably, be positioned at slip casting ductule or the self-advancing type hollow grouting anchor of the same cross section in tunnel in this step, the spacing between adjacent two is 50 ~ 150cm, and the grouting amount of every root slip casting ductule or self-advancing type hollow grouting anchor is 50 ~ 250Kg; Concrete, the length of described slip casting ductule is 2 ~ 4m, and the length of described self-advancing type hollow grouting anchor is 3 ~ 4.5m; Slip casting ductule generally adopts the steel pipe of the seamless steel floral tube of φ 42x4mm or other model to make; Self-advancing type hollow grouting anchor is generally diameter phi 25 ~ 32mm, the pipe of all cornice injected holes; The slurries injected in rock mass are preferably P.O42.5 cement; Wherein, multiple finger two or more;
D, tunnel road surface construction before, first lay individual layer or double layer bar at tunnel roadbed end face and tunnel side wall lining cutting contact surface, and steel mesh reinforcement and slip casting ductule or self-advancing type hollow grouting anchor exposed end portion are welded and fixed, then build the concrete that thickness is 30 ~ 70cm, form steel bar concrete grade beam; Usually the concrete of C20 or C25 is adopted to build in this step;
E, connect a batch reinforcing bar steel bar concrete ground top surface of the beam is reserved near the position of tunnel side wall concrete secondary lining, make to connect batch reinforcing bar together with the lining cutting bar connecting in tunnel;
F, upside road surface pavement at steel bar concrete grade beam.
Preferably, in a step, two lock foot anchoring stocks or lock pin conduit 2 are one group, and the lock foot anchoring stock be arranged in the both walls pin of left and right, tunnel or lock pin conduit 2 symmetrical between two, be namely arranged on one group of lock foot anchoring stock in left tunnel side wall pin or lock pin conduit 2 and be arranged on one group of lock foot anchoring stock in Tunnel Right side wall pin or lock pin conduit 2 symmetry.Concrete, described lock foot anchoring stock 2 is self-advancing type hollow grouting anchor, and described lock pin conduit 2 is slip casting lock pin ductule.
In order to the sinking distortion making steelframe 1 better can limit tunnel vault, described in a step lock foot anchoring stock or lock pin conduit 2 horizontally lower 30 ° ~ 45° angle arrange, and in lock foot anchoring stock or lock pin conduit 2 patchhole after do not intersect; When namely arranging, the lower end inclination insertion tunnel side wall down of lock foot anchoring stock or lock pin conduit 2, and lock foot anchoring stock or lock pin conduit 2 are 30 ° ~ 45 ° with the angle of horizontal plane.
In order to improve the integrally-built stability in tunnel, and limit the sinking of tunnel vault further, described step c also comprises to be injected slurries and reinforces in the Rock And Soil bottom the abutment wall of both sides, tunnel, form the Extended chemotherapy bottom tunnel side wall, and make with lock foot anchoring stock or lock pin conduit 2 be anchored at together with Rock And Soil and the Rock And Soil of reverse domes link together, as shown in Figure 1.
Claims (10)
1. the construction method of tunnel bottom arching, is characterized in that, comprises the following steps:
A, tunnel arch, wall excavate and complete preliminary bracing, preliminary bracing comprises the many Pin steelframe (1) be arranged in tunnel, arranges one group of lock foot anchoring stock respectively or lock pin conduit (2) in left and right, the tunnel both walls pin corresponding with every Pin steelframe (1) bottom;
B, each lock foot anchoring stock or lock pin conduit (2) to be welded and fixed with steelframe (1) corresponding separately respectively;
C, the mode of being successively decreased successively to both sides by centre according to the slip casting degree of depth in same tunnel cross sectional carry out multi-point slip casting to the Rock And Soil below tunnel roadbed end face, and in each some position, inject the slurries of specified quantitative, make the Rock And Soil after being reinforced by slurries form reverse domes.
2. the construction method of tunnel bottom arching as claimed in claim 1, it is characterized in that: in a step, two lock foot anchoring stocks or lock pin conduit (2) are one group, and the lock foot anchoring stock be arranged in the both walls pin of left and right, tunnel or lock pin conduit (2) are symmetrical between two.
3. the construction method of tunnel bottom arching as claimed in claim 1, it is characterized in that, in a step, the mode arranging lock pin conduit (2) is: need the position arranging lock pin conduit (2) to hole respectively at left and right, tunnel both walls pin, to lock respectively in pin conduit (2) patchhole after boring, and utilize lock pin conduit (2) to carry out the Rock And Soil of left and right, grouting and reinforcing tunnel both walls foot position; The mode arranging lock foot anchoring stock (2) is: directly crept into by lock foot anchoring stock (2) after in the both walls pin of left and right, tunnel, utilize lock foot anchoring stock (2) slip casting.
4. the construction method of tunnel bottom arching as claimed in claim 3, it is characterized in that: in a step, described lock foot anchoring stock or lock pin conduit (2) horizontally lower 30 ° ~ 45° angle are arranged, and in lock foot anchoring stock or lock pin conduit (2) patchhole after do not intersect.
