CN102193515B - Shield tunnel service channel freezing effect control method - Google Patents
Shield tunnel service channel freezing effect control method Download PDFInfo
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- CN102193515B CN102193515B CN 201110029341 CN201110029341A CN102193515B CN 102193515 B CN102193515 B CN 102193515B CN 201110029341 CN201110029341 CN 201110029341 CN 201110029341 A CN201110029341 A CN 201110029341A CN 102193515 B CN102193515 B CN 102193515B
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Abstract
The invention belongs to the field of tunnel engineering, and particularly relates to a shield tunnel service channel freezing effect control method. The method comprises the following steps of: analyzing the influence of different assumed frozen-heave factors on a main tunnel and a frozen earth curtain; formulating a critical frozen-heave factor according to an influence degree; performing distortion monitoring on different point locations in the main tunnel and feeding back an actual frozen-heave factor; and performing frozen heave release after reaching the critical frozen-heave factor. By the method, the frozen-heave state of the frozen earth curtain which is difficult to monitor can be judged accurately by combining observable main tunnel distortion with the influence analysis of the main tunnel and the frozen earth curtain under different assumed frozen-heave factors; and the frozen-heave is released timely in a targeting way according to the contrast of the actual frozen-heave factor and the critical frozen-heave factor.
Description
Technical field
The invention belongs to the Tunnel Engineering field, be specifically related to a kind of shield tunnel service channel freezing effect control method.
Background technology
Freezing process is as a kind of construction method, is used for the building foundation pit construction early than 1962 by the Englishman, and German Bo Cishu adopted the freezing process dark mine shaft of 103m of successfully having constructed in 1883, and had obtained the freezing technology patent.China opens mining area, Luan first Application freeze-wellboring from nineteen fifty-five, begin the eighties, along with increasing of China's underground works, freezing process gradually by mine engineering to the city all kinds of engineerings apply, await a subway and adopt horizontal freezing to finish construction by many tunnels in Beijing, Shanghai, at present, engineering with artificial freezing method is reinforced has become shield tunnel Freezing Method for Cross-passage Construction common method.
The frost heave of Frozen Soil Cylinder is larger on the freezing efficiency impact, excessive frost heave can have a negative impact to service channel itself, main tunnel structure, make Frozen Soil Cylinder and main tunnel internal force, the distortion excessive, the strength assurance coefficient of Frozen Soil Cylinder is less than the minimum safety factor of " service channel freezing process technical regulation " regulation, excavation construction risk during increase, and excessive frost heave may cause freezing pipe crimp fracture, generation salt seepage, cause that Frozen Soil Cylinder local strength descends, and affects freezing efficiency.
Directly the Frozen Soil Cylinder frost heave is monitored difficult enforcement, therefore often can't control effectively to the Frozen Soil Cylinder frost heave during frozen construction.
Summary of the invention
The objective of the invention is provides a kind of shield tunnel service channel freezing effect control method in order to overcome aforementioned the deficiencies in the prior art part, can control effectively to the Frozen Soil Cylinder frost heave.
For reaching above purpose, solution of the present invention is:
A kind of shield tunnel service channel freezing effect control method, it comprises:
Analyze different supposition frozen-heave factors to the impact of main tunnel, Frozen Soil Cylinder;
Make critical frozen-heave factor according to influence degree;
Difference position in the main tunnel is carried out deformation monitoring and fed back actual frozen-heave factor;
Carry out frost heave release after reaching critical frozen-heave factor.
Further, the main tunnel calculated deformation amount of supposing gained under the frozen-heave factor is actual frozen-heave factor near main tunnel same position monitor value, adopt actual frozen-heave factor and critical frozen-heave factor to compare, if actual frozen-heave factor is less than critical value, then frost heave is less on the freezing efficiency impact, if actual frozen-heave factor is greater than critical value, then frost heave is larger on the freezing efficiency impact, need carry out frost heave and discharge.
Described frozen-heave factor refers to the average frozen-heave factor of Frozen Soil Cylinder; Different supposition frozen-heave factors are for analyzing different frost heave degree Frozen Soil Cylinder and main tunnel to be affected the concept of introducing, and select a plurality of different frozen-heave factors to suppose frozen-heave factor as difference in the minimum and maximum frozen-heave factor scope that the Frozen Soil Cylinder that service channel place soil layer forms can cause.
