CN104790971A - Large pipe shed advanced pre-reinforcement method for shallow buried small-spacing rock soil tunnel construction - Google Patents
Large pipe shed advanced pre-reinforcement method for shallow buried small-spacing rock soil tunnel construction Download PDFInfo
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- CN104790971A CN104790971A CN201510157325.5A CN201510157325A CN104790971A CN 104790971 A CN104790971 A CN 104790971A CN 201510157325 A CN201510157325 A CN 201510157325A CN 104790971 A CN104790971 A CN 104790971A
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Abstract
The invention relates to a tunnel construction method, in particular to a large pipe shed advanced pre-reinforcement method for shallow buried small-spacing rock soil tunnel construction. According to the technical scheme, the large pipe shed advanced pre-reinforcement method for shallow buried small-spacing rock soil tunnel construction comprises the steps of parallel pipe shed advanced pre-reinforcement and excavation line pipe shed advanced pre-reinforcement. According to the method, the safety of shallow buried small-spacing rock soil tunnel construction can be improved, and economic benefits can be improved.
Description
Technical field
The present invention relates to method for tunnel construction, particularly a kind of advanced pre-reinforcement method of steel tube shed of Shallow-buried Tunnels with Small Spacing ground constructing tunnel.
Background technology
Owing to being subject to the impact of topography and geomorphology, or in order to reduce expropriation of land and remove, adopt shallow embedding, closely-spaced tunnel scheme, the restriction of landform can not only be solved well, reduce the excavation of the cubic metre of earth and stone and return amount of fill, reduce the destruction to surrounding enviroment, and the cost of earth clearance can be reduced, reduce the scope of explosion impact.
Along with the development of construction of tunnel technology, highway, railway, track traffic, water conservancy, the engineering such as nuclear power tunnel in all have Shallow-buried Tunnels with Small Spacing tunnel, shallow embedding and closely-spaced tunnel construction are the technology in tunnel construction, safe difficult point, when geological conditions is poor, if the thickness between new and old tunnel is inadequate, when tunnel excavation, around outline line, plastic zone of surrounding rock is excessive, even run through rock pillar, so will cause the plastic failure of structure; In addition, the rock pillar between new and old tunnel, after new and old tunnel excavation, will bear huge vertical pressure; without the pressured state of lateral restraint, when rock pillar width is narrower time, so it can be considered slender member without side limit pressurized; when there is bias voltage, be easy to unstable failure; Closely-spaced tunnel easily occurs that the rock pillar between tunnel destroys, the Tunnel Blasting operation of rear construction damages the engineering accidents such as the tunnel of first constructing; Also easily occur that roof fall, subsidence, top country rock step on the engineering accidents such as empty; The generation of above-mentioned accident brings very large potential safety hazard to construction, too increases the expense of speedily carrying out rescue work after accident and follow-up supporting expense, is unfavorable for the protection of ground surface environment, is unfavorable for engineering construction safety.
Summary of the invention
The object of this invention is to provide a kind of advanced pre-reinforcement method of steel tube shed of Shallow-buried Tunnels with Small Spacing ground constructing tunnel, be beneficial to the safety improving Shallow-buried Tunnels with Small Spacing ground constructing tunnel, and increase economic efficiency.
Above-mentioned technical purpose of the present invention is achieved by the following technical programs: a kind of advanced pre-reinforcement method of steel tube shed of Shallow-buried Tunnels with Small Spacing ground constructing tunnel, comprises the advanced pre-reinforcement of parallel pipe canopy and the advanced pre-reinforcement of excavation spool canopy;
The advanced pre-reinforcement of described parallel pipe canopy adopts the steel tube shed of many parallel distributions, be considered as the first steel tube shed, and the distance between the first steel tube shed and tunnel top is 0.8-1.2m, first steel tube shed prolongs tunnel excavation direction in the state of being inclined upwardly, angle of inclination is 1-3 degree, first steel tube shed head exposes and is connected with connector, and carries out pre-pouring grout, thus it is overall stressed that the first steel tube shed and steel arch-shelf, mountain rock are formed;
The advanced pre-reinforcement of described excavation spool canopy adopts steel tube shed to be uniformly distributed along excavation line, and this type of steel tube shed is considered as the second steel tube shed; Spacing between described second steel tube shed and excavation line is greater than 0.3m, and the second steel tube shed prolongs tunnel excavation direction in the state of being inclined upwardly, and angle of inclination is 1-3 degree, and carries out pre-pouring grout, thus it is overall stressed that the second steel tube shed and steel arch-shelf, mountain rock are formed;
Described first steel tube shed is hollow form, and sidewall is provided with multiple through hole; Described second steel tube shed is consistent with the structure of described first steel tube shed.
