CN101608548B - Method for protecting underground structure of single round shield side face construction in close distance - Google Patents
Method for protecting underground structure of single round shield side face construction in close distance Download PDFInfo
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- CN101608548B CN101608548B CN2009100549164A CN200910054916A CN101608548B CN 101608548 B CN101608548 B CN 101608548B CN 2009100549164 A CN2009100549164 A CN 2009100549164A CN 200910054916 A CN200910054916 A CN 200910054916A CN 101608548 B CN101608548 B CN 101608548B
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Abstract
The invention relates to a method for protecting an underground structure of single round shield side face construction in close distance, belonging to the technical field of constructional engineering. The method comprises the following steps: using a Robertson method; determining the parameters of a shield traversing underground structure through the design drawings of the underground structure and tunnels; using three-dimensional finite element model to perform numerical simulation; establishing monitoring programs, carrying out measuring points layout and monitoring in site before traversing construction; detecting the work efficiency of trial push and selecting construction parameters; carrying out construction through monitoring feedback analysis in real time; and tracking and monitoring the set monitoring points until all monitoring data are stabilized within the range of the optimized safety construction parameters of step (6). The invention ensures the normal use and the smooth tunneling of the underground structure, the adopted technical measures is applicable to the requirements of single round shield side face in close distance on passing through various underground structures, thus an important technical assurance is provided.
Description
Technical field
The present invention relates to a kind of method of construction engineering technical field, specifically be a kind of single targe structure side closely construct the protection underground structure method.
Background technology
The needs that are accompanied by the acceleration of urban construction and make full use of the urban construction space resources, urban underground space is further developed, underground utilities, tunnel and other be underground to be built, structure intensive day by day, the development of domestic city urban rail transit construction is more and more rapider.In urban rail transit construction, shield method is because the application at home of its superiority is more and more.In order to make track traffic form the scale effect that network reaches expection as early as possible, the construction of track traffic is also being quickened.But urban planning and construction is particularly followed the increasing of exploitation along the line of subway construction usually, and what engineering construction faced is the surrounding enviroment that become increasingly complex, penetrate thing or closely also more and more by the situation of existing building.Both needed during engineering construction existing building are protected, and guaranteed the safety of engineering itself again and make good progress, and therefore adopted corresponding reply technology very necessary different situations.How to guarantee in the crossing construction process and pass through the contiguous normal use of having built building in back, become one of difficult problem that needs to be resolved hurrily in the shield tunnel engineering.
Geology layering and the soil nature parameter of determining place soil realize closely passing through most important to guaranteeing shield formation merit.1992, (Estimating coefficient of consolidation from piezoconetets, Canadian Geotechnical Journal, 29 (4), 551-557 such as Robertson; Canada state science commission " the Canadian geotechnical engineering journal " sponsored, " measuring the fixed proterties and the correlation computations formula of soil layer with the static sounding of pore water pressure type ") determine the fixed proterties and the correlation computations formula (hereinafter to be referred as the Robertson method) of clay distribution and soil layer by the regularity of distribution of application pore water pressure.
Through existing technical literature retrieval is found; invent artificial Zhou Wenbo; Gu Chunhua; Wu Huiming etc.; application number is CN200610116618.X; the name of patent application is called " job practicess of double-circular shield near-distance passing through building or structure "; this technology is by adopting the early-stage preparations of passing through building or structure; building or structure are taked safeguard measure in advance; construction monitoring; shield-tunneling construction parameter when rational near-distance passing through building or structure are set; steps such as the secondary grouting after double-O-tube shield passes through; but this technology and the single circular shield near-distance of inapplicable realization pass through underground structure; the construction monitoring of this technology simultaneously; do not put down in writing its measuring point method for arranging, the relation of yet not clear and definite monitoring in real time and shield-tunneling construction.
Summary of the invention
The present invention is directed to the deficiencies in the prior art and defective, propose a kind of single targe structure side closely construct the protection underground structure method.The present invention has guaranteed the normal use of underground structure and the smooth driving of shield structure, and the technical measures of being taked are applicable to the needs of single circular shield near-distance side by various underground structures, guarantees for it provides an important techniques.
