CN102220868B - Urban shallow buried large-section tunnel five-step excavating method - Google Patents
Urban shallow buried large-section tunnel five-step excavating method Download PDFInfo
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- CN102220868B CN102220868B CN 201110134274 CN201110134274A CN102220868B CN 102220868 B CN102220868 B CN 102220868B CN 201110134274 CN201110134274 CN 201110134274 CN 201110134274 A CN201110134274 A CN 201110134274A CN 102220868 B CN102220868 B CN 102220868B
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Abstract
The invention relates to urban shallow buried large-section tunnel excavating. The excavating sectional area of a tunnel is 311.436m2, the width is 23.7m, the height is 16.224m, and the hole striding ratio is 0.454. The whole section is divided into five construction component parts which are implemented in sequence, and as for the excavating method, characteristics of a CD excavating method and a double side wall pit guiding method are combined, and a secondary lining early application is realized by taking blasting influence reduction and initial-stage support improvement as main means. The method has the advantages that the disturbance influence on wall rocks by the large-section tunnel five-step excavating blasting technology is less than that in the prior art, the wall converge deformation restraining capability of surrounding rocks is improved, the whole performance of the initial-stage support is improved, and the operating efficiency is improved by reducing working procedure alternation.
Description
Technical field
Patent of the present invention relates to the city track traffic engineering technical field, specifically a kind of city Shallow tunnel with large cross-section excavation construction method
Background technology
Along with the paces of China's development large-and-medium size cities track traffic are day by day accelerated, under often running into and need, wear in the circuits such as urban light rail, subway the urban shallow tunnel of building.Part section crossing elimination collects, and forms the extra-large cross-section tunnel, and the rock blasting of large cross-section tunnel and sedimentation and deformation are larger on the impact of upper building.The at present design for large section divides the multi-section construction, and more advanced have nine ones and seven excavation construction methods, and its preliminary bracing globality is poor, and disturbance causes the whole deflection increasing of tunnel vault repeatedly.Five excavation methods have been improved job step, have reduced the explosion number of times, have strengthened preliminary bracing, have shortened secondary lining and have implemented interval time.Five excavation methods possess a series of characteristics: (1) reduces the explosion impact, and (2) improve country rock convergent deformation restriction ability, and (3) reduce operation alternately, and (4) security performance is good.
Five excavation methods also exist many problems when possessing above-mentioned advantage: (1) single excavation span is large, and the weak rocks aspect easily collapses.(2) onepull dosage is large.
Summary of the invention
The object of the invention is to reduce extra-large cross-section excavation construction step, reduce Tunnel Blasting to the impact of surrounding buildings, strengthened preliminary bracing, thereby improved sedimentation and deformation and apply as early as possible secondary lining, improved structure construction period safety.
The objective of the invention is to be realized by following technical scheme:
A kind of excavation method of extra-large cross-section, basal area is greater than 300m
2, the hole comprises tunnel advanced support, rock blasting, temporary lining, preliminary bracing, secondary lining across than less than 0.5.It is characterized in that: full section is decomposed into five construction ingredients, and implement successively in order, in excavation method in conjunction with the characteristics of CD excavation method and double side wall pilot tunnel method, and to reduce the explosion impact and to improve preliminary bracing and realize secondary lining as Main Means and early apply.
The present invention compared with prior art, have following apparent outstanding substance and remarkable advantage: the present invention adopts five bench excavation methods, reduced operation alternately, reduced the rock blasting number of times, improved preliminary bracing steel arch frame globality, reduced simultaneously the temporary lining engineering quantity, the reduction of erection time.Be combined with the site technology measure by monitoring technique, finally realized purpose safe, efficient, rapid construction.