Described critical frozen-heave factor value is judged according to the Frozen Soil Cylinder strength assurance coefficient, if construction different phase Frozen Soil Cylinder strength assurance coefficient all is slightly larger than or equals the minimum safety factor of " service channel freezing process technical regulation " regulation under certain frozen-heave factor, then this frozen-heave factor is critical frozen-heave factor.
Described to difference position in the main tunnel carry out deformation monitoring be arranged in the main tunnel main tunnel internal strain monitoring site at the bottom of tunnel top, the tunnel and tunnel waist different measuring points on same section, and take master tunnel, service channel place as mid point, extend across a certain distance the layout monitoring section to both sides until edge, frozen construction range of influence.
This control method is specially the different supposition of analysis frozen-heave factors and is freezing different phase to main tunnel, the impact of Frozen Soil Cylinder, and by the minimum strength safety coefficient comparative analysis of construction different phase Frozen Soil Cylinder strength assurance coefficient under the different supposition frozen-heave factors ratio of Frozen Soil Cylinder intensity calculated value (the Frozen Soil Cylinder Intensity Design value with) with " service channel freezing process technical regulation " regulation, make critical frozen-heave factor, then to tunnel top, construction different phase master tunnel in the service channel frozen construction range of influence, the vertical deformation monitoring is carried out in waist difference position, at the bottom of the tunnel and tunnel, calculating vertical deformation by main tunnel under the vertical deformation that monitors and the different frozen-heave factors is analyzed, if the main tunnel calculated deformation amount of gained is actual frozen-heave factor near main tunnel same position monitor value under certain supposition frozen-heave factor, adopt actual frozen-heave factor and critical frozen-heave factor to compare, if actual frozen-heave factor is less than critical value, then frost heave is less on the freezing efficiency impact, if actual frozen-heave factor is greater than critical value, then frost heave is larger on the freezing efficiency impact, need carry out frost heave and discharge.
Owing to having adopted such scheme, the present invention has following characteristics: suppose the Frozen Soil Cylinder frost heave state that can more accurately judge difficult monitoring under the frozen-heave factor to the impact analysis of main tunnel and Frozen Soil Cylinder in conjunction with difference by observable main tunnel deformation, and in time carry out targetedly frost heave release according to actual frozen-heave factor and the contrast of critical frozen-heave factor.
Description of drawings
Fig. 1 is service channel freezing effect control method process flow diagram.
Fig. 2 is service channel master tunnel deformation monitoring planimetric map.
Embodiment
The present invention is further illustrated below in conjunction with the accompanying drawing illustrated embodiment.
Freezing soil is the physical process of a complexity, and when temperature was lower than the freezing point of water, pore water began to be combined into ice, and aqueous water when changing solid ice into its volume can increase, the frost heaving of the soil body appears in the swollen effect of the ice in soil particle gap.Because the stratum otherness, the body frost heaving degree varies causes during different service channel engineering frozen construction, can't rely on past construction experiences to the judgement of Frost heave of frozen soil degree, and field condition is complicated, and the shop experiment acquired results is not good yet.The method applied in the present invention process flow diagram as shown in Figure 1.
The present invention carries out shop experiment gained frozen soil strength value as the Frozen Soil Cylinder design strength to service channel place soil layer, and set up limited element calculation model according to the freeze design scheme, consider the maximum frozen-heave factor scope that is minimal to that service channel place soil layer can produce, set some representative typical frozen-heave factors according to this frozen-heave factor scope and suppose frozen-heave factor as difference, analyze that service channel freezes under difference supposition frozen-heave factor, tunneling service channel, tunneling pump house different phase Frozen Soil Cylinder maximum pressure, pulling force and shear value and difference position, main tunnel deflection.