As preferably of the present invention, described in front and rear row, the second steel tube shed lap length is in the horizontal direction 2-3m.
As preferably of the present invention, described first steel tube shed and described second steel tube shed adopt 108mm*6mm seamless steel pipe, all burn-on grouting plate in described first steel tube shed and described second bassoon dingle portion, grouting plate adopts 2cm steel plate to make, centre is drilled with the threaded aperture of φ 20mm, in order to use during slip casting, grouting plate with connect device with pipe between grouting pump and be connected, pipe connects device and is made by the coating steel pipe of the φ 20mm of φ 20 gate valve and long 10cm, and screw thread is processed on coating steel pipe both sides.
As preferably of the present invention, when the advanced pre-reinforcement of steel tube shed is constructed, need to carry out holing to assign steel tube shed, during boring, hole in Guan Peng position according to designing, and use inclinometer angle measurement and drilling direction at any time, find that angular deviation adjusts in time, hole and to be constructed by a bench drill machine, single even numbers numbering is carried out to position, hole, first perform the position, hole being numbered odd number, rig is first constructed by position, low Kong Weixiang height hole symmetry, bores what a position, hole and installs a steel tube shed; Piece-ups in longitudinal same cross section, tunnel are not more than 50%, at the 1m that at least staggers along the joint of adjacent steel tube shed on excavation direction; After having constructed in the position, hole being numbered odd numbers, carry out slip casting, then perform the position, hole of numbering position even numbers, and constructed by position, high Kong Weixiang low hole symmetry, bore what a position, hole jacking steel tube shed simultaneously; Steel tube shed joint adopts sleeve connection or welding; If there is collapse hole, bit freezing, water burst when creeping into, creep into again after needing after-teeming to starch; When rig spuds in, first low speed creeps into, and accelerates rate of penetration, and adjust rate of penetration according to geological condition after pore-forming 8-12m; Need in boring procedure to carry out clearly that hole is so that plug steel tube shed, clear Kong Shiyong geology core drill bar coordinates drill bit to carry out cleaning bottom of hole back and forth, at the bottom of descum to hole, guarantees aperture, hole depth meets the requirements, prevent plug-hole; Pass through drilling rod by high pressure gas again, clear up boring mud to aperture gradually from the bottom of hole.
As preferably of the present invention, the pre-pouring grout of the first steel tube shed is specially, and cement paste is infiltrated along the aperture of the first steel tube shed under pressure and fills peripheral rock crack;
Described cement paste comprises the 425(R that weight ratio is 1:1) Portland cement and water; Slip casting initial pressure is 0.5-1.0MPa, and eventually most pressure is 1.5-2.0MPa; Grout spreading range is not less than 0.5m; Injection speed is generally 20 ~ 25L/min; When grout absorption is less than 20-25L/min, grouting pressure continues to raise, close to or reach slip casting predetermined pressure, and after stablizing more than 10Min after reaching predetermined final pressure, this booth pipe slip casting terminates; Slip casting terminates slurries in rear timely removing pipe, enters shutoff, seals and use No. 30 tight fillings of cement mortar, strengthen the Rigidity and strength of steel tube shed; The grouting mode of the second steel tube shed is consistent with the grouting mode of the first steel tube shed.
In sum; the present invention has following beneficial effect: though the present invention has larger input on material; but protection layer by layer makes construction be in the controlled scope of safety all the time; improve integral construction progress; controlled integral construction quality well, decrease high-risk construction link, entirety has good economic benefit; and improve construction safety, there is higher popularizing value.