Description of drawings
The tunnel excavation profile of accompanying drawing 1 for the present invention relates to
The tunnel excavation 3 dimensional drawing of accompanying drawing 2 for the present invention relates to
The specific embodiment
By reference to the accompanying drawings, the present invention is described in further detail by example:
Referring to Fig. 1, Fig. 2, the tunnel that the present invention relates to is comprised of following part in implementing: 1 rock excavation of top heading left side wall, the left side preliminary bracing I of this, left side top heading abutment wall temporary lining I '; 2 rock excavations of top heading right side wall, the right side preliminary bracing II of this, middle wall temporary supporting; 3 rock excavations of lower base tunnel left side wall, the left side preliminary bracing III of this, middle wall temporary lining III '; 4 rock excavations of lower base tunnel right side wall, the right side preliminary bracing IV of this, middle wall temporary lining IV '; Remove abutment wall III ', IV ' temporary lining and middle wall temporary supporting, 5 (the comprising inverted arch) rock excavations in lower base tunnel middle part, the preliminary bracing V of this.
The sequence of construction of five digging construction methods of city of the present invention Shallow tunnel with large cross-section is as follows:
1) 1 rock excavation of top heading left side wall applies the left side preliminary bracing I of this and left side top heading abutment wall temporary lining I ';
2) 2 rock excavations of top heading right side wall apply the right side preliminary bracing II of this and middle wall temporary supporting;
3) lower 3 rock excavations of base tunnel left side wall apply the left side preliminary bracing III of this and middle wall temporary lining III ';
4) lower 4 rock excavations of base tunnel right side wall, apply the right side preliminary bracing IV of this and middle wall temporary lining IV ';
5) remove abutment wall III ', IV ' temporary lining and middle wall temporary supporting, 5 (the comprising inverted arch) rock excavations in lower base tunnel middle part apply the preliminary bracing V of this.
6) determine secondary lining enforcement by country rock convergent deformation monitor data.
In above-mentioned job practices, 1 enforcement and 2 enforcements are staggered apart from 10-15m, and 2 enforcements and 3 enforcements are staggered apart from 15-20m, and 3 enforcements and 4 enforcements are staggered apart from 15-20m, and 4 enforcements and 5 enforcements are staggered apart from 10-20m.
In above-mentioned job practices, 1 one with 2 rock excavation single cycle drilling depths less than 1.5m, 3 ones with 4 rock excavation single cycle drilling depths less than 2m, 5 rock excavation single cycle drilling depths are less than 2m.
In above-mentioned job practices, when meeting soft stratum 1 one with 2 rock excavations before implement advance support, pre-grouting ductule L=2.5-4m, leading grouting rock bolt L=2.5-3m.
In above-mentioned job practices, rock blasting parameter foundation is to analysis-by-synthesis such as the protection of top building, country rock hardness factor, rock crack and infiltrations, by calculating value.The blasting parameter design principles is: borehole a surname is shallow unsuitable dark, and many hole placings reduce the single hole explosive payload, and millisecond detonator segmentation millisecond detonating reduces Explosive Vibrating Velocity.
In above-mentioned job practices, consider impact on preliminary bracing I and II with the design of 4 rock blastings for 3 ones, the vibration damping hole is set.
In above-mentioned job practices, preliminary bracing is selected the combined supporting form of anchor net spray+steel arch frame according to analysis-by-synthesis values such as top building, buried depth of tunnel, rock property, rock crack and infiltrations.Design principles is: outstanding degree of depth anchorage effect, improve the globality of preliminary bracing, and improve steel arch frame rigidity, the steel arch frame lower end that strengthens preliminary bracing I and II is locked pin and is fixed.
In above-mentioned job practices, temporary lining I ' III ', IV ' select the combined supporting form of anchor net spray+steel arch frame, and during design, temporary lining should be beneficial to dismounting.
In above-mentioned job practices, temporary supporting is positioned at tunnel middle part, lags behind 2 ones and implements 3-5m, and the upper end directly is placed in a just steel arch frame soffit, is welded and fixed along the edge, and the lower end is placed on vertical i iron framed bent, sets up the filling such as cushion block vertical space.
As five, tunnel of the present invention excavation construction method, can be the buried structure things such as city rail engineering, massif construction of tunnel, underground chamber engineering.