5. the construction method of the tunnel bottom arching according to any one of Claims 1-4, is characterized in that: described lock foot anchoring stock (2) is self-advancing type hollow grouting anchor, and described lock pin conduit is slip casting lock pin ductule.
6. the construction method of tunnel bottom arching as claimed in claim 1, is characterized in that: in step c, first beats multiple hole downwards from tunnel roadbed end face, inserts slip casting ductule or self-advancing type hollow grouting anchor respectively after punching in each hole; The perisporium of described slip casting ductule or self-advancing type hollow grouting anchor is provided with multiple ororrhea and portals, and the lower end of the slip casting ductule or self-advancing type hollow grouting anchor that are positioned at the same cross section in tunnel forms arch upwards; Then, utilize slip casting ductule or self-advancing type hollow grouting anchor in Rock And Soil, inject the slurries of specified quantitative.
7. the construction method of tunnel bottom arching as claimed in claim 6, it is characterized in that: in step c, be positioned at slip casting ductule or the self-advancing type hollow grouting anchor of the same cross section in tunnel, the spacing between adjacent two is 50 ~ 150cm; The grouting amount of every root slip casting ductule or self-advancing type hollow grouting anchor is 50 ~ 250Kg.
8. the construction method of tunnel bottom arching as claimed in claims 6 or 7, it is characterized in that: the length of described slip casting ductule is 2 ~ 4m, the length of described self-advancing type hollow grouting anchor is 3 ~ 4.5m.
9. the construction method of the tunnel bottom arching as described in claim 1,2,3,4,6 or 7, it is characterized in that: step c also comprises to be injected slurries and reinforce in the Rock And Soil bottom the abutment wall of both sides, tunnel, form the Extended chemotherapy bottom tunnel side wall, and make with lock foot anchoring stock or lock pin conduit (2) be anchored at together with Rock And Soil and the Rock And Soil of reverse domes link together.
10. the construction method of tunnel bottom arching as claimed in claims 6 or 7, is characterized in that: also comprise Step d and step e;
D, tunnel road surface construction before, first lay individual layer or double layer bar at tunnel roadbed end face and tunnel side wall lining cutting contact surface, and steel mesh reinforcement and slip casting ductule or self-advancing type hollow grouting anchor exposed end portion are welded and fixed, then build the concrete that thickness is 30 ~ 70cm, form steel bar concrete grade beam;
E, connect a batch reinforcing bar steel bar concrete ground top surface of the beam is reserved near the position of tunnel side wall concrete secondary lining, make to connect batch reinforcing bar with the lining cutting bar connecting in tunnel together with, formed and close arch ring.
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105781592A (en) * | 2015-12-24 | 2016-07-20 | 山东科技大学 | Reinforcing treatment technique for combined pile foundation groups of bottom slab of deep large underground chamber |
| CN105863677A (en) * | 2016-04-12 | 2016-08-17 | 中国电建集团成都勘测设计研究院有限公司 | Strengthening method for preliminary tunnel support |
| CN106968140A (en) * | 2017-04-16 | 2017-07-21 | 中铁二院工程集团有限责任公司 | Structure and construction method are repaired in a kind of non-fragment orbit railway tunnel arch |
| CN107420121A (en) * | 2017-09-20 | 2017-12-01 | 中铁十四局集团有限公司 | A kind of interim steelframe locks pin construction method |
| CN107642370A (en) * | 2017-10-25 | 2018-01-30 | 中国水利水电第十工程局有限公司 | Tunnel inverted arch repairs secondary lining ruggedized construction and construction method |
| CN108386198A (en) * | 2018-02-01 | 2018-08-10 | 中国水利水电第十四工程局有限公司 | A kind of novel tunnel inverted arch basement weak country rock processing method |
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| CN105298516A (en) * | 2015-11-11 | 2016-02-03 | 中铁二院工程集团有限责任公司 | Combined supporting structure of steel pipe pile steel-bar-embedded tunnel composite lining used for soft foundation |
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| CN105781592A (en) * | 2015-12-24 | 2016-07-20 | 山东科技大学 | Reinforcing treatment technique for combined pile foundation groups of bottom slab of deep large underground chamber |
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| CN106968140A (en) * | 2017-04-16 | 2017-07-21 | 中铁二院工程集团有限责任公司 | Structure and construction method are repaired in a kind of non-fragment orbit railway tunnel arch |
| CN107420121A (en) * | 2017-09-20 | 2017-12-01 | 中铁十四局集团有限公司 | A kind of interim steelframe locks pin construction method |
| CN107642370A (en) * | 2017-10-25 | 2018-01-30 | 中国水利水电第十工程局有限公司 | Tunnel inverted arch repairs secondary lining ruggedized construction and construction method |
| CN108386198A (en) * | 2018-02-01 | 2018-08-10 | 中国水利水电第十四工程局有限公司 | A kind of novel tunnel inverted arch basement weak country rock processing method |
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Inventor after: Wu Xuezhi Inventor after: Fu Zhiqian Inventor after: Nie Dafeng Inventor after: Qing Huabin Inventor after: Ma Jianxin Inventor after: Chen Weitao Inventor after: Wang Jian Inventor before: Wu Xuezhi Inventor before: Nie Dafeng Inventor before: Wang Jian Inventor before: Chen Weitao |
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