The present invention is achieved by the following technical solutions, may further comprise the steps:
(1) adopt the Robertson method to utilize the static sounding of pore water pressure type to detect the penetration resistance on stratum and pore water pressure change curve (being called penetration-resistance curve and pore water pressure distribution curve) with the degree of depth; Ratio with the pore water pressure that records and penetration resistance is a transverse axis again, is the longitudinal axis with penetration resistance with the ratio of ply stress initially, makes graph of a relation, should scheme to divide some different soil nature characteristic areas, and each feature is represented a kind of type of soil; The data of static sounding curve of actual measurement are marked in this figure to judge the type of place soil layer; According to the type contrast penetration-resistance curve and the pore water pressure distribution curve of soil, determine the degree of depth and the thickness of clay distribution again, comprise the buried depth of sandy soil under the viscous soil horizon.
(2) determine that by the design drawing in underground structure and tunnel the shield structure passes through the total length L of underground structure
dRice, running tunnel buried depth H
Min～H
MaxRice, the mutual distance L of underground structure and shield tunnel
Min～L
MaxRice, the top buried depth H rice in tunnel, the diameter D rice in tunnel.
(3) adopt three-dimensional finite element model that the shield structure is closely carried out numerical simulation by the whole crossing process of underground structure.The three-dimensional finite element model scope: horizontal direction should be greater than (2H+3D+L
Min) rice, depth direction should be greater than (2H+2D) rice, and length is actual definite according to engineering, and the tunnel places the centre of model, and the bottom surface should be greater than 2D rice at the bottom of the tunnel.Fringe conditions is set as follows: the inboard free boundary that adopts in tunnel, the bound level displacement of model both sides, the vertical and horizontal movement of model bottom constraint simultaneously.The constitutive relation of the soil body adopts the modified cambridge model of considering elastic-plastic strain, and tunnel structure is taken as elastic body.
By the described numerical simulation of step (3), the acquisition result is:
1. provide the feasibility that shield structure, the soil body, the underground structure judgement shield structure in the crossing construction process passes through smoothly.
The feasibility that described judgement shield structure passes through smoothly, its condition is when satisfying: surface displacement :-30mm～+ 10mm; Underground structure displacement: accumulated value :-15mm～+ 15mm, single maximum changing value :-5mm～+ 5mm; During the condition of underground structure plastic zone volume: V=0, do not need the specific region soil body and underground structure are taked any reinforcement measure.
2. determine that the shield structure closely passes through the range L that underground structure is exerted an influence
eRice, and the section length L that underground structure need be laid special stress on protecting in the crossing process
iRice.
(4) section L is passed through in the focused protection of determining by numerical simulation at step (3)
iRice is formulated detailed monitoring scheme, and before crossing construction, measuring point layout and monitoring are carried out in the scene, comprising:
1. the displacement of the soil body, pore water pressure and soil pressure between tunnel and underground structure.
2. close on the shield structure and pass through the section displacement and the stress of underground structure on one side.
3. the tunnel cross section direction and the sedimentation of passing through the important building in the section along the ground settlement and the emphasis of tunnel axis direction.
(5) the definite shield structure of integrating step (3) finite element analysis passes through the influence basin L to underground structure
e, will be apart from laying special stress on protecting section L
iBetween the preceding 20 sondage time zones of ring of rice as the shield structure.Simultaneously arrange some monitoring points at test section, observe the effect that examination pushes away, the main layout is parallel to tunnel axis and perpendicular to tunnel axis ground settlement monitoring point, arranges respective horizontal displacement monitoring point on underground structure.By the examination propelling in this is interval, intend the construction parameter of employing when tentatively determining the back formally closely by underground structure, mainly comprise: the thrust of shield structure, fltting speed, grouting amount, grouting pressure.
