CN106437723A - Grouting method for controlling stratum settlement when shield tunneling machine passes through risk source - Google Patents
Grouting method for controlling stratum settlement when shield tunneling machine passes through risk source Download PDFInfo
- Publication number
- CN106437723A CN106437723A CN201610635655.5A CN201610635655A CN106437723A CN 106437723 A CN106437723 A CN 106437723A CN 201610635655 A CN201610635655 A CN 201610635655A CN 106437723 A CN106437723 A CN 106437723A
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- Prior art keywords
- grouting
- shield
- tunneling machine
- grout
- shield tunneling
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Links
- 238000000034 method Methods 0.000 title claims abstract description 19
- 230000005641 tunneling Effects 0.000 title abstract 8
- 239000002689 soil Substances 0.000 claims abstract description 18
- 238000010276 construction Methods 0.000 claims abstract description 14
- 239000000463 material Substances 0.000 claims abstract description 10
- 239000011440 grout Substances 0.000 claims abstract description 9
- 238000007569 slipcasting Methods 0.000 claims description 16
- 210000004911 serous fluid Anatomy 0.000 claims description 15
- 238000004062 sedimentation Methods 0.000 claims description 7
- 238000010008 shearing Methods 0.000 claims description 7
- 230000001360 synchronised effect Effects 0.000 claims description 7
- 238000002347 injection Methods 0.000 claims description 2
- 239000007924 injection Substances 0.000 claims description 2
- 239000002002 slurry Substances 0.000 claims 2
- 238000009833 condensation Methods 0.000 description 3
- 230000005494 condensation Effects 0.000 description 3
- 238000005516 engineering process Methods 0.000 description 3
- 238000009412 basement excavation Methods 0.000 description 2
- 230000008859 change Effects 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 2
- 230000008901 benefit Effects 0.000 description 1
- 238000012937 correction Methods 0.000 description 1
- 238000011161 development Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000009533 lab test Methods 0.000 description 1
- 238000012986 modification Methods 0.000 description 1
- 230000004048 modification Effects 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000008569 process Effects 0.000 description 1
- 230000003014 reinforcing effect Effects 0.000 description 1
- 239000000243 solution Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/001—Improving soil or rock, e.g. by freezing; Injections
-
- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Life Sciences & Earth Sciences (AREA)
- Environmental & Geological Engineering (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Soil Sciences (AREA)
- Lining And Supports For Tunnels (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a grouting method for controlling stratum settlement when a shield tunneling machine passes through a risk source. The grouting method comprises the following steps that (1) construction parameters are determined, and the shear force which can be provided by the shield tunneling machine for the surrounding soil body and the vertical stress of the grouting position are determined before grouting so that the grout proportion can be adjusted accordingly under the condition that normal propelling of the shield tunneling machine is not affected, and the compressive strength of grout is changed accordingly; (2) the volume of a gap between a shield tunneling machine shell and the excavated soil body is calculated, so that the grouting quantity is determined; (3) the grouting pressure is determined, so that the grout is prevented from flowing out from a cutterhead of the shield tunneling machine; (4) grouting materials are mixed in a shield tunnel, grouting is conducted in time, and since the initial setting time of the grout is extremely short, materials required for preparing the grout need to be conveyed to the grouting position, and then the grout is prepared while grouting is conducted in the shield tunnel; and (5) the grout is injected into the gap between the shield tunneling machine shell and the soil body through a radial grouting pipe reserved on a middle-front shield of the shield tunneling machine.
Description
Technical field
The present invention relates to stratum during a kind of shield synchronization slip casting technical field, more particularly to control shield crossing risk source
The grouting method of sedimentation.
Background technology
Shield machine is a kind of special engineering machinery of tunnel piercing, has the excavation cutting soil body, conveying soil quarrel, assembled tunnel
The functions such as lining cutting, measurement guiding correction, be related to geology, building, machinery, mechanics, hydraulic pressure, electrically, control, the multi-door subject such as measurement
Technology.Shield driving is widely used in the Tunnel Engineering such as subway, railway, highway, municipal administration, water power.Recently as city underground
The continuous development built with urban water conservancy, shield machine occupies main status in the construction of subterranean tunnel, becomes underground developing tunnel
The plant equipment that road mainly uses, shield machine produces disturbance to surrounding soil in construction progradation, will deviate from section of jurisdiction
Between the soil body and section of jurisdiction, during shield tail, form the gap of 90～140mm, this will lead to serious ground settlement.Therefore, it is necessary to it is logical
Cross grouting behind shaft or drift lining filling space, control ground settlement, improve the stress of tunnel duct piece.
