CN104653190A - Full-face gravel bed earth pressure balanced shield tunnel engineering method - Google Patents
Full-face gravel bed earth pressure balanced shield tunnel engineering method Download PDFInfo
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- CN104653190A CN104653190A CN201310597353.XA CN201310597353A CN104653190A CN 104653190 A CN104653190 A CN 104653190A CN 201310597353 A CN201310597353 A CN 201310597353A CN 104653190 A CN104653190 A CN 104653190A
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- shield
- construction
- pressure
- earth
- tunneling
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Classifications
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- E—FIXED CONSTRUCTIONS
- E21—EARTH DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
Abstract
The invention discloses a full-face gravel bed earth pressure balanced shield tunnel engineering method; the method comprises the following steps: (1) preparing a construction site; (2) installing a shield base; (3) debugging a shield hoist; (4) synchronous grouting and injecting additives at the same time of the shield tunneling after initially tunneled for 100 m; (5) chiseling the seal after assembling and measuring, then sending in the shield tunneling machine; (6) disassembling the shield tunneling machine after finished tunneling, and evacuating from the construction site; (7) completing the construction after settling and recovering the site. The method forms automatic control management to the tunneling earth amount and the discharged earth amount; the machinery automation degree is high; the construction speed is quick; the construction is good in safety; the tunneling work can be done under a large depth and a high water pressure; the seal chamber is provided with the effective stirring rod and the additive injection system, so as to increase the workability of the gravels and reduce the abrasion to the earth chamber, and greatly increase the earth discharge efficiency of shield construction.
Description
Technical field
The present invention is specially a kind of earth pressure balanced shield, EPBS heading driver method in tunneling boring sandy gravel stratum.
Background technology
Late nineteenth century, Continental Europe just started to be widely used shield method tunnel construction technology to 20 beginnings of the century.Along with the promotion and application of shield technique, in shield-tunneling construction driving technology, also day by day deep to the research of shield construction driving technology in different geological stratification.Have at present and successfully pass through soft soil layer, ground consisting of hard rock and compound stratum construction experience, along with the enforcement in succession of various places metro project, shield-tunneling construction will face more complicated geologic structure.For this reason, we are special releases a kind of earth pressure balanced shield, EPBS heading driver method in tunneling boring sandy gravel stratum, can be the work under shield structure adapts to various geology better.
Summary of the invention
Technical problem solved by the invention is to provide a kind of earth pressure balanced shield, EPBS heading driver method in tunneling boring sandy gravel stratum, to solve the problem proposed in above-mentioned background technology.
In order to achieve the above object, the present invention realizes by the following technical solutions: a kind of earth pressure balanced shield, EPBS heading driver method in tunneling boring sandy gravel stratum, comprises the following steps:
(1) construction plant prepares;
(2) shield structure pedestal is installed;
(3) shield structure lifting debugging: comprise hole circle antipriming and install and reaction frame installation;
(4) seal up a door and cut rear shield machine and appear, synchronous grouting while shield driving after initial driving tunnel 100m
With injection additive, wherein grouting pressure is selected can fill structure void for principle, intensity according to the soil pressure of corresponding site, water pressure, mud pressure and lining cutting selects suitable pressure, general outlet pressure is 0.1-0.3MPa, mud jacking amount considers its infiltration, pressurize and one-sidedly to clamp-on, dewater, grasp the factor of digging, and is taken as the 150%-180% of structure void more;
(5) assembled, measure laggard hole preparation, sealing up a door cuts rear shield machine and enters hole;
(6) after entering hole, shield machine transition or tune make shield structure tunnel in interval, split by shield machine, withdraw place after completing;
(7) service channel and construction of pumping station, the construction of tunnel shaft street corner and tunnel hand hole blocking and filleting construction, can be completed after being recovered by site preparation.
Further, shield structure described in step (4) from 100m after starting well as the propulsion trial stage, need the requirement in conjunction with earth's surface deflection situation and workmanship, Suporting structure, soil pressure, gross thrust, cutter head torque, fltting speed, amount of being unearthed, grouting amount construction parameter are repeatedly measured, analyze, adjusted, optimizes further.
