CN109723446A - Four step of microdilatancy silty clay formation tunnel adds interim inverted arch construction method - Google Patents
Four step of microdilatancy silty clay formation tunnel adds interim inverted arch construction method Download PDFInfo
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- CN109723446A CN109723446A CN201910034964.0A CN201910034964A CN109723446A CN 109723446 A CN109723446 A CN 109723446A CN 201910034964 A CN201910034964 A CN 201910034964A CN 109723446 A CN109723446 A CN 109723446A
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- inverted arch
- interim inverted
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Abstract
The invention belongs to Tunnel Engineering technical fields, are related to large span microdilatancy silty clay formation tunnel construction technology, in particular to a kind of four step of microdilatancy silty clay formation tunnel adds interim inverted arch construction method.Four steps that use of the construction method innovation add interim inverted arch to construct, solve the problems, such as that face can not be from steady, security risk is high in the construction of microdilatancy silty clay tunnel excavation, the construction safety for realizing microdilatancy silty clay formation tunnel is controllable, has significant economic and social benefit.
Description
Technical field
The invention belongs to Tunnel Engineering technical fields, are related to large span microdilatancy silty clay formation tunnel construction skill
Art, in particular to a kind of four step of microdilatancy silty clay formation tunnel add interim inverted arch construction method.
Background technique
In shallow-depth-excavation tunnel construction, especially in the work progress of the Support System in Soft Rock Tunnels such as silty clay stratum, Chang Cai
Interim inverted arch is added to be excavated with three steps, to ensure face and adjoining rock stability.However in practice of construction, due to geology item
Part is excessively poor, often occurs that face can not be squeezed out from steady, front, slump is serious, the convergence of preliminary bracing Continuous Settlement in digging process
Etc. bad phenomenons.Therefore, it is proposed to which a kind of four steps add interim inverted arch construction method, to guarantee that it is stable and effective that face excavates
Control the continuous deformation convergence of preliminary bracing.
Summary of the invention
The purpose of the present invention is to solve faces in the construction of microdilatancy silty clay tunnel excavation can not be from steady, safety
The high problem of risk provides a kind of four step of microdilatancy silty clay formation tunnel and adds interim inverted arch construction method, it is ensured that applies
Work is safely controllable.
To achieve the above object, The technical solution adopted by the invention is as follows:
Four step of microdilatancy silty clay formation tunnel adds interim inverted arch construction method, includes the following steps,
S1: the protecting system of paying in advance that outer limb ductule is composed is increased using advanced middle pipe canopy, advance support is carried out to arch；
Its injecting paste material uses cement slurry, when rock crusher, underground water development, to adjust solidifying needs, can partially use cement-sodium silicate
Dual slurry；
S2: under advance support protection, mechanical engagement hand excavation 1. portion, in the preliminary bracing for applying 1. portion periphery again, i.e., just
Pneumatically placed concrete simultaneously closes face, erects steelframe, is laid with steel mesh, multiple pneumatically placed concrete to design thickness, if lock foot anchor tube；Then
The interim inverted arch of top bar is applied, that is, sets steelframe, and gunite concrete closes the interim inverted arch of top bar；
S3:, then applying 2. -1 preliminary bracing by mechanical engagement hand excavation 2. -1, i.e., just pneumatically placed concrete and closes excavation and face
Empty face erects steelframe, is laid with steel mesh, multiple pneumatically placed concrete to design thickness, then set lock foot anchor tube；With 2. -1 construction work
Sequence, removes the interim inverted arch of top bar according to monitoring measurement situation, then applies the interim inverted arch of two steps by excavation supporting 2. -2,
Steelframe is erected, and gunite concrete closes the interim inverted arch of two steps；
S4:, then applying 3. -1 preliminary bracing by mechanical engagement hand excavation 3. -1, i.e., just pneumatically placed concrete and closes excavation and face
Empty face erects steelframe, is laid with steel mesh, multiple pneumatically placed concrete to design thickness, then set lock foot anchor tube；With 3. -1 construction work
Sequence, removes the interim inverted arch of two steps according to monitoring measurement situation, then applies the interim inverted arch of three steps by excavation supporting 3. -2,
Steelframe is erected, and gunite concrete closes the interim inverted arch of three steps；
S5:, then applying 4. -1 preliminary bracing by mechanical engagement hand excavation 4. -1, i.e., just pneumatically placed concrete and closes excavation and face
Empty face erects steelframe, is laid with steel mesh, multiple pneumatically placed concrete to design thickness, then set lock foot anchor tube；With 4. -1 construction work
Sequence, removes the interim inverted arch of three steps according to monitoring measurement situation, applies interim cross of getting out of a predicament or an embarrassing situation when necessary by excavation supporting 4. -2
Support, that is, erect steelframe；
S6: then mechanical excavation 5. portion applies 5. portion's inverted arch preliminary bracing, i.e., just pneumatically placed concrete, set up steelframe, multiple pneumatically placed concrete
To design thickness；
S7: the perfusion portion VI inverted arch and short abutment wall basis；After inverted arch concrete initial set, perfusion inverted arch fills the portion VII to designing height
Degree；
S8: according to monitoring measurement and preliminary bracing profiled situation analysis, applying arch wall two and serve as a contrast guarded drainage, primary using formwork jumbo
Property perfusion the lining cutting of the portion VIII.