(6) pass through focused protection district L at the shield structure
iIn the rice section process, the mode that adopts field monitoring and construction to combine closely is mutually constructed by real-time monitoring feedback analysis.By timely analysis to monitoring result, differentiate back construction technology and construction parameter and whether meet the expected requirements, determining and to optimize next step construction parameter, guarantee that engineering carries out and protect the safety of underground structure, the safety criterion smoothly:
1. ground settlement :-30mm～+ 10mm
2. earth horizontal displacement: accumulated value :-30mm～+ 30mm, single maximum changing value :-15mm～+ 15mm
3. soil pressure: 250kPa
5. pore water pressure: 200kPa
6. underground structure stress :-10kN/m
2～10kN/m
2
7. underground structure displacement: accumulated value :-15mm～+ 15mm, single maximum changing value :-5mm～+ 5mm
(7) the shield structure fully by behind the underground structure, carries out tracking and monitoring to the monitoring point that is provided with smoothly, is stabilized in the scope of the described optimization safety construction parameters of step (6) until every monitored data.
Kinds of protect technical measures when the present invention has comprehensively taked shield structure close up side to pass through underground structure take science, reasonable, reliable method to determine the construction parameter of shield structure, have guaranteed the normal use of underground structure and the smooth driving of shield structure.The technical measures of being taked in the invention are applicable to the situation of single circular shield near-distance side by various underground structures, for single targe structure side closely provides an important techniques to guarantee by underground structure smoothly.
Description of drawings
Fig. 1 shield structure side is closely by the diaphragm wall plan view
Fig. 2 shield structure side is closely by the diaphragm wall sectional drawing
Fig. 3 ground settlement observation point layout plan
Fig. 4 reinforcement stresses meter, deviational survey pipe, ventage piezometer, soil pressure meter layout plan
Fig. 5 deviational survey pipe, ventage piezometer, soil pressure meter facade arrangement diagram
Fig. 6 reinforcement stresses meter facade arrangement diagram
The specific embodiment
Below in conjunction with accompanying drawing embodiments of the invention are elaborated: present embodiment has provided detailed embodiment and process being to implement under the prerequisite with the technical solution of the present invention, but protection scope of the present invention is not limited to following embodiment.
Embodiment:
Certain subway running tunnel is other a underground passage yet to be built, and the passage construction of diaphragm wall finishes, and closely passes from the running tunnel beside, and the part inner lining structure has been finished in the Hot work in progress of channel interior agent structure.Passage diaphragm wall and termination shield structure are accepted well and are the L type and are connected, as shown in Figure 1, 2, shown among the figure shield structure side closely by diaphragm wall plane and shield structure side closely by the diaphragm wall section, the every endless tube leaf length of shield structure is 1.2m, thick 0.35m.
The concrete implementation step of present embodiment is as follows:
(1), determined to pass through distribution, the soil body mechanics index of physics of each soil layer of district through geological prospecting in detail.The soil layer that shield structure running tunnel mainly passes through is: 4.
1The 5. (part is to the saturated soft cohesive soil of layer
1Layer).All belong to the saturated cohesive soil of high-moisture, high-compressibility, low-intensity, hypotonicity, have higher sensitivity, significantly thixotropic behavior very easily destroys soil structures under dynamic action, and soil strength is reduced suddenly, easily causes the unstability of excavation face.
(2) the total about L of crossing length of shield structure
d=200m, running tunnel buried depth are H
Min～H
Max=8.5m～9.1m is L between the distance regions in underground structure and tunnel
Min～L
Max=3.8m～12.4m, tunnel top buried depth H=9m, tunnel diameter D=6.2m.The vertical ratio of slope of running tunnel and diaphragm wall all is about 9%, and therefore in whole side direction crossing process, the vertical relative position relation between running tunnel and diaphragm wall changes little.Accompanying drawing 1 is that the diaphragm wall plan view is closely passed through in shield structure side, and accompanying drawing 2 is that shield structure side is closely by the diaphragm wall sectional drawing.
(3) 1. set up three-dimensional finite element model, the model horizontal direction is got 60m, depth direction 50m, and length is taken as 200m, and go to the bottom in the tunnel and model bottom surface distance is 15m.The shield structure is closely carried out numerical simulation by the whole crossing process of underground structure.Calculating shows, by suitable construction parameter is set, the surface displacement maximum value can be controlled in-and 16mm～+ 6mm; The cumulative maximum of underground structure displacement can be controlled in :-10mm～+ 10mm, the single maximum changing value can be controlled in :-3mm～+ 3mm; And the plastic zone volume is easy to be controlled at V=0, therefore need not take extra reinforcement measure to the soil body or underground structure, just can realize passing through smoothly.
