CN102619531A - Multi-step sequence construction deformation control method for shallow-buried tunnel with big cross section - Google Patents
Multi-step sequence construction deformation control method for shallow-buried tunnel with big cross section Download PDFInfo
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- CN102619531A CN102619531A CN2012100574670A CN201210057467A CN102619531A CN 102619531 A CN102619531 A CN 102619531A CN 2012100574670 A CN2012100574670 A CN 2012100574670A CN 201210057467 A CN201210057467 A CN 201210057467A CN 102619531 A CN102619531 A CN 102619531A
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Abstract
The invention discloses a multi-step sequence construction deformation control method for a shallow-buried tunnel with big cross section, which comprises the following steps of: (1) collecting tunnel engineering parameters; (2) establishing a numerical simulation model; (3) operating a program, and extracting a numerical analog calculation result; (4) calculating and applying a distribution weight; and (5) managing and feeding back monitoring measurement. The method disclosed by the invention emphasizes all-process control, the deformation control value of multi-step sequence is proposed, a monitoring measurement control standard is detailed, the multi-step sequence construction deformation control method has a foresight on judging the time for adopting a deformation control measure, the defect of the traditional method is overcome, the distribution weight is proposed to be calculated by adopting numerical simulation, and the maneuverability is strong.
Description
Technical field
The invention belongs to a kind of underground construction technical field, specifically, the present invention relates to a kind of shallow embedding large cross-section tunnel multistep preface construction Deformation control method that assigns weight based on numerical simulation calculation.
Background technology
The disguise of underground construction and complexity characteristics make underground engineering construction have higher risk, and its ground settlement that causes can endanger the safety of surrounding enviroment, even cause great personal injury and economic loss.The shallow embedding large cross-section tunnel construction that construction step preface is many, kinds of processes is intersected is a system engineering, and its risk more so, and is high to the requirement of construction Deformation control.
At present, the constructing tunnel Deformation control mainly is to implement the Deformation control measure, carries out in conjunction with monitoring measurement, and the Deformation control measure comprises to be optimized constructure scheme and adopt auxiliary worker's method.The drawback of this method mainly contains two aspects: 1) the monitoring measurement control criterion has Deformation control value and rate of deformation, can not embody the dynamic accumulation characteristic of construction Deformation, possibly cause the little passive situation of follow-up step preface distortion deposit; 2) when occurring 1) described in adopt the Deformation control measure during passive situation because its hysteresis effect is unfavorable for Safety Management.
Summary of the invention
In view of the problem that exists in the prior art, the objective of the invention is to overcome the deficiency of prior art, a kind of construction Deformation control method is provided, calculate the Deformation control value of each step preface according to assigning weight, and proposed the computational methods that assign weight.
The present invention realizes the foregoing invention purpose through following technical scheme, comprises following steps:
1) gathers the construction of tunnel parameter, comprising: engineering geological conditions, hydrogeological conditions, structural parameters, surrounding enviroment, job practices;
2) set up numerical simulator: according to data in the step 1, set up the numerical simulation geometrical model of tunnel multistep preface construction, definition material behavior and constitutive model thereof carry out the geometrical model grid dividing; Load application and interpolation fringe conditions, definition construction stage on the basis of grid model; Explain as follows:
1. geometrical model can directly be set up in numerical simulation software or import in the numerical simulation software again through the making of AutoCAD graphics software;
2. the geometric ranges of model: the span in tunnel is L, highly is H, and horizontal direction is taken to the outer 3.0L place of abutment wall at least, and get calmly according to engineering is actual the coboundary, and lower boundary is taken to 3.0H degree of depth place at the bottom of the structure at least, and the tunnel is positioned at model horizontal direction center;
3. material behavior and constitutive model thereof: soft soil layer adopts modified cambridge model, and mole-enclosed pasture model is adopted on the sand stratum, structure employing elastic body;
4. fringe conditions: the model coboundary is taken as free boundary, the displacement of lower boundary constraint vertical direction, all the other boundary constraint normal direction displacements;
5. construction stage: the passivation and the state of activation of construction stage through definition unit realizes, considers the load release coefficient of country rock;