Detailed description of the invention
This specific embodiment is only explanation of the invention; it is not limitation of the present invention; those skilled in the art can make to the present embodiment the amendment not having creative contribution as required after reading this manual, as long as but be all subject to the protection of Patent Law in right of the present invention.
Embodiment: a kind of Shallow-buried Tunnels with Small Spacing ground method for tunnel construction, comprises
(1) surveying setting-out, uses the accurate setting-out of total powerstation, comprises steel tube shed setting-out, advanced tubule setting-out, the often setting-out of circulation excavation contour line, preliminary bracing setting-out and follow-up concrete construction formwork erection and measures;
(2) Portal Section open cut and supporting: adopt hand fit's machinery to carry out open cut, carries out the hole face supporting of brushing slope and adopting steel tube shed and steel arch-shelf to be formed, to form open cut tunnel, comprises and carry out the advanced pre-reinforcement of steel tube shed, and advanced tubule construction;
The advanced pre-reinforcement of described steel tube shed comprises the advanced pre-reinforcement of parallel pipe canopy and the advanced pre-reinforcement of excavation spool canopy;
The advanced pre-reinforcement of described parallel pipe canopy adopts the steel tube shed of many parallel distributions, be considered as the first steel tube shed, and the distance between the first steel tube shed and tunnel top is 0.8-1.2m, first steel tube shed prolongs tunnel excavation direction in the state of being inclined upwardly, angle of inclination is 1-3 degree, first steel tube shed head exposes and is connected with connector, and carries out pre-pouring grout, thus it is overall stressed that the first steel tube shed and steel arch-shelf, mountain rock are formed;
The advanced pre-reinforcement of described excavation spool canopy adopts steel tube shed to be uniformly distributed along excavation line, and this type of steel tube shed is considered as the second steel tube shed; Spacing between described second steel tube shed and excavation line is greater than 0.3m, and the second steel tube shed prolongs tunnel excavation direction in the state of being inclined upwardly, and angle of inclination is 1-3 degree, and carries out pre-pouring grout, thus it is overall stressed that the second steel tube shed and steel arch-shelf, mountain rock are formed;
Described advanced tubule construction adopts the ductule along excavation line distribution, spacing between ductule and excavation line is 0.08-0.12m, and ductule is evenly arranged along excavation line interval 30-50cm, and it is outward-dipping, its inclination angle is 10-15o, for the location that easily caves in when adding high inclination-angle, and carry out pre-pouring grout;
Described first steel tube shed is hollow form, and sidewall is provided with multiple through hole; Described second steel tube shed is consistent with the structure of ductule and the structure of described first steel tube shed, and the size of described ductule is less than described first steel tube shed.
Described in front and rear row, the second steel tube shed lap length is in the horizontal direction 2-3m.
Described first steel tube shed and described second steel tube shed adopt 108mm*6mm seamless steel pipe, all burn-on grouting plate in described first steel tube shed and described second bassoon dingle portion, grouting plate adopts 2cm steel plate to make, centre is drilled with the threaded aperture of φ 20mm, use in order to during slip casting, grouting plate with connect device with pipe between grouting pump and be connected, pipe connects device and is made by the coating steel pipe of the φ 20mm of φ 20 gate valve and long 10cm, and screw thread is processed on coating steel pipe both sides.
