CN106545346A - A kind of push pipe tunnel section optimization method - Google Patents
A kind of push pipe tunnel section optimization method Download PDFInfo
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- CN106545346A CN106545346A CN201611123940.5A CN201611123940A CN106545346A CN 106545346 A CN106545346 A CN 106545346A CN 201611123940 A CN201611123940 A CN 201611123940A CN 106545346 A CN106545346 A CN 106545346A
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- 238000000034 method Methods 0.000 title claims abstract description 46
- 238000005457 optimization Methods 0.000 title claims abstract description 20
- 239000002689 soil Substances 0.000 claims abstract description 83
- 238000013461 design Methods 0.000 claims abstract description 10
- 238000004364 calculation method Methods 0.000 claims abstract description 9
- 230000005641 tunneling Effects 0.000 claims abstract description 7
- 238000004088 simulation Methods 0.000 claims description 16
- 238000010276 construction Methods 0.000 claims description 7
- 238000012544 monitoring process Methods 0.000 claims description 4
- 238000009412 basement excavation Methods 0.000 claims description 3
- 238000001514 detection method Methods 0.000 claims description 3
- 238000011835 investigation Methods 0.000 claims description 3
- 230000000704 physical effect Effects 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 238000010008 shearing Methods 0.000 claims description 3
- 238000012360 testing method Methods 0.000 claims description 3
- 239000011800 void material Substances 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 238000005259 measurement Methods 0.000 claims description 2
- 238000004062 sedimentation Methods 0.000 claims 1
- 238000005516 engineering process Methods 0.000 description 2
- 241000208340 Araliaceae Species 0.000 description 1
- 235000005035 Panax pseudoginseng ssp. pseudoginseng Nutrition 0.000 description 1
- 235000003140 Panax quinquefolius Nutrition 0.000 description 1
- 230000007812 deficiency Effects 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000008030 elimination Effects 0.000 description 1
- 238000003379 elimination reaction Methods 0.000 description 1
- 235000008434 ginseng Nutrition 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
- E21D9/10—Making by using boring or cutting machines
- E21D9/11—Making by using boring or cutting machines with a rotary drilling-head cutting simultaneously the whole cross-section, i.e. full-face machines
-
- 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
-
- 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
- E21D9/003—Arrangement of measuring or indicating devices for use during driving of tunnels, e.g. for guiding machines
Landscapes
- Engineering & Computer Science (AREA)
- Mining & Mineral Resources (AREA)
- Environmental & Geological Engineering (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Geochemistry & Mineralogy (AREA)
- Geology (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention provides a kind of push pipe tunnel section optimization method, carries out pre- driving first, the tunnel of driving is deformed naturally, monitor the actual vault sinking numerical value of soil layer and as the follow-up foundation for judging；Calculate according to given soil parameters and tunnel the Vault settlement under tunnel identical section configuration, value of calculation is contrasted with actual measured value, then illustrates that when the two is identical given soil parameters meet reality, inversion reckoning can backbreak scope on this basis；The different section configuration of backbreaking of design, backbreak the corresponding Vault settlement of section configuration by repeatedly search difference, after find Vault settlement soil layer just with the top of push pipe pipeline between just contact, but there is no the situation of additional gripping force, and by the section after corresponding backbreaking as optimal section, by Vault settlement, amendment soil parameters are constantly monitored in tunneling process, section configuration of suitably backbreaking is chosen, so that there is good gap push pipe or so and top, the clamping action up and down of soil layer is eliminated.
Description
Technical field
The present invention relates to a kind of push pipe tunnel section optimization method, belongs to jacking construction field of engineering technology.
Background technology
In conventional jacking construction, tunnel is formed by front cutterhead rotary cutting soil layer, pipeline behind by continuous jacking, by
After tunnel section deforms naturally, left and right broadens but narrows up and down, can form clamping action to pipeline in above-below direction, increase
Jacking resistance, is unfavorable for jacking operation.
The content of the invention
It is an object of the invention to overcome the deficiencies in the prior art, and a kind of push pipe tunnel section optimization method is provided, can
Clamping action up and down effectively after elimination deformation of tunnel to pipeline.