3) working procedure, extract the result: the operation numerical simulation software, model in the step 2 is carried out computational analysis, extract and the record deformation data: deformation values Di that step preface i causes and final deformation values D;
4) calculating that assigns weight and application: according to extracting data D in the step 3
iAnd D, confirm the computation rule that assigns weight: the Deformation control value is C, if D≤C calculates assigning weight and the Deformation control value of construction step preface i; If D＞C, analysis causes deformation reason, takes technical measures targetedly, repeating step 2 and 3, and target is D≤C, and then calculates F
i, C
i
The specific aim technical measures of taking comprise adopting assists worker's method and optimizes constructure scheme; Auxiliary worker's method comprises the big pipe shed support of pre-grouting, leading grouting with small pipe, tracing compensation and grouting etc., optimizes constructure scheme and comprises adjusting construction cyclic advance, control excavation length of bench, optimizes and excavate circulation timei etc.;
5) monitoring measurement management and feedback: according to the monitoring measurement control criterion value of the definite construction of classification principle step preface i, corresponding yellow, orange and red three grades of early warning and the feedback carried out: yellow early warning value Y
i=K
i* 0.75, orange alarming value B
i=K
i* 0.85, red controlling value K
i=C
iThe monitoring measurement data are in time handled, according to the monitor value M of construction step preface i
i, M
i>=Y
iStart orange early warning scheme, M
i>=B
iStart yellow early warning scheme, M
i>=K
iStart the red early warning scheme;
Above-mentioned yellow early warning scheme is strengthened near the O&E of the surrounding enviroment of early warning point for encrypting monitoring frequency; Orange early warning scheme is on the basis of yellow early warning scheme, further improves the early warning scheme, and constructure scheme, construction speed, supporting parameter are checked and perfect; The red early warning scheme is also implemented the structure closure as early as possible for taking emergence technology measures such as front soil body slip casting, the interim support of reinforcement immediately; Stop excavation construction in case of necessity immediately; Together with unit in charge of construction, supervisor, designing unit and Construction unit; Change design parameters, the construction of effect Pre-Evaluation continued; The Deformation control of existing building also comprises takes the tracking grouting lifting method.
Numerical simulation calculation result's the extraction and the processing of monitored data are carried out according to following rule: when measuring point is positioned at the pilot drive influence basin; Count its influence to measuring point; Excavating leading influence basin is Y/4, and excavation lagging influence scope is 3Y/4, and Y is the vertical wrong distance of pilot drive.
The invention has the beneficial effects as follows: the inventive method is stressed omnidistance control; The progressively Deformation control value of preface is proposed; Refinement monitoring measurement control criterion, forward-looking to the judgement on opportunity of taking the Deformation control measure, overcome the drawback of existing method; And propose to adopt numerical simulation calculation to assign weight, workable.This method has proposed a kind of based on Their numerical methods, for finding the solution the problem on deformation that complicated large cross-section tunnel multistep preface construction causes, and then calculates assigning weight of Deformation control value technological means is provided; Decompose the Deformation control value according to the preface that assigns weight progressively and control to each step preface, stage control is with clearly defined objective, has improved the reliability of the Deformation control that large cross-section tunnel multistep preface constructs.
Description of drawings
When combining accompanying drawing to consider; Through with reference to following detailed, can more completely understand the present invention better and learn wherein many attendant advantages easily, but accompanying drawing described herein is used to provide further understanding of the present invention; Constitute a part of the present invention; Illustrative examples of the present invention and explanation thereof are used to explain the present invention, do not constitute to improper qualification of the present invention, wherein:
Fig. 1 the present invention is based on the shallow embedding large cross-section tunnel multistep preface construction Deformation control method working plan that numerical simulation calculation assigns weight;
Fig. 2 a is a numerical computations grid model sketch map;
Fig. 2 b is a numerical computations model supporting and protection structure sketch map;
Fig. 3 is building settlement distortion duration curve in the work progress of the present invention;
Fig. 4 is an engineering geological profile;
Fig. 5 is a tunnel cross-section sketch map of wearing building down;
Fig. 6 is for wearing the constructing tunnel step preface sketch map of building down.