Specifically, the advanced middle pipe canopy can fit according to the actual situation having a size of Φ 76, outer 5 ° ~ 7 ° of the limb of middle pipe canopy
Work as adjustment, 0.5~0.8MPa of grouting pressure.
Specifically, the big outer limb ductule is having a size of Φ 42, outer 20 ° ~ 30 ° of the limb of ductule, grouting pressure 0.2
~0.3MPa。
Preferably, the middle pipe canopy spacing 0.4m, long 6m/ root, longitudinal pitch 3m；The ductule spacing
0.4m。
Specifically, the lock foot anchor tube is having a size of φ 76 or φ 60.
More specifically, the interim inverted arch of the top bar, the interim inverted arch of two steps, the interim inverted arch of three steps and getting out of a predicament or an embarrassing situation face
When stull use steelframe be I22 profile steel frame.
Compared with prior art, the invention has the following advantages:
What the present invention innovated adds interim inverted arch construction method using four steps, solves and adds interim inverted arch to exist using three steps
Face can not be squeezed out from steady, front, the problems such as slump is serious, the convergence of preliminary bracing Continuous Settlement, ensure that microdilatancy powder
Matter clay stratum tunnel tunnel face, which excavates, to be stablized, and can effectively control the continuous deformation convergence of preliminary bracing, autostability
It is effectively promoted with safety.
Detailed description of the invention
Fig. 1 is that four steps add interim inverted arch working procedure cross section；
Fig. 2 is that four steps add interim inverted arch working procedure vertical section；
Fig. 3 is that pipe canopy increases outer limb ductule front elevation in advanced；
Fig. 4 is that the outer limb ductule of pipe canopy increasing is longitudinally arranged figure in advanced；
Fig. 5 is that φ 76 locks foot front elevation；
Fig. 6 is that φ 76 locks foot sectional view；
Wherein, the corresponding title of appended drawing reference are as follows:
1- pays protecting system in advance, the 1. portion 2-, the interim inverted arch of 3- top bar, and 4- 2. -1,5- 2. -2, the interim inverted arch of bis- step of 6-,
7- 3. -1,8- 3. -2, the interim inverted arch of tri- step of 9-, 10- 4. -1,11- 4. -2,12- gets out of a predicament or an embarrassing situation false stull, 13-
5. portion, the portion 14-VI, the portion 15-VII, the portion 16-VIII, 17-V grades of microdilatancy silty clay country rocks, pipe canopy in 18-, 19- ductule,
20-I22 profile steel frame.
Specific embodiment
The invention will be further described with embodiment for explanation with reference to the accompanying drawing, and mode of the invention includes but not only limits
In following embodiment.