Further, described in step (4), the general material of slip casting is: cement mortar, dual slurry, concrete and coal ash+potter's clay powder, and plasticity injecting paste material adopts slag, lime even clay replacement cement, makes slurries have plasticity.
beneficial effect:
The inventive method can form automatic control and management to driving soil amount and soil discharge quantity, mechanical automation degree is high, construction speed is fast, working security is good, can under the large degree of depth, high hydraulic pressure headwork, effect ground stirring rod and additive injected system is equipped with in sealed compartment, make gravel increase workability and reduce the wearing and tearing grey to soil, substantially increase the unearthed efficiency in shield-tunneling construction simultaneously.
Detailed description of the invention
Reaching object to make technological means of the present invention, creation characteristic, workflow, using method and effect is easy to understand, illustrating the specific embodiment of the invention below in conjunction with accompanying drawing, setting forth the present invention further.
Case study on implementation one:
A kind of earth pressure balanced shield, EPBS heading driver method in tunneling boring sandy gravel stratum, comprises following concrete steps:
(1) construction plant prepares;
(2) shield structure pedestal is installed;
(3) shield structure lifting debugging: comprise hole circle antipriming and install and reaction frame installation;
(4) seal up a door and cut rear shield machine and appear, synchronous grouting while shield driving after initial driving tunnel 100m
With injection additive, wherein grouting pressure is selected can fill structure void for principle, intensity according to the soil pressure of corresponding site, water pressure, mud pressure and lining cutting selects suitable pressure, outlet pressure is 0.1MPa, mud jacking amount considers its infiltration, pressurize and one-sidedly to clamp-on, dewater, grasp the factor of digging, and is taken as 150% of structure void;
(5) assembled, measure laggard hole preparation, sealing up a door cuts rear shield machine and enters hole;
(6) after entering hole, shield machine transition or tune make shield structure tunnel in interval, split by shield machine, withdraw place after completing;
(7) service channel and construction of pumping station, the construction of tunnel shaft street corner and tunnel hand hole blocking and filleting construction, can be completed after being recovered by site preparation.
Further, shield structure described in step (4) from 100m after starting well as the propulsion trial stage, need the requirement in conjunction with earth's surface deflection situation and workmanship, Suporting structure, soil pressure, gross thrust, cutter head torque, fltting speed, amount of being unearthed, grouting amount construction parameter are repeatedly measured, analyze, adjusted, optimizes further.
Further, described in step (4), the general material of slip casting is: cement mortar, dual slurry, concrete and coal ash+potter's clay powder, and plasticity injecting paste material adopts slag, lime even clay replacement cement, makes slurries have plasticity.
Case study on implementation two:
A kind of earth pressure balanced shield, EPBS heading driver method in tunneling boring sandy gravel stratum, comprises following concrete steps:
(1) construction plant prepares;
(2) shield structure pedestal is installed;
(3) shield structure lifting debugging: comprise hole circle antipriming and install and reaction frame installation;
(4) seal up a door and cut rear shield machine and appear, synchronous grouting while shield driving after initial driving tunnel 100m
With injection additive, wherein grouting pressure is selected can fill structure void for principle, intensity according to the soil pressure of corresponding site, water pressure, mud pressure and lining cutting selects suitable pressure, outlet pressure is 0.2MPa, mud jacking amount considers its infiltration, pressurize and one-sidedly to clamp-on, dewater, grasp the factor of digging, and is taken as 165% of structure void;
(5) assembled, measure laggard hole preparation, sealing up a door cuts rear shield machine and enters hole;
(6) after entering hole, shield machine transition or tune make shield structure tunnel in interval, split by shield machine, withdraw place after completing;
(7) service channel and construction of pumping station, the construction of tunnel shaft street corner and tunnel hand hole blocking and filleting construction, can be completed after being recovered by site preparation.
Further, shield structure described in step (4) from 100m after starting well as the propulsion trial stage, need the requirement in conjunction with earth's surface deflection situation and workmanship, Suporting structure, soil pressure, gross thrust, cutter head torque, fltting speed, amount of being unearthed, grouting amount construction parameter are repeatedly measured, analyze, adjusted, optimizes further.