Claims (10)
1. the excavation method of an extra-large cross-section, the method comprises the steps:
Top heading left side wall rock excavation applies top heading left side preliminary bracing and left side top heading abutment wall temporary lining; Top heading right side wall rock excavation applies top heading right side preliminary bracing and middle wall temporary supporting; Lower base tunnel left side wall rock excavation applies lower base tunnel left side preliminary bracing and middle wall temporary lining; Lower base tunnel right side wall rock excavation applies the right side preliminary bracing of lower base tunnel and middle wall temporary lining; Remove abutment wall temporary lining and middle wall temporary supporting, rock excavation in the middle part of lower base tunnel applies lower base tunnel middle part preliminary bracing.
2. method according to claim 1, it is characterized in that full section is decomposed into five construction ingredients, and implement successively in order, in excavation method in conjunction with the characteristics of CD excavation method and double side wall pilot tunnel method, and to reduce the explosion impact and to improve preliminary bracing and realize secondary lining as Main Means and early apply.
3. method according to claim 2, is characterized in that basal area is greater than 300m
2, the hole comprises tunnel advanced support, rock blasting, temporary lining, preliminary bracing, secondary lining across than less than 0.5.
4. method according to claim 2, is characterized in that rock blasting parameter foundation to upper building protection, country rock hardness factor, rock crack and infiltration analysis-by-synthesis, by calculating value; Principle is: borehole should be shallow unsuitable dark, and many hole placings reduce the single hole explosive payload, and millisecond detonator segmentation millisecond detonating reduces Explosive Vibrating Velocity.
5. method according to claim 2 is characterized in that the design of lower base tunnel left side wall and lower base tunnel right side wall rock blasting considers the impact on the left side preliminary bracing of preliminary bracing top heading and top heading right side preliminary bracing, and the vibration damping hole is set.
6. method according to claim 2 is characterized in that preliminary bracing according to upper building, buried depth of tunnel, rock property, rock crack and infiltration analysis-by-synthesis value, selects the combined supporting form of anchor net spray+steel arch frame; Principle is: outstanding degree of depth anchorage effect, improve the globality of preliminary bracing, and improve steel arch frame rigidity, the steel arch frame lower end lock pin that strengthens the preliminary bracing of top heading left and right sides is fixed.
7. method according to claim 2, implement advance support when it is characterized in that meeting soft stratum before the top heading rock excavation, pre-grouting ductule L=2.5-4m, leading grouting rock bolt L=2.5-3m.
8. method according to claim 4 is characterized in that top heading left and right sidewall rock excavation single cycle drilling depth less than 1.5m, and lower base tunnel left and right sidewall rock excavation single cycle drilling depth is less than 2m, and lower base tunnel middle part rock excavation single cycle drilling depth is less than 2m.
9. method according to claim 2 is characterized in that full section is comprised of following part: top heading left side wall, top heading right side wall, lower base tunnel left side wall, lower base tunnel right side wall, lower base tunnel middle part.
10. method according to claim 9, it is characterized in that the top heading left side wall applies to apply with the top heading right side wall staggers apart from 10-15m, the top heading right side wall applies to apply with lower base tunnel left side wall and staggers apart from 15-20m, lower base tunnel left side wall applies to apply with lower base tunnel right side wall and staggers apart from 15-20m, and lower base tunnel right side wall applies with lower base tunnel middle part and staggers apart from 10-20m.