It present embodiments provides a kind of four step of microdilatancy silty clay formation tunnel and adds interim inverted arch construction method, referring to
Fig. 1 ~ Fig. 5 specifically includes following steps,
S1: arch is surpassed using the protecting system of paying in advance that the advanced middle pipe canopy of Φ 76 adds the big outer limb ductule of Φ 42 to be composed
Preceding supporting；Wherein, outer 20 °~30 ° of the limb of ductule, 0.2~0.3MPa of grouting pressure；Outer 5 °~7 ° of the limb of middle pipe canopy, can root
According to actual conditions appropriate adjustment, grouting pressure 0.5~0.8MPa, the middle pipe canopy spacing 0.4m, long 6m/ root, longitudinal pitch 3m；
The ductule spacing 0.4m；Injecting paste material uses cement slurry,, can portion to adjust solidifying needs when rock crusher, underground water development
Divide and uses cement-sodium silicate double liquid；
S2: under advance support protection, mechanical engagement hand excavation 1. portion 2, in the preliminary bracing for applying 1. portion periphery again, i.e., just
Pneumatically placed concrete simultaneously closes face, erects steelframe, is laid with steel mesh, multiple pneumatically placed concrete to design thickness, if φ 60 locks foot anchor tube；
Then the interim inverted arch 3 of top bar is applied, that is, sets I22 profile steel frame, and gunite concrete closes the interim inverted arch of top bar；
S3:, then applying 2. -1 preliminary bracing by mechanical engagement hand excavation 2. -1 (4), i.e., just pneumatically placed concrete and close open
Free face is dug, steelframe is erected, is laid with steel mesh, multiple pneumatically placed concrete to design thickness, then set φ 76 and lock foot anchor tube；With 2. -1
Working procedure, removes the interim inverted arch 3 of top bar according to monitoring measurement situation, then applies two steps and face by excavation supporting 2. -2 5
When inverted arch 6, that is, erect I22 profile steel frame, and gunite concrete closes the interim inverted arch of two steps；
S4:, then applying 3. -1 preliminary bracing by mechanical engagement hand excavation 3. -1 7, i.e., first pneumatically placed concrete simultaneously closes excavation
Free face erects steelframe, is laid with steel mesh, multiple pneumatically placed concrete to design thickness, then set φ 76 and lock foot anchor tube；It is applied with 3. -1
Work process, removes the interim inverted arch 6 of two steps according to monitoring measurement situation, it is interim then to apply three steps by excavation supporting 3. -2 8
Inverted arch 9 erects I22 profile steel frame, and gunite concrete closes the interim inverted arch of three steps；
S5:, then applying 4. -1 preliminary bracing by mechanical engagement hand excavation 4. -1 10, i.e., first pneumatically placed concrete simultaneously closes excavation
Free face erects steelframe, is laid with steel mesh, multiple pneumatically placed concrete to design thickness, then set φ 76 and lock foot anchor tube；It is applied with 4. -1
Work process, removes the interim inverted arch 9 of three steps according to monitoring measurement situation, applies get out of a predicament or an embarrassing situation when necessary by excavation supporting 4. -2 11
False stull 12 erects I22 profile steel frame；
S6: then mechanical excavation 5. portion 13 apply 5. portion's inverted arch preliminary bracing, i.e., just pneumatically placed concrete, set up steelframe, spray coagulation again
Soil is to design thickness；
S7: perfusion 14 inverted arch of the portion VI and short abutment wall basis；After inverted arch concrete initial set, perfusion inverted arch fills the portion VII 15 to setting
Meter height；
S8: according to monitoring measurement and preliminary bracing profiled situation analysis, applying arch wall two and serve as a contrast guarded drainage, primary using formwork jumbo
Property perfusion the portion VIII 16(arch wall) lining cutting.
It is described in detail below with a specific example to the present embodiment:
For a certain tunnel excavation construction of jade mill railway, tunnel is V grades of microdilatancy silty clay country rocks, according to construction party below
Method is constructed:
The big outer limb ductule combination of Φ 42 is added to carry out advance support using the advanced middle pipe canopy of Φ 76 on face, and slip casting adds
Gu mechanical engagement manually carries out excavation operation under advance support protection, just spray closing face is carried out after the completion of excavating, really
Area face stability is protected, steelframe (set φ 76 and lock foot anchor tube) is then erected, is laid with steel mesh, again pneumatically placed concrete to design thickness,
Then the interim inverted arch of top bar is applied, erects I22 profile steel frame, and gunite concrete closes interim inverted arch, is excavated according to above
Supporting step controls the regulation for the 3~5m that is staggered to Zhi Jinhang excavation supporting at the beginning of two steps, three steps, four steps and inverted arch by specification
Work, performs false stull in four steps when necessary, it is ensured that site operation safety；In the early stage in time to facing upward after the completion of support work
Arch and short abutment wall are irrigated, and inverted arch is perfused and fills to design height, finally according to monitoring measurement and preliminary bracing profiled feelings
Condition analysis carries out guarded drainage, perfusion operation to arch wall lining cutting.After the completion of one cycle operation, enters lower circulation by same steps and apply
Work.