Further, described in step (4), the general material of slip casting is: cement mortar, dual slurry, concrete and coal ash+potter's clay powder, and plasticity injecting paste material adopts slag, lime even clay replacement cement, makes slurries have plasticity.
Case study on implementation three:
A kind of earth pressure balanced shield, EPBS heading driver method in tunneling boring sandy gravel stratum, comprises following concrete steps:
(1) construction plant prepares;
(2) shield structure pedestal is installed;
(3) shield structure lifting debugging: comprise hole circle antipriming and install and reaction frame installation;
(4) seal up a door and cut rear shield machine and appear, synchronous grouting while shield driving after initial driving tunnel 100m
With injection additive, wherein grouting pressure is selected can fill structure void for principle, intensity according to the soil pressure of corresponding site, water pressure, mud pressure and lining cutting selects suitable pressure, outlet pressure is 0.3MPa, mud jacking amount considers its infiltration, pressurize and one-sidedly to clamp-on, dewater, grasp the factor of digging, and is taken as 180% of structure void;
(5) assembled, measure laggard hole preparation, sealing up a door cuts rear shield machine and enters hole;
(6) after entering hole, shield machine transition or tune make shield structure tunnel in interval, split by shield machine, withdraw place after completing;
(7) service channel and construction of pumping station, the construction of tunnel shaft street corner and tunnel hand hole blocking and filleting construction, can be completed after being recovered by site preparation.
Further, shield structure described in step (4) from 100m after starting well as the propulsion trial stage, need the requirement in conjunction with earth's surface deflection situation and workmanship, Suporting structure, soil pressure, gross thrust, cutter head torque, fltting speed, amount of being unearthed, grouting amount construction parameter are repeatedly measured, analyze, adjusted, optimizes further.
Further, described in step (4), the general material of slip casting is: cement mortar, dual slurry, concrete and coal ash+potter's clay powder, and plasticity injecting paste material adopts slag, lime even clay replacement cement, makes slurries have plasticity.
More than show and describe general principle of the present invention and principal character and advantage of the present invention; the technician of the industry should understand; the present invention is not restricted to the described embodiments; what describe in above-described embodiment and manual just illustrates principle of the present invention; without departing from the spirit and scope of the present invention; the present invention also has various changes and modifications; these changes and improvements all fall in the claimed scope of the invention, and application claims protection domain is defined by appending claims and equivalent thereof.
Claims (2)
1. an earth pressure balanced shield, EPBS heading driver method in tunneling boring sandy gravel stratum, is characterized in that, comprise the following steps:
(1) construction plant prepares;
(2) shield structure pedestal is installed;
(3) shield structure lifting debugging: comprise hole circle antipriming and install and reaction frame installation;
(4) seal up a door and cut rear shield machine and appear, synchronous while shield driving after initial driving tunnel 100m
Slip casting and injection additive, wherein grouting pressure is selected can fill structure void for principle, intensity according to the soil pressure of corresponding site, water pressure, mud pressure and lining cutting selects suitable pressure, outlet pressure is 0.1-0.3MPa, mud jacking amount considers its infiltration, pressurize and one-sidedly to clamp-on, dewater, grasp the factor of digging, and is taken as the 150%-180% of structure void more;
(5) assembled, measure laggard hole preparation, sealing up a door cuts rear shield machine and enters hole;
(6) after entering hole, shield machine transition or tune make shield structure tunnel in interval, split by shield machine, withdraw place after completing;
(7) service channel and construction of pumping station, the construction of tunnel shaft street corner and tunnel hand hole blocking and filleting construction, can be completed after being recovered by site preparation.