According to result of calculation extract under the different supposition frozen-heave factors freezing in the Frozen Soil Cylinder frozen construction range of influence, tunneling stage the service channel place perpendicular to the tunnel top, main tunnel in the Tunnel Design axis different section, tunnel at the bottom of and the vertical deformation at tunnel waist place; And by freeze, the strength assurance coefficient of different construction stages under the different frozen-heave factors that the contrast of tunneling stage Frozen Soil Cylinder calculating strength and Frozen Soil Cylinder design strength draws.Because frozen-heave factor is larger, the internal force that calculates the gained Frozen Soil Cylinder is larger, the Frozen Soil Cylinder strength assurance coefficient is lower, suppose that the safety coefficient of the calculating gained of construction different phase under the frozen-heave factors and the minimum permission safety coefficient that " service channel freezing process technical regulation " is stipulated contrast, and can draw the critical frozen-heave factor that the construction different phase was slightly larger than or equaled minimum permission safety coefficient therefore pass through difference.
Master's tunnel deformation amount is monitored during to Freezing Method for Cross-passage Construction, in service channel frozen construction range of influence, push up perpendicular to the main tunnel tunnel in the Tunnel Design axis different section, waist place, at the bottom of the tunnel and tunnel arranges vertical monitoring point, as shown in Figure 2, wherein label 1～7 representative is tunnel inner wall top distortion monitoring points 1, tunnel inner wall is away from the waist distortion monitoring points 2 of Frozen Soil Cylinder, tunnel inner wall deformation of bottom monitoring point 3, tunnel inner wall is near the waist distortion monitoring points 4 of Frozen Soil Cylinder, Frozen Soil Cylinder zone 5, service channel zone 6, main tunnel 7 is by typical section tunnel top in the main tunnel deformation measuring point monitoring service channel frozen construction range of influence construction different phase master tunnel, waist place, at the bottom of the tunnel and tunnel monitoring point vertical deformation.
According to tunnel top in the main tunnel of different construction stage actual monitoring gained, tunnel top in the main tunnel of calculating gained under the different supposition of at the bottom of the tunnel and the tunnel waist vertical deformation contrast frozen-heave factor, at the bottom of the tunnel and tunnel waist vertical deformation, the corresponding frozen-heave factor of the main tunnel deformation value of the calculating close or identical with monitoring result that draws is actual frozen-heave factor, if actual frozen-heave factor is less than critical frozen-heave factor, then frost heave is less on the freezing efficiency impact, if actual frozen-heave factor is greater than critical frozen-heave factor, then frost heave can produce considerable influence to freezing efficiency, increase the excavation construction risk, affect working security, need in time carry out frost heave discharges, reduce frost heave, control freezing effect by frost heave release.
The above-mentioned description to embodiment is can understand and apply the invention for ease of those skilled in the art.The person skilled in the art obviously can easily make various modifications to these embodiment, and needn't pass through performing creative labour being applied in the General Principle of this explanation among other embodiment.Therefore, the invention is not restricted to the embodiment here, those skilled in the art should be within protection scope of the present invention for improvement and modification that the present invention makes according to announcement of the present invention.
Claims (4)
1. shield tunnel service channel freezing effect control method, it is characterized in that: it comprises:
Analyze different supposition frozen-heave factors to the impact of main tunnel, Frozen Soil Cylinder;
Make critical frozen-heave factor according to influence degree;
Difference position in the main tunnel is carried out deformation monitoring and fed back actual frozen-heave factor;
Carry out frost heave release after reaching critical frozen-heave factor;
Wherein, analyze different supposition frozen-heave factors to main tunnel, the impact of Frozen Soil Cylinder refers to: the present invention carries out shop experiment gained frozen soil strength value as the Frozen Soil Cylinder design strength to service channel place soil layer, and set up limited element calculation model according to the freeze design scheme, consider the maximum frozen-heave factor scope that is minimal to that service channel place soil layer can produce, set some representative typical frozen-heave factors according to this frozen-heave factor scope and suppose frozen-heave factor as difference, analyze in difference and suppose that service channel freezes under the frozen-heave factor, the tunneling service channel, tunneling pump house different phase Frozen Soil Cylinder maximum pressure, pulling force and shear value and difference position, main tunnel deflection;
Described critical frozen-heave factor refers to judge according to the Frozen Soil Cylinder strength assurance coefficient, if construction different phase Frozen Soil Cylinder strength assurance coefficient all is slightly larger than or equals the minimum safety factor of " service channel freezing process technical regulation " regulation under certain frozen-heave factor, then this frozen-heave factor is critical frozen-heave factor;
Described actual frozen-heave factor refers to that the corresponding frozen-heave factor of the main tunnel deformation value of the calculating close or identical with monitoring result that draws is actual frozen-heave factor according at the bottom of tunnel top, the tunnel in the main tunnel of different construction stage actual monitoring gained and calculate in the main tunnel of gained at the bottom of tunnel top, the tunnel under the different supposition of the tunnel waist vertical deformation contrast frozen-heave factors and tunnel waist vertical deformation;
Described frozen-heave factor refers to the average frozen-heave factor of Frozen Soil Cylinder.