When the advanced pre-reinforcement of steel tube shed is constructed, need to carry out holing to assign steel tube shed, during boring, holing in the Guan Peng position according to designing, and uses inclinometer angle measurement and drilling direction at any time, find that angular deviation adjusts in time, boring is constructed by a bench drill machine, carries out single even numbers numbering, first perform the position, hole being numbered odd number to position, hole, rig is first constructed by position, low Kong Weixiang height hole symmetry, bores what a position, hole and installs a steel tube shed; Piece-ups in longitudinal same cross section, tunnel are not more than 50%, at the 1m that at least staggers along the joint of adjacent steel tube shed on excavation direction; After having constructed in the position, hole being numbered odd numbers, carry out slip casting, then perform the position, hole of numbering position even numbers, and constructed by position, high Kong Weixiang low hole symmetry, bore what a position, hole jacking steel tube shed simultaneously; Steel tube shed joint adopts sleeve connection or welding; If there is collapse hole, bit freezing, water burst when creeping into, creep into again after needing after-teeming to starch; When rig spuds in, first low speed creeps into, and accelerates rate of penetration, and adjust rate of penetration according to geological condition after pore-forming 8-12m; Need in boring procedure to carry out clearly that hole is so that plug steel tube shed, clear Kong Shiyong geology core drill bar coordinates drill bit to carry out cleaning bottom of hole back and forth, at the bottom of descum to hole, guarantees aperture, hole depth meets the requirements, prevent plug-hole; Pass through drilling rod by high pressure gas again, clear up boring mud to aperture gradually from the bottom of hole.
The pre-pouring grout of the first steel tube shed is specially, and cement paste is infiltrated along the aperture of the first steel tube shed under pressure and fills peripheral rock crack;
Described cement paste comprises the 425(R that weight ratio is 1:1) Portland cement and water; Slip casting initial pressure is 0.5-1.0MPa, and eventually most pressure is 1.5-2.0MPa; Grout spreading range is not less than 0.5m; Injection speed is generally 20 ~ 25L/min; When grout absorption is less than 20-25L/min, grouting pressure continues to raise, close to or reach slip casting predetermined pressure, and after stablizing more than 10Min after reaching predetermined final pressure, this booth pipe slip casting terminates; Slip casting terminates slurries in rear timely removing pipe, enters shutoff, seals and use No. 30 tight fillings of cement mortar, strengthen the Rigidity and strength of steel tube shed; The grouting mode of the second steel tube shed is consistent with the grouting mode of the first steel tube shed.
During grouting with small pipe, first pneumatically placed concrete is needed to close excavation face, measurement and positioning more subsequently, to plug ductule after boring, and then carry out blowpipe and hydraulic pressure test, to carry out slip casting, the pre-pouring grout of grouting mode first steel tube shed is consistent, and slip casting terminates rear concrete spraying support.
(3) Shallow-buried Tunnels with Small Spacing tunnel excavation, adopts the vibration velocity that micro-blasting method controlled blasting of shaking produces, thus reduces explosion to the disturbance of country rock, be specially, shorten tunnel cutting cyclic advance thus reduce the total consumption of explosive often circulating and excavate according to actual condition; Middle narrow-bore tunnel adopts full face excavation, and its drilling depth controls within 0.5m-1.0m, and large cross-section tunnel adopts a point bench excavation, and its drilling depth controls within 1.0m-1.5m;
Borehole adopts linear arrangement, to increase the hop count that detonates of millisecond detonator, reduces vibration wave superposition, controls vibration velocity; Adopt the mode of branch's explosion at local Area cracked, namely in the powder charge of excavation face branch, adopt high section millisecond detonator to be connected in series between each portion, detonate to prevent each portion simultaneously.
(4) between tunnel vault and tunnel, rock pillar is reinforced, between described tunnel vault and tunnel, rock pillar is reinforced and is specially, and adopts the support pattern of element spray first stablize hole top girth rock after explosion terminates in time, plain sprayed after slagging tap, and then carry out vertical arch whitewashing, adopt steelframe supporting; Divide tunnel joist bottom steel arch-shelf of bench excavation; Between tunnel, rock pillar is reinforced and is adopted grouting rock bolt reinforcing, hollow grouting anchor carries out grouting and reinforcing or prestressed anchor pole pair draws reinforcing, and tunnel vault adopts grouting rock bolt to reinforce or hollow grouting anchor carries out grouting and reinforcing.
(5) monitoring measurement, in constructing tunnel process, carries out monitoring measurement, timely feedback quantity measurement information, to ensure construction safety to observation of surrounding rock in surface subsidence, vault sinking, perimeter convergence, blasting vibration, anchor pole internal force and hole etc.
(6) two lining concrete constructions, described two lining concrete constructions are specially, and carry out concreting, make tunnel-type integrally supporting effect.