The specific embodiment
Describe in further detail below in conjunction with the embodiment specific embodiments of the invention, following embodiment is used to explain the present invention, but is not used for limiting protection scope of the present invention.
Construction Deformation control below in conjunction with wearing building under accompanying drawing 1 and certain tunnel is done further explanation to the present invention.
1) gather the construction of tunnel parameter, as shown in table 1.
Table 1 construction of tunnel parameter list
(2) set up numerical simulator:
Utilization MIDAS-GTS software modeling carries out numerical simulation calculation.Specification of a model: 1. get 44m on the model vertical direction, get 80m on the horizontal direction, simulation tunneling excavation length 30m; 2. the soil body adopts " entity " unit simulation; Just prop up, support temporarily and two lining employing " plate " unit simulations; Excavation that utilization activates, passivation order is come simulated soil body and supporting and protection structure execute work, adopt the method that improves soil layer parameter (modulus of elasticity, shear strength) in the corresponding reinforcing scope to simulate when pipe canopy, slip casting and bolt support are calculated; 3. consider each soil layer from heavy load, for the tunnel top building, the building heavily is converted into uniform pressure load 50KPa is applied on the face of land; 4. the model upper surface is that the face of land is a free boundary, and all the other each external surfaces all retrain the displacement of normal orientation.
Numerical simulator is as shown in Figure 2, and master stratum calculating parameter and supporting calculating parameter are as shown in table 2.
Table 2 numerical simulator calculating formation and supporting and protection structure parameter list
3) working procedure extracts the result.Operation MIDAS-GTS software analysis function is extracted the surface deformation value D that construction causes according to the step preface
iWith final surface deformation value D, list in table 3.
Table 3 ground settlement numerical simulation calculation is unit: mm as a result
4) calculating that assigns weight and application
Building settlement controlling value C=30mm, D＜C calculates the step preface F that assigns weight
iWith step preface controlling value C
i, as shown in table 4.
Table 4 step preface controlling value computational chart
5) monitoring measurement management and control
Confirm that according to the classification principle construction goes on foot the monitoring measurement control criterion value of preface i, as shown in table 5.
The monitoring measurement control criterion value computational chart unit of table 5 construction step preface: mm
In work progress, building settlement is monitored in real time, as shown in Figure 3.In the tunnel passing through building work progress, during 2 constructions of step preface, deformation values surpasses orange alarming value, starts orange early warning scheme; During 6 constructions of step preface, deformation values surpasses red controlling value, starts the red early warning scheme, takes tracing compensation and grouting; In order to ensure the safety of building, continue to perform tracing compensation and grouting in the follow-up step preface work progress, the building deformation value is controlled near the orange alarming value all the time, and final building deformation value is controlled at 24.9mm.
The above embodiment; Being preferred embodiment of the present invention, is not to limit practical range of the present invention, so all according to the described conspicuous change of claim of the present invention; And other does not break away from the change of essence of the present invention, all should be included within protection scope of the present invention.
Claims (6)
1. shallow embedding large cross-section tunnel multistep preface construction Deformation control method is characterized in that: may further comprise the steps:
(1) gathers the construction of tunnel parameter, comprising: engineering geological conditions, hydrogeological conditions, structural parameters, surrounding enviroment, job practices;
(2) set up numerical simulator:
According to the supplemental characteristic of gathering in the step (1), set up the numerical simulation geometrical model of tunnel multistep preface construction, definition material behavior and constitutive model thereof carry out the geometrical model grid dividing; Load application and interpolation fringe conditions, definition construction stage on the basis of grid model;
(3) working procedure, extract the numerical simulation calculation result:
The operation numerical simulation software carries out computational analysis to the numerical simulation geometrical model in the step (2), extracts and the record deformation data: the deformation values D that step preface i causes
iWith final deformation values D;
(4) calculating that assigns weight and application:
According to extracting data D in the step (3)
iAnd D, confirm the computation rule that assigns weight:
The Deformation control value is C, if D≤C calculates assigning weight and the Deformation control value of construction step preface i; If D＞C, analysis causes deformation reason, takes technical measures targetedly, repeating step (2) and (3), and target is D≤C, and then calculates F
i, C
i
(5) monitoring measurement management and feedback:
Confirm that according to the classification principle construction goes on foot the monitoring measurement control criterion value of preface i, corresponding yellow, orange and red three grades of early warning and the feedback carried out: wherein, yellow early warning value Y
i=K
i* 0.75, orange alarming value B
i=K
i* 0.85, red controlling value K
i=C
i
The monitoring measurement data are in time handled, according to the monitor value M of construction step preface i
i, M
i>=Y
iStart orange early warning scheme, M
i>=B
iStart yellow early warning scheme, M
i>=K
iStart the red early warning scheme.