2. result of finite element is carried out the analysis of multi-angle, the scope that the shield structure exerts an influence to underground diaphragm wall in definite closely crossing process is L
e=60m, what need focused protection passes through section for to accept well L from the shield structure
iThe scope of=30m.
(4) L that step (3) is determined
i=30m lays special stress on protecting scope, the shield structure closely by the time carry out field monitoring, the stress of the observation site soil body, diaphragm wall and inner lining structure and distortion proterties.Surface displacement closes on diaphragm wall displacement and land movement and observes with inclinometer with full standing posture transit and level gauge observation, and the internal force of inwall changes with the observation of reinforcement stresses meter, and pressure changes with earth pressure cell and ventage piezometer observation in the soil.Accompanying drawing 3 is a ground settlement observation point layout plan, accompanying drawing 4 is reinforcement stresses meter, deviational survey pipe, ventage piezometer, soil pressure meter layout plan, accompanying drawing 5 is deviational survey pipe, ventage piezometer, soil pressure meter facade arrangement diagram, and accompanying drawing 6 is a reinforcement stresses meter facade arrangement diagram.
(5) between the preceding 20 sondage time zones of ring as crossline with the key preservation area.Tentatively determine to wear in the construction of diaphragm wall process in shield structure side, native storehouse pressure is set in 0.16MPa～0.25MPa; Grouting pressure is set in 0.28MPa～0.3MPa; Each stroke (1.2m) grouting amount is 2.0m
3～3.3m
3Fltting speed should be controlled at 15mm/min～30mm/min, and at the uniform velocity driving was worked continuously in 24 hours.
(6) reflection of the monitoring information in whole progradation shield structure is more stable to the influence of underground diaphragm wall, indivedual special circumstances only occurred.Find that rapid beating on a large scale appearred in the reading of ventage piezometer during first ventage piezometer point position of shield structure process, face of land settlement monitoring shows simultaneously, and the face of land begins to have occurred protuberance herein, and the change in displacement of diaphragm wall has reached 4.8mm.The unusual situation of ventage piezometer reading is that pore water pressure constantly gathers in enclosure space, can't dissipate immediately, causes pressure sharply to rise because shield structure fltting speed at this moment is too fast.Based on this phenomenon, taked temporarily to stop the counter-measure that pushes away in the construction, after dissipating, continues again pore water pressure to be gathered to advance.After this progradation also changes into and adopts advance daytime, and the measure that stops pushing away evening is fully dissipated pore water pressure, has guaranteed carrying out smoothly of follow-up propelling.The monitored data at scene has been carried out analyzing summary, provided the final construction parameter that the shield structure closely passes through diaphragm wall: soil pressure setting value: 210kPa, actual soil pressure is controlled at below the 200kPa in the normal progradation; Fltting speed: 20mm/min; Amount: 37.88m is unearthed
3Shield machine gross thrust: 12750kN; Grouting pressure: 0.56MPa, grouting amount: 3.0m
3
(7) after the shield structure enters the shield structure and accepts well by diaphragm wall fully smoothly, tracking and monitoring shows that ground settlement, land movement, soil pressure, pore water pressure value amplitude of variation reduce gradually, reach stable at last, diaphragm wall internal force and the equal no change of distortion, whole crossing process is finished smoothly.
Present embodiment in shield structure crossing process, the ground settlement value-2.9mm～+ change in the 2.6mm scope; Earth horizontal displacement accumulated value scope-28.9mm～+ 17.5mm, maximum changing value is-10.3mm; Maximum lateral earth pressure changing value is 208kPa; The pore water pressure maximum changing value is 159kPa; Contiguous diaphragm wall horizontal movement cumulative maximum value is+12.8mm that maximum changing value is for being+4.8mm; Inwall reinforcing bar internal force is at-0.07kN/m
2～0.89kN/m
2Change in the scope.Can find out that by monitoring result by taking safeguard measure of the present invention, shield-tunneling construction is less to surrounding environment influence, also guarantee the smooth driving of shield structure simultaneously.In addition, the displacement and the internal force that close on underground structure all are in reduced levels, and present embodiment plays a very good protection to closing on underground structure.