2. shield tunnel service channel freezing effect control method as claimed in claim 1, it is characterized in that: adopt actual frozen-heave factor and critical frozen-heave factor to compare, if actual frozen-heave factor is less than critical value, then frost heave is less on the freezing efficiency impact, if actual frozen-heave factor is greater than critical value, then frost heave is larger on the freezing efficiency impact, need carry out frost heave and discharge.
3. shield tunnel service channel freezing effect control method as claimed in claim 1, it is characterized in that: described frozen-heave factor refers to the average frozen-heave factor of Frozen Soil Cylinder; Different supposition frozen-heave factors are for analyzing different frost heave degree Frozen Soil Cylinder and main tunnel to be affected the concept of introducing, and select a plurality of different frozen-heave factors to suppose frozen-heave factor as difference in the minimum and maximum frozen-heave factor scope that the Frozen Soil Cylinder that service channel place soil layer forms can cause.
4. shield tunnel service channel freezing effect control method as claimed in claim 1, it is characterized in that: described to difference position in the main tunnel carry out deformation monitoring be arranged in the main tunnel main tunnel internal strain monitoring site at the bottom of tunnel top, the tunnel and tunnel waist different measuring points on same section, and take master tunnel, service channel place as mid point, extend across a certain distance the layout monitoring section to both sides until edge, frozen construction range of influence.
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| CN 201110029341 CN102193515B (en) | 2011-01-27 | 2011-01-27 | Shield tunnel service channel freezing effect control method |
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| CN 201110029341 CN102193515B (en) | 2011-01-27 | 2011-01-27 | Shield tunnel service channel freezing effect control method |
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| CN102193515B true CN102193515B (en) | 2013-05-01 |
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| CN105569661A (en) * | 2015-10-12 | 2016-05-11 | 上海勘测设计研究院有限公司 | Arrangement structure and construction method of river-crossing underground square |
| CN110593918A (en) * | 2019-10-15 | 2019-12-20 | 中铁十二局集团有限公司 | Freezing method based tunnel connection channel pump house construction method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000110497A (en) * | 1998-10-09 | 2000-04-18 | Shigeo Nagahama | Water stop construction method for concrete underground structure jointly using freezing method, and water stop device used therefor |
| CN1975112A (en) * | 2006-12-14 | 2007-06-06 | 同济大学 | Shield tunnel subsidence control method based on exploring radar |
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2011
- 2011-01-27 CN CN 201110029341 patent/CN102193515B/en not_active Expired - Fee Related
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2000110497A (en) * | 1998-10-09 | 2000-04-18 | Shigeo Nagahama | Water stop construction method for concrete underground structure jointly using freezing method, and water stop device used therefor |
| CN1975112A (en) * | 2006-12-14 | 2007-06-06 | 同济大学 | Shield tunnel subsidence control method based on exploring radar |
Non-Patent Citations (3)
| Title |
|---|
| 任强.北京地铁盾构施工风险评价与控制技术研究.《中国博士学位论文全文数据库》.2010, * |
| 李明.高压富水地层盾构隧道联络通道冻结法施工时隧道结构的支护方式研究.《中国优秀硕士学位论文全文数据库》.2009, * |
| 程形燕.地铁隧道冻结法施工冻结壁温度场及地表冻胀位移数值试验研究.《中国优秀硕士学位论文全文数据库》.2009, * |
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