Realize technical scheme that the object of the invention adopted for a kind of push pipe tunnel section optimization method, including following step
Suddenly：
(1) it is pre- to tunnel：Using stopping operation after push-bench driving setpoint distance, the tunnel of pre- driving is made to deform naturally, encircle
Top sinks；
(2) monitor vault sinking numerical value；
(3) actual soil parameters are determined for compliance with：
(3-1) according to setting soil parameters, setting with tunnel tunnel identical section configuration, using numerical simulation
Method calculates Vault settlement；
(3-2) the vault sinking numerical value that calculated Vault settlement is obtained with monitoring is contrasted, if misfitting,
Adjustment soil parameters, the vault sinking numerical value that repeat step (3-1) to the Vault settlement for calculating and step (2) is obtained coincide, then
Soil parameters now are to meet actual soil parameters, and criterion of coincideing is not more than Vault settlement for vault sinking numerical value,
And the error between Vault settlement and vault sinking numerical value is less than 5% vault sinking numerical value；
(4) determine optimal section shape：
(4-1) set up section configuration data base：The different section configuration of backbreaking of design, foundation meet actual soil parameters
The Vault settlement numerical value backbreak under section configuration of difference are calculated using method for numerical simulation, is set up and is backbreak section configuration comprising difference
And its section configuration data base of corresponding Vault settlement numerical value；
(4-2) inversion reckoning is backbreak scope：Scan in section configuration data base, with soil layer after Vault settlement and top
Section configuration of backbreaking corresponding to Vault settlement numerical value when virtual connection is touched at the top of pipe is optimal section shape；
(5) change excavated section shape：According to position and/or the structure of the cutterhead of optimal section Adjusting Shape push-bench,
So that the tunnel cross-section form that cutterhead operation is obtained is identical with optimal section shape, pick is continued using the push-bench after cutterhead adjustment
Enter tunnel remainder, change the excavated section shape of tunnel remainder；
(6) in tunneling process repeat step (2) to step (5), until complete tunnel drivage.
Tunnel section is measured in 1～3 day after the completion of tunnel drivage in step (2), measure one within 4～6 hours
It is secondary, deformation-time plot is made, deformation data when being less than 0.1mm/d using vault sinking speed is used as vault sinking numerical value.
When being measured in step (2), measurement point position is in the medium position in driving tunnel.
Numerical simulation method and/or finite difference numerical simulation method is adopted to calculate in step (3-1) different super
The Vault settlement dug under section configuration.
When soil layer is old cohesive soil, step (3-1) calculates difference using numerical simulation method and backbreaks section shape
Vault settlement under shape；When soil layer is weak soil, general cohesive soil, recent deposit cohesive soil, sand or silt, step (3-1)
The Vault settlement that difference is backbreak under section configuration is calculated using finite difference numerical simulation method.
In step (3-2) adjustment set the particular content of soil parameters as, experience adjustments numerical value is provided according to field observation,
Color, soft or hard state, humidity, inclusion, particulate component and the bedding architecture physical property index of soil layer are observed, with reference to original
The parameter be given in design document, according to prospecting standard where Code for investigation of geotechnical engineering and tunnel excavation ground and local work
Journey experience redefines soil parameters.
Adjustment in step (3-2) sets the particular content of soil parameters to be sampled to the soil layer of construction site, and right
Soil sample detected and tested, the result of the test of the various physics and mechanics parameter of soil sample is counted and calculated, detection soil
The severe of sample, water content, void ratio, consistency factor, shearing strength, modulus of compressibility, deformation modulus, elastic modelling quantity and Poisson's ratio,
Wherein its standard value of shear Strength Calculation, the respective meansigma methodss of other specification calculating, redefine soil layer ginseng according to result of calculation
Number.
Tunnel drivage is carried out using the push-bench with assembled cutter head, assembled cutter head includes operate disk and auxiliary cutterhead.
In step (4), the particular content of cutterhead adjustment is, adjustment aids in the shape of cutterhead and/or the position relative to operator disk
Put, be allowed to meet the requirement for obtaining optimal section shape.
7～11 times for tunnel diameter of the distance of pre- driving in step (1).