2. shallow embedding large cross-section tunnel multistep preface construction Deformation control method according to claim 1 is characterized in that,
Numerical simulation geometrical model in the said step (2) is for directly setting up in numerical simulation software or importing in the numerical simulation software again through the making of AutoCAD graphics software;
The geometric ranges of numerical simulation geometrical model is: the span in tunnel is L; Highly be H, horizontal direction is taken to the outer 3.0L place of abutment wall at least, and decide according to actual the getting of engineering the coboundary; Lower boundary is taken to 3.0H degree of depth place at the bottom of the structure at least, and the tunnel is positioned at model horizontal direction center; Described material behavior and constitutive model thereof are: soft soil layer adopts modified cambridge model, and mole-enclosed pasture model is adopted on the sand stratum, and structure adopts elastic body;
Described fringe conditions is: the model coboundary is taken as free boundary, the displacement of lower boundary constraint vertical direction, all the other boundary constraint normal direction displacements;
The described construction stage perhaps gives birth to, extremely realizes through passivation, the state of activation of definition unit, and considers the load release coefficient of country rock.
3. shallow embedding large cross-section tunnel multistep preface construction Deformation control method according to claim 1 is characterized in that:
Specific aim technical measures described in the step (4) comprise adopting assists worker's method and/or optimizes constructure scheme.
4. shallow embedding large cross-section tunnel multistep preface construction Deformation control method according to claim 3 is characterized in that:
Described auxiliary worker's method comprises the big pipe shed support of pre-grouting, leading grouting with small pipe or tracing compensation and grouting; Described optimization constructure scheme comprises adjusting construction cyclic advance, control excavation length of bench or optimizes and excavate circulation timei.
5. shallow embedding large cross-section tunnel multistep preface construction Deformation control method according to claim 1 is characterized in that:
Numerical simulation calculation result's the extraction and the processing of monitoring measurement data are carried out according to following rule in said step (3) and the step (5):
When measuring point is positioned at the pilot drive influence basin, count its influence to measuring point, excavating leading influence basin is Y/4, and excavation lagging influence scope is 3Y/4; Wherein Y is the vertical wrong distance of pilot drive.
6. shallow embedding large cross-section tunnel multistep preface construction Deformation control method according to claim 1 is characterized in that:
Yellow early warning scheme is strengthened near the O&E of the surrounding enviroment of early warning point for encrypting monitoring frequency in the described step (5); Orange early warning scheme is for checking and perfect constructure scheme, construction speed, supporting parameter; The red early warning scheme is the emergence technology measure, comprises front soil body slip casting, strengthens supporting temporarily, implementing the structure closure or stops excavation construction immediately, changes design parameters, the construction of effect Pre-Evaluation continued.