According to existing result of study, shield tail synchronous grouting can only control the ground settlement after shield tail abjection.However, shield
When the strict material risk engineering of penetrating ground requirement of settlement control or region, before cannot being recovered by back synchronous injection again
The stratum settlement that phase shield-tunneling construction causes.Current arrangement and method for construction is that excavation region is reinforced in advance mostly, and then shield is worn again
Construction more.Although this scheme is relatively safe, necessarily require the condition that can there is reinforcing, but due to current city
City ground and superficial part Underground Space Resource have been developed totally, and the material risk region of a lot of shields does not have the bar reinforced in advance
Part, and reinforce in advance and considerably increase construction costs.Therefore, the change based on Suporting structure and risk zones stratum self-condition
Shape control technology is most important.
It is desirable to the grouting method of stratum settlement can improve existing shield when having a kind of control shield crossing risk source
The stratum settlement problem that construction causes.
Content of the invention
It is an object of the invention to provide a kind of grouting method of stratum settlement when controlling shield crossing risk source is overcoming
The above-mentioned problems in the prior art.
For achieving the above object, the grouting method of stratum settlement when the present invention provides a kind of control shield crossing risk source,
It is characterized in that, comprise the following steps：
(1) determine construction parameter, first determine before slip casting shield machine to the size of the shearing force that the periphery soil body can be provided by with
And at slip casting vertical stress size thus accordingly being adjusted to grout coordinate ratio under conditions of not affecting that shield machine is normal and advancing
Rectification becomes its comprcssive strength；
(2) calculate shield casing and excavate the volume in space between the soil body so that it is determined that grouting amount；
(3) determine that grouting pressure prevents serosity from flowing out at the cutterhead of shield machine；
(4) carry out the mixing of injecting paste material in shield tunnel and carry out slip casting in time, because the serosity presetting period is very short,
It is thus desirable to being transported at slip casting the material needed for configuration grouting serous fluid, in shield tunnel, then carrying out existing note now join；
(5) by the radial grouting pipe that the middle anterior shield of shield machine is reserved, the space between shield machine shell and the soil body is carried out
Slip casting.
Preferably, before reaching risk zones, therefrom anterior shield injects to fill out described grouting serous fluid the shield machine in step (5)
Mend and excavate the shield body space producing, after grouting serous fluid initial set, side propulsion shield machine marginal not is starched with stratum when controlling shield to pass through
Sedimentation, meanwhile need to carry out in time wall thickness synchronous grouting to control the sedimentation on stratum after shield tail abjection.
Preferably, the setting time of described grouting serous fluid is 120s.
Preferably, the described grouting serous fluid condensation shearing strength of 1 hour is between 10-20Kpa.
Preferably, the comprcssive strength that described grouting serous fluid condenses 3 hours is 0.1Mpa.
Preferably, the described grouting serous fluid condensation modulus of compressibility of 3 hours is in 2Mpa.
The invention provides a kind of control shield crossing risk source when stratum settlement grouting method, in shield-tunneling construction process
In in time to shield shell and excavate the space between stratum and carry out slip casting, efficiently control the bottom sedimentation before shield tail abjection,
Final settlement after shield-tunneling construction is controlled within zone of reasonableness.
Brief description
Fig. 1 is the slip casting step schematic diagram of stratum settlement when controlling shield crossing risk source.
Specific embodiment
For making purpose, technical scheme and advantage that the present invention is implemented clearer, below in conjunction with the embodiment of the present invention
Accompanying drawing, the technical scheme in the embodiment of the present invention is further described in more detail.In the accompanying drawings, identical from start to finish or class
As the label element that represents same or similar element or there is same or like function.Described embodiment is the present invention
A part of embodiment, rather than whole embodiments.Embodiment below with reference to Description of Drawings is exemplary it is intended to use
In the explanation present invention, and it is not considered as limiting the invention.Based on the embodiment in the present invention, ordinary skill people
The every other embodiment that member is obtained under the premise of not making creative work, broadly falls into the scope of protection of the invention.Under
Face combines accompanying drawing and embodiments of the invention is described in detail.