Claims (5)
1. the advanced pre-reinforcement method of the steel tube shed of Shallow-buried Tunnels with Small Spacing ground constructing tunnel, is characterized in that, comprise
The advanced pre-reinforcement of parallel pipe canopy and the advanced pre-reinforcement of excavation spool canopy;
The advanced pre-reinforcement of described parallel pipe canopy adopts the steel tube shed of many parallel distributions, be considered as the first steel tube shed, and the distance between the first steel tube shed and tunnel top is 0.8-1.2m, first steel tube shed prolongs tunnel excavation direction in the state of being inclined upwardly, angle of inclination is 1-3 degree, first steel tube shed head exposes and is connected with connector, and carries out pre-pouring grout, thus it is overall stressed that the first steel tube shed and steel arch-shelf, mountain rock are formed;
The advanced pre-reinforcement of described excavation spool canopy adopts steel tube shed to be uniformly distributed along excavation line, and this type of steel tube shed is considered as the second steel tube shed; Spacing between described second steel tube shed and excavation line is greater than 0.3m, and the second steel tube shed prolongs tunnel excavation direction in the state of being inclined upwardly, and angle of inclination is 1-3 degree, and carries out pre-pouring grout, thus it is overall stressed that the second steel tube shed and steel arch-shelf, mountain rock are formed;
Described first steel tube shed is hollow form, and sidewall is provided with multiple through hole; Described second steel tube shed is consistent with the structure of described first steel tube shed.
2. the advanced pre-reinforcement method of steel tube shed of a kind of Shallow-buried Tunnels with Small Spacing ground constructing tunnel according to claim 1, it is characterized in that, described in front and rear row, the second steel tube shed lap length is in the horizontal direction 2-3m.
3. the advanced pre-reinforcement method of steel tube shed of a kind of Shallow-buried Tunnels with Small Spacing ground constructing tunnel according to claim 1, it is characterized in that, described first steel tube shed and described second steel tube shed adopt 108mm*6mm seamless steel pipe, all burn-on grouting plate in described first steel tube shed and described second bassoon dingle portion, grouting plate adopts 2cm steel plate to make, centre is drilled with the threaded aperture of φ 20mm, use in order to during slip casting, grouting plate with connect device with pipe between grouting pump and be connected, pipe connects device and is made by the coating steel pipe of the φ 20mm of φ 20 gate valve and long 10cm, screw thread is processed on coating steel pipe both sides.
4. the advanced pre-reinforcement method of steel tube shed of a kind of Shallow-buried Tunnels with Small Spacing ground constructing tunnel according to claim 1, it is characterized in that, when the advanced pre-reinforcement of steel tube shed is constructed, need to carry out holing to assign steel tube shed, during boring, hole in Guan Peng position according to designing, and use inclinometer angle measurement and drilling direction at any time, find that angular deviation adjusts in time, boring is constructed by a bench drill machine, single even numbers numbering is carried out to position, hole, first perform the position, hole being numbered odd number, rig is first constructed by position, low Kong Weixiang height hole symmetry, bore what a position, hole and a steel tube shed is installed, piece-ups in longitudinal same cross section, tunnel are not more than 50%, at the 1m that at least staggers along the joint of adjacent steel tube shed on excavation direction, after having constructed in the position, hole being numbered odd numbers, carry out slip casting, then perform the position, hole of numbering position even numbers, and constructed by position, high Kong Weixiang low hole symmetry, bore what a position, hole jacking steel tube shed simultaneously, steel tube shed joint adopts sleeve connection or welding, if there is collapse hole, bit freezing, water burst when creeping into, creep into again after needing after-teeming to starch, when rig spuds in, first low speed creeps into, and accelerates rate of penetration, and adjust rate of penetration according to geological condition after pore-forming 8-12m, need in boring procedure to carry out clearly that hole is so that plug steel tube shed, clear Kong Shiyong geology core drill bar coordinates drill bit to carry out cleaning bottom of hole back and forth, at the bottom of descum to hole, guarantees aperture, hole depth meets the requirements, prevent plug-hole, pass through drilling rod by high pressure gas again, clear up boring mud to aperture gradually from the bottom of hole.