Currently, a very long time has been carried out using this method construction, show through scene inspection using the present embodiment
Method construction can effectively ensure that face excavates and stablize, while can effectively control the continuous deformation convergence of preliminary bracing, whole
A construction safety is controllable.
Above-described embodiment is only one of the preferred embodiment of the present invention, should not be taken to limit protection model of the invention
It encloses, as long as that in body design thought of the invention and mentally makes has no the change of essential meaning or polishing, is solved
The technical issues of it is still consistent with the present invention, should all be included within protection scope of the present invention.
Claims (6)
1. four step of microdilatancy silty clay formation tunnel adds interim inverted arch construction method, which is characterized in that include the following steps,
S1: the protecting system (1) of paying in advance that outer limb ductule is composed is increased using advanced middle pipe canopy, arch is propped up in advance
Shield；Its injecting paste material uses cement slurry, when rock crusher, underground water development, to adjust solidifying needs, can partially use cement-water
Glass dual slurry；
S2: under advance support protection, mechanical engagement hand excavation 1. portion (2), in the preliminary bracing for applying 1. portion periphery again, i.e.,
First pneumatically placed concrete simultaneously closes face, erects steelframe, is laid with steel mesh, multiple pneumatically placed concrete to design thickness, if lock foot anchor tube；So
After apply the interim inverted arch of top bar (3), that is, set steelframe, and gunite concrete closes the interim inverted arch of top bar；
S3:, then applying 2. -1 preliminary bracing by mechanical engagement hand excavation 2. -1 (4), i.e., just pneumatically placed concrete and close open
Free face is dug, steelframe is erected, is laid with steel mesh, multiple pneumatically placed concrete to design thickness, then set lock foot anchor tube；With 2. -1 construction
Process, removes the interim inverted arch of top bar (3) according to monitoring measurement situation, then applies two steps and face by excavation supporting 2. -2 (5)
When inverted arch (6), that is, erect steelframe, and gunite concrete closes the interim inverted arch of two steps；
S4:, then applying 3. -1 preliminary bracing by mechanical engagement hand excavation 3. -1 (7), i.e., just pneumatically placed concrete and close open
Free face is dug, steelframe is erected, is laid with steel mesh, multiple pneumatically placed concrete to design thickness, then set lock foot anchor tube；With 3. -1 construction
Process, removes the interim inverted arch of two steps (6) according to monitoring measurement situation, then applies three steps and face by excavation supporting 3. -2 (8)
When inverted arch (9), that is, erect steelframe, and gunite concrete closes the interim inverted arch of three steps；
S5:, then applying 4. -1 preliminary bracing by mechanical engagement hand excavation 4. -1 (10), i.e., just pneumatically placed concrete and close open
Free face is dug, steelframe is erected, is laid with steel mesh, multiple pneumatically placed concrete to design thickness, then set lock foot anchor tube；With 4. -1 construction
Process, removes the interim inverted arch of three steps (9) according to monitoring measurement situation, applies leave from office when necessary by excavation supporting 4. -2 (11)
Rank false stull (12), that is, erect steelframe；
S6: mechanical excavation 5. portion (13) then apply 5. portion's inverted arch preliminary bracing, i.e., just pneumatically placed concrete, to set up steelframe, multiple spray mixed
It is solidifying native to design thickness；
S7: the perfusion portion VI (14) inverted arch and short abutment wall basis；After inverted arch concrete initial set, the perfusion inverted arch filling portion VII (15)
To design height；
S8: according to monitoring measurement and preliminary bracing profiled situation analysis, applying arch wall two and serve as a contrast guarded drainage, primary using formwork jumbo
Property perfusion the portion VIII (16) lining cutting.
2. four step of microdilatancy silty clay formation tunnel according to claim 1 adds interim inverted arch construction method, special
Sign is, it is described it is advanced in pipe canopy having a size of Φ 76, outer 5 ° ~ 7 ° of the limb of middle pipe canopy, can appropriate adjustment according to the actual situation, slip casting
0.5~0.8MPa of pressure.