2. a kind of earth pressure balanced shield, EPBS heading driver method in tunneling boring sandy gravel stratum according to claim 1, it is characterized in that, shield driving 100m described in step (4), as the propulsion trial stage, repeatedly measures soil pressure, gross thrust, cutter head torque, fltting speed, amount of being unearthed, grouting amount construction parameter, analyze, adjusts.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310597353.XA CN104653190A (en) | 2013-11-25 | 2013-11-25 | Full-face gravel bed earth pressure balanced shield tunnel engineering method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201310597353.XA CN104653190A (en) | 2013-11-25 | 2013-11-25 | Full-face gravel bed earth pressure balanced shield tunnel engineering method |
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| Publication Number | Publication Date |
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| CN104653190A true CN104653190A (en) | 2015-05-27 |
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| CN201310597353.XA Pending CN104653190A (en) | 2013-11-25 | 2013-11-25 | Full-face gravel bed earth pressure balanced shield tunnel engineering method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105257308A (en) * | 2015-10-30 | 2016-01-20 | 上海交通大学 | Shield tunneling machine tool changing construction method adopting soil chamber mortar and bentonite mixed mud-film in sand bed |
| CN105822312A (en) * | 2016-04-15 | 2016-08-03 | 西安建筑科技大学 | Construction method for earth pressure balance shield construction pressure launching in subway tunnel engineering |
Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04161598A (en) * | 1990-10-22 | 1992-06-04 | Shimizu Corp | Lining method for shield tunnel |
| JPH07269289A (en) * | 1994-03-29 | 1995-10-17 | Koichi Uemura | Construction method of underground structure and launching hole to be used for the method |
| CN101967978A (en) * | 2010-02-04 | 2011-02-09 | 上海隧道工程股份有限公司 | Construction method for improving shield soil in composite sand gravel stratum |
| CN102606163A (en) * | 2012-03-20 | 2012-07-25 | 天津城建隧道股份有限公司 | Shield tunnel construction ground settlement control method |
| CN102767377A (en) * | 2012-08-13 | 2012-11-07 | 中铁一局集团有限公司 | Loess strata subway tunnel earth pressure balance shield construction method |
| CN102913250A (en) * | 2012-11-12 | 2013-02-06 | 中铁二局股份有限公司 | Shield tunnel-entering construction method at stratum rich in water powder and soil powder sand |
| CN103277108A (en) * | 2013-04-19 | 2013-09-04 | 中铁隧道集团有限公司 | Slurry shield tunneling machine underwater arrival construction method |
-
2013
- 2013-11-25 CN CN201310597353.XA patent/CN104653190A/en active Pending
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH04161598A (en) * | 1990-10-22 | 1992-06-04 | Shimizu Corp | Lining method for shield tunnel |
| JPH07269289A (en) * | 1994-03-29 | 1995-10-17 | Koichi Uemura | Construction method of underground structure and launching hole to be used for the method |
| CN101967978A (en) * | 2010-02-04 | 2011-02-09 | 上海隧道工程股份有限公司 | Construction method for improving shield soil in composite sand gravel stratum |
| CN102606163A (en) * | 2012-03-20 | 2012-07-25 | 天津城建隧道股份有限公司 | Shield tunnel construction ground settlement control method |
| CN102767377A (en) * | 2012-08-13 | 2012-11-07 | 中铁一局集团有限公司 | Loess strata subway tunnel earth pressure balance shield construction method |
| CN102913250A (en) * | 2012-11-12 | 2013-02-06 | 中铁二局股份有限公司 | Shield tunnel-entering construction method at stratum rich in water powder and soil powder sand |
| CN103277108A (en) * | 2013-04-19 | 2013-09-04 | 中铁隧道集团有限公司 | Slurry shield tunneling machine underwater arrival construction method |
Non-Patent Citations (2)
| Title |
|---|
| 王世友等: "天津地铁一号线盾构施工技术", 《天津建设科技》 * |
| 范新健: "盾构近距离掘进对建筑物的损伤及其保护措施", 《中国科技信息》 * |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105257308A (en) * | 2015-10-30 | 2016-01-20 | 上海交通大学 | Shield tunneling machine tool changing construction method adopting soil chamber mortar and bentonite mixed mud-film in sand bed |
| CN105822312A (en) * | 2016-04-15 | 2016-08-03 | 西安建筑科技大学 | Construction method for earth pressure balance shield construction pressure launching in subway tunnel engineering |
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Application publication date: 20150527 |