In describing the invention it is to be understood that term " " center ", " longitudinal ", " horizontal ", "front", "rear",
"left", "right", " vertical ", " level ", " top ", " bottom " are interior ", the orientation of instruction such as " outward " or position relationship be based on shown in accompanying drawing
Orientation or position relationship, be for only for ease of description the present invention and simplify description, rather than instruction or hint indication device
Or element must have specific orientation, with specific azimuth configuration and operation, therefore it is not intended that protecting model to the present invention
The restriction enclosed.
In the present invention one broad embodiment：The present invention provides a kind of note of stratum settlement when controlling shield crossing risk source
Paste-making method comprises the following steps：
(1) determine construction parameter, first determine before slip casting shield machine to the size of the shearing force that the periphery soil body can be provided by with
And the size of vertical stress is accordingly adjusted thus joining this to serosity under conditions of not affecting the normal propulsion of shield machine at slip casting
Rectification becomes its comprcssive strength；
(2) calculate shield casing and excavate the volume in space between the soil body so that it is determined that grouting amount；
(3) determine that grouting pressure prevents serosity from flowing out at the cutterhead of shield machine；
(4) carry out the mixing of injecting paste material in shield tunnel and carry out slip casting in time, because the serosity presetting period is very short,
It is thus desirable to being transported at slip casting the material needed for configuration grouting serous fluid, in shield tunnel, then carrying out existing note now join；
(5) by the radial grouting pipe that the middle anterior shield of shield machine is reserved, the space between shield machine shell and the soil body is carried out
Slip casting.
As shown in figure 1, traditional synchronous grouting mode is shield tail synchronous grouting, shield tail synchronous grouting can only control fourth order
The ground settlement of section.
As shown in figure 1, wearing under running into, the complex engineering such as wired that continues is disclosed by the invention to control ground during shield crossing risk source
The grouting method of layer sedimentation is to inject serosity from shield machine middle front part, for filling the whole skies between shield machine shell and the soil body
Gap, can control the soil body in the third and fourth stage to settle, thus to meeting requirement of engineering.
Studied by substantial amounts of laboratory test, for ensureing being smoothed out of shield-tunneling construction, stratum settlement is controlled simultaneously
Within claimed range, finally satisfactory serosity property is as follows：
(1) the serosity presetting period, serosity setting time is all in 120s.
(2) shearing strength after serosity condenses, the shearing strength after serosity condensation 1h is between 10～20Kpa.
(3) comprcssive strength after serosity condenses, serosity condense 3d after comprcssive strength in 0.1Mpa.
(4) modulus of compressibility after serosity condenses, serosity condense 3d after modulus of compressibility in 2Mpa.
Last it is to be noted that：Above example only in order to technical scheme to be described, is not intended to limit.To the greatest extent
Pipe has been described in detail to the present invention with reference to the foregoing embodiments, it will be understood by those within the art that：It is still
Technical scheme described in foregoing embodiments can be modified, or wherein some technical characteristics are carried out with equivalent replacing
Change；And these modifications or replacement, do not make the essence of appropriate technical solution depart from the essence of various embodiments of the present invention technical scheme
God and scope.
Claims (6)
1. a kind of control shield crossing risk source when stratum settlement grouting method it is characterised in that comprising the following steps：
(1) determine construction parameter, before slip casting, first determine shield machine to the size of the shearing force that the periphery soil body can be provided by and note
At slurry, the size of vertical stress changes thus adjusting accordingly to grout coordinate ratio under conditions of not affecting the normal propulsion of shield machine
Become its comprcssive strength；
(2) calculate shield casing and excavate the volume in space between the soil body so that it is determined that grouting amount；
(3) determine that grouting pressure prevents serosity from flowing out at the cutterhead of shield machine；
(4) carry out the mixing of injecting paste material in shield tunnel and carry out slip casting in time, because the serosity presetting period is very short, therefore
Need to be transported at slip casting by the material needed for configuration grouting serous fluid, in shield tunnel, then carry out existing note now join；
(5) by the radial grouting pipe that the middle anterior shield of shield machine is reserved, the space between shield machine shell and the soil body is noted
Slurry.