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| Application Number | Priority Date | Filing Date | Title |
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| CN 201110134274 CN102220868B (en) | 2011-05-23 | 2011-05-23 | Urban shallow buried large-section tunnel five-step excavating method |
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| CN 201110134274 CN102220868B (en) | 2011-05-23 | 2011-05-23 | Urban shallow buried large-section tunnel five-step excavating method |
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| CN102220868A CN102220868A (en) | 2011-10-19 |
| CN102220868B true CN102220868B (en) | 2013-06-19 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104763432A (en) * | 2015-01-27 | 2015-07-08 | 安徽理工大学 | Method for controlling large deformation by releasing pressure of high-stress roadway surrounding rocks |
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| CN102720504A (en) * | 2012-06-13 | 2012-10-10 | 北京市公路桥梁建设集团有限公司 | Double-side-wall-pilot-hole subsection bench cut method construction method |
| CN104074524B (en) * | 2014-06-30 | 2016-03-16 | 中南大学 | A kind of construction method of shallow embedding underpass of freeways large cross-section tunnel |
| CN104533426B (en) * | 2014-11-10 | 2016-09-14 | 中铁第四勘察设计院集团有限公司 | An ultra shallow buries the method for tunnel construction of underpass of freeways large span cap excavation method |
| CN104930937B (en) * | 2015-02-15 | 2017-04-19 | 中国铁建大桥工程局集团有限公司 | Circular divided blasting tunnel construction method capable of effectively controlling blasting vibration velocity |
| CN105240021A (en) * | 2015-11-03 | 2016-01-13 | 甘肃路桥建设集团有限公司 | CD-method construction method for improving loess tunnel with super-large cross section |
| CN105890475A (en) * | 2016-06-18 | 2016-08-24 | 中铁十六局集团第五工程有限公司 | Underpass superhighway tunnel trunk excavation static blasting construction method |
| CN106014424B (en) * | 2016-06-27 | 2019-03-05 | 中交一公局第三工程有限公司 | A kind of blasting digging method for shallow overlying strata shallow-depth-excavation tunnel |
| CN106988757A (en) * | 2017-04-14 | 2017-07-28 | 中铁四局集团有限公司 | Double-side-wall pilot hole construction process for reserved rock pillar and anchor rod hanging combination |
| CN107060825B (en) * | 2017-05-04 | 2024-02-02 | 山东省交通规划设计院 | Single hole applied to III-level surrounding rock four-lane tunnel subsection coordination construction method |
| CN108035733B (en) * | 2017-11-01 | 2019-10-25 | 中铁四局集团有限公司 | Partial excavation method for combined vertical supports of rock mass and super-large section tunnel steel frame rock wall |
| CN107843158B (en) * | 2017-11-03 | 2018-10-02 | 北京科技大学 | The construction method of the low vibration velocity exact requirements of Tunnel Blasting is realized with common on-electric detonator |
| CN108131145B (en) * | 2017-12-20 | 2020-03-24 | 中铁五局集团有限公司 | Construction method for ultra-large-span tunnel excavation support |
| CN108843332B (en) * | 2018-07-15 | 2019-11-29 | 中铁二十局集团有限公司 | Pass through fault belt large cross-section tunnel excavation and method for protecting support |
| CN109113747B (en) * | 2018-08-24 | 2020-08-11 | 江苏华设远州交通科技有限公司 | Tunnel excavation construction method |
| CN111365072B (en) * | 2020-03-10 | 2022-02-15 | 中铁第六勘察设计院集团有限公司 | Guide hole exploration structure and method for huge cavern of fractured rock mass |
| CN112302678B (en) * | 2020-09-26 | 2022-12-20 | 云南路桥股份有限公司 | Deformation control construction process for shallow tunnel of underpass building |
| CN112664206B (en) * | 2020-12-29 | 2023-04-07 | 中建五局土木工程有限公司 | Milling and excavating method for soft and weak cladding shallow-buried large-section tunnel |
| CN113250705B (en) * | 2021-06-28 | 2023-10-20 | 重庆工程职业技术学院 | Multi-arch tunnel construction method |
| CN114152159A (en) * | 2021-12-09 | 2022-03-08 | 中国葛洲坝集团国际工程有限公司 | Full-section synchronous blasting tunneling construction method for side wall on reserved side of large-section tunnel crown arch |
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| JP4170867B2 (en) * | 2003-09-19 | 2008-10-22 | 清水建設株式会社 | Tunnel excavation method |
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