Claims (9)
1. closely construct and protect the method for underground structure in single targe structure side, it is characterized in that, may further comprise the steps:
(1) adopt the Robertson method to utilize the static sounding of pore water pressure type to detect the penetration resistance on stratum and pore water pressure change curve with the degree of depth; Ratio with the pore water pressure that records and penetration resistance is a transverse axis again, is the longitudinal axis with penetration resistance with the ratio of ply stress initially, makes graph of a relation, should scheme to divide some different soil nature characteristic areas, and each feature is represented a kind of type of soil; The data of static sounding curve of actual measurement are marked in this figure to judge the type of place soil layer; According to the type contrast penetration-resistance curve and the pore water pressure distribution curve of soil, determine the degree of depth and the thickness of clay distribution again, comprise the buried depth of sandy soil under the viscous soil horizon;
(2) determine that by the design drawing in underground structure and tunnel the shield structure passes through the total length L of underground structure
dRice, the buried depth H of running tunnel
Min～H
MaxRice, the mutual distance L of underground structure and shield tunnel
Min～L
MaxRice, the top buried depth H rice in tunnel, the diameter D rice in tunnel;
(3) adopt three-dimensional finite element model that the shield structure is closely carried out numerical simulation by the whole crossing process of underground structure;
(4) section L is passed through in the focused protection of determining by numerical simulation at step (3)
iRice is formulated monitoring scheme, and before crossing construction, the scene is carried out measuring point and arranged and monitor;
(5) the definite shield structure of integrating step (3) finite element analysis passes through the influence basin L to underground structure
e, will pass through section L apart from focused protection
iBetween the preceding 20 sondage time zones of ring of rice as the shield structure; Between the sondage time zone, arrange some monitoring points simultaneously, detect the work efficiency that examination pushes away, select construction parameter;
(6) pass through focused protection district L at the shield structure
iIn the rice section process, the mode that adopts field monitoring and construction to combine closely is mutually constructed by real-time monitoring feedback analysis;
(7) the shield structure fully by behind the underground structure, carries out tracking and monitoring to the monitoring point that is provided with smoothly, is stabilized in the scope of the described optimization safety construction parameters of step (6) until every monitored data.
2. closely construct and protect the method for underground structure in single targe structure according to claim 1 side, it is characterized in that, and the described numerical simulation of step (3), adopt the three-dimensional finite element model scope: horizontal direction should be greater than (2H+3D+L
Min) rice, depth direction should be greater than (2H+2D) rice, and length is according to the underground structure actual size, and the tunnel places the centre of model, and the bottom surface is greater than 2D rice at the bottom of the tunnel; Fringe conditions is set as follows: the inboard free boundary that adopts in tunnel, and the bound level displacement of model both sides, the vertical and horizontal movement of model bottom constraint simultaneously, the constitutive relation of the soil body adopts the modified cambridge model of considering elastic-plastic strain, and tunnel structure is taken as elastic body.
3. closely constructing and protect the method for underground structure in single targe structure according to claim 2 side, it is characterized in that, by the described numerical simulation of step (3), the acquisition result is:
1. provide shield structure, the soil body, underground structure and in the crossing construction process, judge the feasibility that the shield structure passes through smoothly:
2. determine that the shield structure closely passes through the range L that underground structure is exerted an influence
eRice, and underground structure need be laid special stress on protecting and passed through section L in the crossing process
iRice.
4. closely construct and protect the method for underground structure in single targe structure according to claim 3 side, it is characterized in that, and the feasibility that described judgement shield structure passes through smoothly, its condition is when satisfying: surface displacement :-30mm～+ 10mm; Underground structure displacement: accumulated value :-15mm～+ 15mm, single maximum changing value :-5mm～+ 5mm; During the condition of underground structure plastic zone volume: V=0, do not need the specific region soil body and underground structure are taked any reinforcement measure.