5. the advanced pre-reinforcement method of steel tube shed of a kind of Shallow-buried Tunnels with Small Spacing ground constructing tunnel according to claim 1, it is characterized in that, the pre-pouring grout of the first steel tube shed is specially, and cement paste is infiltrated along the aperture of the first steel tube shed under pressure and fills peripheral rock crack;
Described cement paste comprises the 425(R that weight ratio is 1:1) Portland cement and water; Slip casting initial pressure is 0.5-1.0MPa, and eventually most pressure is 1.5-2.0MPa; Grout spreading range is not less than 0.5m; Injection speed is generally 20 ~ 25L/min; When grout absorption is less than 20-25L/min, grouting pressure continues to raise, close to or reach slip casting predetermined pressure, and after stablizing more than 10Min after reaching predetermined final pressure, this booth pipe slip casting terminates; Slip casting terminates slurries in rear timely removing pipe, enters shutoff, seals and use No. 30 tight fillings of cement mortar, strengthen the Rigidity and strength of steel tube shed; The grouting mode of the second steel tube shed is consistent with the grouting mode of the first steel tube shed.
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| CN105201517A (en) * | 2015-11-11 | 2015-12-30 | 中铁二十局集团有限公司 | Advance support construction method for high-strength pipe shed of tunnel |
| CN107816358A (en) * | 2017-09-12 | 2018-03-20 | 高军 | A kind of Railway Tunnel construction reinforcing method and conduit |
| CN108915702A (en) * | 2018-06-12 | 2018-11-30 | 中铁二十局集团轨道交通工程有限公司 | It is a kind of circle narrow-bore tunnel in shield method of reseptance |
| CN114483055A (en) * | 2022-03-31 | 2022-05-13 | 中国电建市政建设集团有限公司 | Construction method for super-large span ultra-shallow buried high-speed rail tunnel to pass through pond tunnel section |
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| CN102168563A (en) * | 2011-03-18 | 2011-08-31 | 同济大学 | Static pressure jack-in method of pipe sheds or small ducts |
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| CN101592032A (en) * | 2009-06-29 | 2009-12-02 | 中铁二院工程集团有限责任公司 | Wear the preliminary bracing structure of speedway uneven strata large section tunnel under the shallow embedding |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN105201517A (en) * | 2015-11-11 | 2015-12-30 | 中铁二十局集团有限公司 | Advance support construction method for high-strength pipe shed of tunnel |
| CN107816358A (en) * | 2017-09-12 | 2018-03-20 | 高军 | A kind of Railway Tunnel construction reinforcing method and conduit |
| CN108915702A (en) * | 2018-06-12 | 2018-11-30 | 中铁二十局集团轨道交通工程有限公司 | It is a kind of circle narrow-bore tunnel in shield method of reseptance |
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| CN114483055A (en) * | 2022-03-31 | 2022-05-13 | 中国电建市政建设集团有限公司 | Construction method for super-large span ultra-shallow buried high-speed rail tunnel to pass through pond tunnel section |
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| CN104790971B (en) | 2017-06-23 |
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Address after: 313000 No. 666 Huanzhu Road, Wuxing District, Huzhou City, Zhejiang Province Patentee after: NUCLEAR INDUSTRY WELL AND ROADWAY CONSTRUCTION GROUP CO., LTD. Address before: 313000 No. 666 Huanzhu Road, Wuxing District, Huzhou City, Zhejiang Province Patentee before: Nuclear industry Lane Construction Group Company |
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| CP02 | Change in the address of a patent holder | ||
| CP02 | Change in the address of a patent holder |
Address after: No. 581, Fenghuang Road, Huzhou City, Zhejiang Province, 313000 Patentee after: NUCLEAR INDUSTRY WELL AND ROADWAY CONSTRUCTION GROUP Co.,Ltd. Address before: 313000 No. 666 Huanzhu Road, Wuxing District, Huzhou City, Zhejiang Province Patentee before: NUCLEAR INDUSTRY WELL AND ROADWAY CONSTRUCTION GROUP Co.,Ltd. |