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Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104653196A (en) * | 2015-01-30 | 2015-05-27 | 北京交通大学 | Initial design method of tunnel engineering considering all-parameter influence |
| CN105064371A (en) * | 2015-08-03 | 2015-11-18 | 河海大学 | Deformation alarming method for deep foundation pit |
| CN105114127A (en) * | 2015-07-30 | 2015-12-02 | 同济大学 | Safety linkage control method and system of tunnel under-passing railway |
| CN105275483A (en) * | 2015-11-12 | 2016-01-27 | 北京交通大学 | City bifurcation tunnel long span-arch section auxiliary mining support structure and mining method |
| CN107451352A (en) * | 2017-07-27 | 2017-12-08 | 南京财经大学 | The measuring method of paddy weight in silo based on finite element analysis |
| CN110688696A (en) * | 2019-09-16 | 2020-01-14 | 中铁第五勘察设计院集团有限公司 | Parameter determination method and device for tunnel supporting structure |
| CN112302678A (en) * | 2020-09-26 | 2021-02-02 | 云南路桥股份有限公司 | Deformation control construction process for shallow tunnel of underpass building |
| CN112983441A (en) * | 2021-02-24 | 2021-06-18 | 中铁六局集团有限公司交通工程分公司 | Construction method for super-close side-crossing existing operation subway line |
| CN115263349A (en) * | 2022-08-17 | 2022-11-01 | 湖北工业大学 | Construction method for actively compensating deformation of upper-passing operation tunnel in lower-layer tunnel construction |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002021500A (en) * | 2000-07-07 | 2002-01-23 | Railway Technical Res Inst | Pressure wave reducing construction in tunnel and pressure wave reducing method in tunnel |
| CN101215969A (en) * | 2008-01-17 | 2008-07-09 | 上海交通大学 | Large diameter tunneling close range down-traversing small diameter subway tunnel distortion control method |
| CN101498221A (en) * | 2009-02-23 | 2009-08-05 | 北京交通大学 | City underground engineering construction safety risk dynamic control method |
-
2012
- 2012-03-06 CN CN2012100574670A patent/CN102619531A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2002021500A (en) * | 2000-07-07 | 2002-01-23 | Railway Technical Res Inst | Pressure wave reducing construction in tunnel and pressure wave reducing method in tunnel |
| CN101215969A (en) * | 2008-01-17 | 2008-07-09 | 上海交通大学 | Large diameter tunneling close range down-traversing small diameter subway tunnel distortion control method |
| CN101498221A (en) * | 2009-02-23 | 2009-08-05 | 北京交通大学 | City underground engineering construction safety risk dynamic control method |
Non-Patent Citations (2)
| Title |
|---|
| 张顶立等: "城市隧道开挖对地表建筑群的影响分析及其对策", 《岩土工程学报》 * |
| 李鹏飞等: "变位分配原理在隧道穿越建筑物施工中的应用研究", 《北京工业大学学报》 * |
Cited By (13)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104653196A (en) * | 2015-01-30 | 2015-05-27 | 北京交通大学 | Initial design method of tunnel engineering considering all-parameter influence |
| CN105114127A (en) * | 2015-07-30 | 2015-12-02 | 同济大学 | Safety linkage control method and system of tunnel under-passing railway |
| CN105064371A (en) * | 2015-08-03 | 2015-11-18 | 河海大学 | Deformation alarming method for deep foundation pit |
| CN105275483A (en) * | 2015-11-12 | 2016-01-27 | 北京交通大学 | City bifurcation tunnel long span-arch section auxiliary mining support structure and mining method |
| CN107451352B (en) * | 2017-07-27 | 2020-04-28 | 南京财经大学 | Method for measuring weight of rice in silo based on finite element analysis |
| CN107451352A (en) * | 2017-07-27 | 2017-12-08 | 南京财经大学 | The measuring method of paddy weight in silo based on finite element analysis |
| CN110688696A (en) * | 2019-09-16 | 2020-01-14 | 中铁第五勘察设计院集团有限公司 | Parameter determination method and device for tunnel supporting structure |
| CN110688696B (en) * | 2019-09-16 | 2023-08-15 | 中铁第五勘察设计院集团有限公司 | Method and device for determining parameters of tunnel supporting structure |
| CN112302678A (en) * | 2020-09-26 | 2021-02-02 | 云南路桥股份有限公司 | Deformation control construction process for shallow tunnel of underpass building |
| 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 |
| CN112983441A (en) * | 2021-02-24 | 2021-06-18 | 中铁六局集团有限公司交通工程分公司 | Construction method for super-close side-crossing existing operation subway line |
| CN115263349A (en) * | 2022-08-17 | 2022-11-01 | 湖北工业大学 | Construction method for actively compensating deformation of upper-passing operation tunnel in lower-layer tunnel construction |
| CN115263349B (en) * | 2022-08-17 | 2024-06-21 | 湖北工业大学 | Construction method for actively compensating deformation of upper-layer tunnel operation during lower-layer tunnel construction |
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Application publication date: 20120801 |