2. as claimed in claim 1 control shield crossing risk source when stratum settlement grouting method it is characterised in that：Step
(5) before reaching risk zones, therefrom anterior shield injection excavates, to fill up, the shield body sky producing to described grouting serous fluid to the shield machine in
Gap, after grouting serous fluid initial set, side propulsion shield machine marginal not is starched with the sedimentation on stratum when controlling shield to pass through, and meanwhile needs
Carry out wall thickness synchronous grouting in time to control the sedimentation on stratum after shield tail abjection.
3. as claimed in claim 1 control shield crossing risk source when stratum settlement grouting method it is characterised in that：Described
The setting time of grouting serous fluid is 120s.
4. as claimed in claim 1 control shield crossing risk source when stratum settlement grouting method it is characterised in that：Described
Grouting serous fluid condenses the shearing strength of 1 hour between 10-20Kpa.
5. as claimed in claim 1 control shield crossing risk source when stratum settlement grouting method it is characterised in that：Described
The comprcssive strength that grouting serous fluid condenses 3 hours is 0.1Mpa.
6. as claimed in claim 1 control shield crossing risk source when stratum settlement grouting method it is characterised in that：Described
Grouting serous fluid condenses the modulus of compressibility of 3 hours in 2Mpa.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610635655.5A CN106437723A (en) | 2016-08-08 | 2016-08-08 | Grouting method for controlling stratum settlement when shield tunneling machine passes through risk source |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201610635655.5A CN106437723A (en) | 2016-08-08 | 2016-08-08 | Grouting method for controlling stratum settlement when shield tunneling machine passes through risk source |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN106437723A true CN106437723A (en) | 2017-02-22 |
Family
ID=58185167
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201610635655.5A Pending CN106437723A (en) | 2016-08-08 | 2016-08-08 | Grouting method for controlling stratum settlement when shield tunneling machine passes through risk source |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106437723A (en) |
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107165642A (en) * | 2017-06-06 | 2017-09-15 | 中铁十九局集团轨道交通工程有限公司 | Accurately control the shield construction method of ground settlement |
| CN108678758A (en) * | 2018-04-28 | 2018-10-19 | 青岛新华友建工集团股份有限公司 | Major diameter slurry shield passes through shanty town settlement Control construction over long distances under the conditions of non-reinforced |
| CN110210145A (en) * | 2019-06-05 | 2019-09-06 | 中北大学 | Extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method |
| CN111594190A (en) * | 2020-05-19 | 2020-08-28 | 北京市政建设集团有限责任公司 | Method for controlling shield tunneling parameters when shield passes through different risk sources |
| CN114135302A (en) * | 2021-12-09 | 2022-03-04 | 中交天和机械设备制造有限公司 | Grouting control method and device for shield tunneling machine |
| CN114152511A (en) * | 2022-02-07 | 2022-03-08 | 中国矿业大学(北京) | Method for measuring and calculating compression modulus and grouting rate of shield grouting slurry-soil complex |
Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3808714A1 (en) * | 1988-03-16 | 1989-10-05 | Westhaus Karl Heinz Prof Dr In | Method of constructing a tunnel, in particular a traffic tunnel, and shield driving machine for carrying out the method |
| CN1854462A (en) * | 2005-04-28 | 2006-11-01 | 上海市基础工程公司 | Shiedling construction without influence on top layer of earth |
| CN102312673A (en) * | 2010-07-09 | 2012-01-11 | 上海市基础工程有限公司 | Construction method for allowing shield to pass through operated subway tunnel in short distance under complex working conditions |
| CN103291312A (en) * | 2013-06-06 | 2013-09-11 | 中国水电顾问集团华东勘测设计研究院 | Shield tunneling machine capable of realizing three-dimensional grouting |
| CN103899323A (en) * | 2014-05-06 | 2014-07-02 | 中铁二十五局集团轨道交通工程有限公司 | Construction method of shield passing through railway yard |
| CN104863118A (en) * | 2015-04-17 | 2015-08-26 | 中国矿业大学(北京) | Stratum settlement control method based on shield excavation gap |
-
2016