3. four step of microdilatancy silty clay formation tunnel according to claim 2 adds interim inverted arch construction method, special
Sign is that the big outer limb ductule is having a size of Φ 42, outer 20 ° ~ 30 ° of the limb of ductule, 0.2 ~ 0.3MPa of grouting pressure.
4. four step of microdilatancy silty clay formation tunnel according to claim 3 adds interim inverted arch construction method, special
Sign is, the middle pipe canopy spacing 0.4m, long 6m/ root, longitudinal pitch 3m；The ductule spacing 0.4m.
5. four step of microdilatancy silty clay formation tunnel according to claim 4 adds interim inverted arch construction method, special
Sign is that the lock foot anchor tube is having a size of φ 76 or φ 60.
6. four step of microdilatancy silty clay formation tunnel according to claim 5 adds interim inverted arch construction method, special
Sign is, the interim inverted arch of top bar (3), the interim inverted arch of two steps (6), the interim inverted arch of three steps (9) and gets out of a predicament or an embarrassing situation interim
The steelframe that stull (12) uses is I22 profile steel frame.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110424460A (en) * | 2019-08-22 | 2019-11-08 | 中铁隧道集团三处有限公司 | A kind of tunnel open excavation construction technology |
| CN110985008A (en) * | 2020-02-27 | 2020-04-10 | 中铁五局集团第一工程有限责任公司 | Tunnel construction method for ice water accumulation body |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101614125A (en) * | 2009-07-23 | 2009-12-30 | 中铁九局集团有限公司 | V level surrounding rock tunnel job practices |
| CN102134998A (en) * | 2011-04-27 | 2011-07-27 | 中铁二局股份有限公司 | Construction method for wind-blown sand tunnel |
| CN104775830A (en) * | 2014-12-12 | 2015-07-15 | 中铁十九局集团有限公司 | Expansive soil tunnel arch wall primary support construction method |
| CN107939415A (en) * | 2017-10-20 | 2018-04-20 | 长安大学 | Stay the micro- two step constructions method of Core Soil in the soft plastic clay tunnel of Shallow-buried Large-span |
| CN108561151A (en) * | 2017-12-05 | 2018-09-21 | 北京交通大学 | The micro- step construction method of the big arch springing of loess tunnel |
| CN108756894A (en) * | 2018-04-23 | 2018-11-06 | 中铁二十五局集团第工程有限公司 | Tunnel micro- three step top Core Soil construction |
-
2019
- 2019-01-15 CN CN201910034964.0A patent/CN109723446A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101614125A (en) * | 2009-07-23 | 2009-12-30 | 中铁九局集团有限公司 | V level surrounding rock tunnel job practices |
| CN102134998A (en) * | 2011-04-27 | 2011-07-27 | 中铁二局股份有限公司 | Construction method for wind-blown sand tunnel |
| CN104775830A (en) * | 2014-12-12 | 2015-07-15 | 中铁十九局集团有限公司 | Expansive soil tunnel arch wall primary support construction method |
| CN107939415A (en) * | 2017-10-20 | 2018-04-20 | 长安大学 | Stay the micro- two step constructions method of Core Soil in the soft plastic clay tunnel of Shallow-buried Large-span |
| CN108561151A (en) * | 2017-12-05 | 2018-09-21 | 北京交通大学 | The micro- step construction method of the big arch springing of loess tunnel |
| CN108756894A (en) * | 2018-04-23 | 2018-11-06 | 中铁二十五局集团第工程有限公司 | Tunnel micro- three step top Core Soil construction |
Non-Patent Citations (2)
| Title |
|---|
| 熊松: "四台阶开挖法在紫之隧道中的应用及优化", 《桥隧工程》 * |
| 韩现民: "西格二线关角隧道浅埋砂层段施工技术及力学效应研究", 《岩土力学》 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN110424460A (en) * | 2019-08-22 | 2019-11-08 | 中铁隧道集团三处有限公司 | A kind of tunnel open excavation construction technology |
| CN110985008A (en) * | 2020-02-27 | 2020-04-10 | 中铁五局集团第一工程有限责任公司 | Tunnel construction method for ice water accumulation body |
| CN110985008B (en) * | 2020-02-27 | 2020-06-09 | 中铁五局集团第一工程有限责任公司 | Tunnel construction method for ice water accumulation body |
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Application publication date: 20190507 |