5. closely constructing and protect the method for underground structure in single targe structure according to claim 1 side, it is characterized in that the described monitoring of step (4) comprises:
1. the displacement of the soil body, pore water pressure and soil pressure between tunnel and underground structure;
2. close on the shield structure and pass through the section displacement and the stress of underground structure on one side;
3. the tunnel cross section direction and the sedimentation of passing through the important building in the section along the ground settlement and the emphasis of tunnel axis direction.
6. closely construct and protect the method for underground structure in single targe structure according to claim 1 side; it is characterized in that; the work efficiency that the described detection examination of step (5) pushes away; be meant that layout is parallel to tunnel axis and, on underground structure, arrange respective horizontal displacement monitoring point perpendicular to tunnel axis ground settlement monitoring point.
7. closely construct and protect the method for underground structure in single targe structure according to claim 1 side; it is characterized in that; the described selection construction parameter of step (5); be meant by examination and advance; intend the construction parameter of employing when tentatively determining, comprising: the thrust of shield structure, fltting speed, grouting amount, grouting pressure closely by underground structure.
8. closely construct and protect the method for underground structure in single targe structure according to claim 1 side; it is characterized in that; the described real-time monitoring feedback analysis of step (6) is meant whether differentiation back construction technology and construction parameter meet the expected requirements, to determine and the optimization safety construction parameters.
9. closely constructing and protect the method for underground structure in single targe structure according to claim 8 side, it is characterized in that, described definite and optimization safety construction parameters comprises:
1. ground settlement: 30mm～+ 10mm;
2. earth horizontal displacement: accumulated value :-30mm～+ 30mm, single maximum changing value :-15mm～+ 15mm;
3. soil pressure: 250kPa;
5. pore water pressure: 200kPa;
6. underground structure stress :-10kN/m
2～10kN/m
2
7. underground structure displacement: accumulated value :-15mm～+ 15mm, single maximum changing value :-5mm～+ 5mm.
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|---|---|---|---|
| CN2009100549164A CN101608548B (en) | 2009-07-16 | 2009-07-16 | Method for protecting underground structure of single round shield side face construction in close distance |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2009100549164A CN101608548B (en) | 2009-07-16 | 2009-07-16 | Method for protecting underground structure of single round shield side face construction in close distance |
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| Publication Number | Publication Date |
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| CN101608548A CN101608548A (en) | 2009-12-23 |
| CN101608548B true CN101608548B (en) | 2011-04-13 |
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Families Citing this family (11)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102071944B (en) * | 2010-12-17 | 2012-12-05 | 中铁十四局集团有限公司 | Simulation detection system for surface subsidence of shield tunnel construction |
| CN102155231B (en) * | 2011-03-18 | 2013-05-08 | 大连海事大学 | Quick feedback analyzing system in tunnel constructing process |
| CN102157014B (en) * | 2011-04-13 | 2013-01-16 | 西安理工大学 | Method for three-dimensional visualization of comprehensive pipeline of metro |
| CN102493424B (en) * | 2011-11-24 | 2014-07-30 | 广州市地下铁道总公司 | Prediction method for urban rail transit shield project |
| CN103471647B (en) * | 2013-08-21 | 2016-08-10 | 国家电网公司 | A kind of shield tunnel remote automation monitoring method |
| CN103510960B (en) * | 2013-10-22 | 2016-03-16 | 北京交通大学 | The sectional subsidence control method of a kind of shield structure long distance passing through building group |
| CN104462855B (en) * | 2014-12-29 | 2018-11-16 | 中国石油天然气集团公司 | A kind of method and apparatus of underground structure monitoring data processing and analysis |
| CN106372292A (en) * | 2016-08-29 | 2017-02-01 | 浙江大学城市学院 | Calculation method for building settlement caused by shield tunnel construction |
| CN106777839A (en) * | 2017-02-28 | 2017-05-31 | 青岛理工大学 | Building damage scene construction method at most unfavorable position of tunnel construction |
| CN109488312B (en) * | 2018-11-28 | 2021-02-09 | 兖州煤业股份有限公司 | Roadway driving direction correction method |
| CN111058855B (en) * | 2019-11-11 | 2021-03-16 | 北京住总集团有限责任公司 | Deformation control method and evaluation system for shield underpassing structure |
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