- 2016-08-08 CN CN201610635655.5A patent/CN106437723A/en active Pending
Patent Citations (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE3808714A1 (en) * | 1988-03-16 | 1989-10-05 | Westhaus Karl Heinz Prof Dr In | Method of constructing a tunnel, in particular a traffic tunnel, and shield driving machine for carrying out the method |
| CN1854462A (en) * | 2005-04-28 | 2006-11-01 | 上海市基础工程公司 | Shiedling construction without influence on top layer of earth |
| CN102312673A (en) * | 2010-07-09 | 2012-01-11 | 上海市基础工程有限公司 | Construction method for allowing shield to pass through operated subway tunnel in short distance under complex working conditions |
| CN103291312A (en) * | 2013-06-06 | 2013-09-11 | 中国水电顾问集团华东勘测设计研究院 | Shield tunneling machine capable of realizing three-dimensional grouting |
| CN103899323A (en) * | 2014-05-06 | 2014-07-02 | 中铁二十五局集团轨道交通工程有限公司 | Construction method of shield passing through railway yard |
| CN104863118A (en) * | 2015-04-17 | 2015-08-26 | 中国矿业大学(北京) | Stratum settlement control method based on shield excavation gap |
Non-Patent Citations (1)
| Title |
|---|
| 钱新等: "盾构下穿建（构）筑物控制沉降注浆技术研究与应用", 《现代隧道技术》 * |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN107165642A (en) * | 2017-06-06 | 2017-09-15 | 中铁十九局集团轨道交通工程有限公司 | Accurately control the shield construction method of ground settlement |
| CN108678758A (en) * | 2018-04-28 | 2018-10-19 | 青岛新华友建工集团股份有限公司 | Major diameter slurry shield passes through shanty town settlement Control construction over long distances under the conditions of non-reinforced |
| CN110210145A (en) * | 2019-06-05 | 2019-09-06 | 中北大学 | Extruding-enlarging branch tray grouting behind shaft or drift lining bored concrete pile single pile settlement calculation method |
| CN111594190A (en) * | 2020-05-19 | 2020-08-28 | 北京市政建设集团有限责任公司 | Method for controlling shield tunneling parameters when shield passes through different risk sources |
| CN114135302A (en) * | 2021-12-09 | 2022-03-04 | 中交天和机械设备制造有限公司 | Grouting control method and device for shield tunneling machine |
| CN114135302B (en) * | 2021-12-09 | 2024-03-22 | 中交天和机械设备制造有限公司 | Grouting control method and device for shield tunneling machine |
| CN114152511A (en) * | 2022-02-07 | 2022-03-08 | 中国矿业大学(北京) | Method for measuring and calculating compression modulus and grouting rate of shield grouting slurry-soil complex |
| CN114152511B (en) * | 2022-02-07 | 2022-04-29 | 中国矿业大学(北京) | Method for measuring and calculating compression modulus and grouting rate of shield grouting slurry-soil complex |
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Inventor after: Jiang Hua Inventor after: Zhang Jinxun Inventor after: Jiang Yusheng Inventor after: Wu Fumei Inventor after: Ding Yanjie Inventor before: Jiang Hua Inventor before: Zhang Jinxun Inventor before: Jiang Yusheng Inventor before: Wu Fumei Inventor before: Ding Yanjie |
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Effective date of registration: 20170310 Address after: 100083 Beijing City, Haidian District Institute of Rutosids No. 11 Applicant after: China University of Mining & Technology, Beijing Applicant after: Beijing City Building Group Co., Ltd. Applicant after: BEIJING URBAN CONSTRUCTION DESIGN & DEVELOPMENT GROUP CO., LIMITED Applicant after: Beijing Urban Rail Transit Construction Engineering Co., Ltd. Address before: 100083 Beijing City, Haidian District Institute of Rutosids No. 11 Applicant before: China University of Mining & Technology, Beijing Applicant before: Beijing City Building Group Co., Ltd. Applicant before: BEIJING URBAN CONSTRUCTION DESIGN & DEVELOPMENT GROUP CO., LIMITED |
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Effective date of registration: 20180302 Address after: 100083 Beijing City, Haidian District Institute of Rutosids No. 11 Applicant after: China University of Mining & Technology, Beijing Applicant after: Beijing City Building Group Co., Ltd. Address before: 100083 Beijing City, Haidian District Institute of Rutosids No. 11 Applicant before: China University of Mining & Technology, Beijing Applicant before: Beijing City Building Group Co., Ltd. Applicant before: BEIJING URBAN CONSTRUCTION DESIGN & DEVELOPMENT GROUP CO., LIMITED Applicant before: Beijing Urban Rail Transit Construction Engineering Co., Ltd. |
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Application publication date: 20170222 |