As shown from the above technical solution, the push pipe tunnel section optimization method that the present invention is provided, is disappeared using backbreaking for tunnel
Except the pipeline clamping action during existing jacking construction, initially a small distance is tunneled first in advance in construction, make pre- driving
Tunnel deforms naturally, vault sinking, monitors the actual vault sinking numerical value of soil layer and as the follow-up foundation for judging；According to design
The soil parameters be given in file are calculated and tunnel the Vault settlement under tunnel identical section configuration, by value of calculation and reality
Measured value is contrasted, due to the section configuration of numerical simulation it is identical with the tunnel section for tunneling, therefore when the two is identical,
When then calculating, the soil parameters of foundation can be considered and meet actual soil parameters, inversion reckoning can backbreak scope on this basis,
Criterion of coincideing in the present invention is not more than between Vault settlement, and Vault settlement and vault sinking numerical value for vault sinking numerical value
Error be less than 5% vault sinking numerical value, i.e., after practical distortion, keystone is on design section, it is impossible to formed clamping make
With；On the basis of determining and meeting actual soil parameters, different section configurations of backbreaking are designed, it is different by repeatedly search
The corresponding Vault settlement of section configuration of backbreaking, after find Vault settlement soil layer just with push pipe pipeline at the top of between just connect
Touch, but there is no the situation of additional gripping force, and the section after corresponding backbreaking is continued with optimum end face as optimal section
Driving, as optimal section is to calculate to obtain with inversion reckoning on the basis of actual soil parameters are met, therefore tunnel
Actual deformation, vault sinking naturally are matched with the data of section configuration data base, i.e., the vault after sinking just with push pipe pipe
Virtual connection between at the top of road is touched, and is produced without chucking power；By in tunneling process, constantly monitoring vault sinking numerical value, amendment soil layer are joined
Count, choose section configuration of suitably backbreaking so that there is good gap push pipe or so and top in tunneling process, eliminate soil layer
Upper and lower clamping action, it is ensured that jacking operation is smoothed out.
After conventional jacking, after tunnel section deformation, left and right broadens but narrows up and down, forms clamping to pipeline in above-below direction and makees
With being unfavorable for jacking.Compared to prior art, the present invention forms backbreak space in vault by shifting to an earlier date, using its vault certainty
The objective law that deformation is sunk so as to correct naturally tunnel contour line, reaching left and right and top has good gap, eliminates upper and lower
Clamping action.
Description of the drawings
The flow chart of the push pipe tunnel section optimization method that Fig. 1 is provided for the present invention.
The schematic diagram of the push pipe tunnel section optimization method that Fig. 2 is provided for the present invention.
Specific embodiment
With reference to the accompanying drawings and examples the present invention is illustrated in detail, present disclosure is not limited to following
Embodiment.
Referring to the push pipe tunnel section optimization method that Fig. 1, the present invention are provided, comprise the steps：
(1) it is pre- to tunnel：Tunnel drivage is carried out using the push-bench with assembled cutter head, assembled cutter head includes operate disk and auxiliary
Cutterhead, stops operation after driving setpoint distance, the tunnel of pre- driving deform naturally, vault sinking, and the distance tunneled in advance is tunnel
7～11 times of hole dia；
(2) monitor vault sinking numerical value：Tunnel section is measured in 1～3 day after the completion of tunnel drivage, measured
Point chooses the medium position for having tunneled tunnel, it is to avoid the impact at hole and face, measures once within 4～6 hours, makes change
Shape-time plot, deformation data when being less than 0.1mm/d using vault sinking speed is used as vault sinking numerical value；
(3) actual soil parameters are determined for compliance with：
(3-1) soil parameters of the soil parameters be given with design document as initial calculation, using method for numerical simulation
Calculate and tunnel the Vault settlement under tunnel identical section configuration, when soil layer is old cohesive soil, using finite element numerical
Analogy method is calculated；When soil layer is weak soil, general cohesive soil, recent deposit cohesive soil, sand or silt, using limited
Difference numerical analogy method is calculated；
(3-2) the vault sinking numerical value that calculated Vault settlement is obtained with monitoring is contrasted, if misfitting,
Adjustment soil parameters, the vault sinking numerical value that repeat step (3-1) to the Vault settlement for calculating and step (2) is obtained coincide, then
Soil parameters now are to meet actual soil parameters, and criterion of coincideing is not more than Vault settlement for vault sinking numerical value,
And the error between Vault settlement and vault sinking numerical value is less than 5% vault sinking numerical value；
Adjustment set the particular content of soil parameters as：
A, experience adjustments numerical value is provided according to field observation, that is, observe the color of soil layer, soft or hard state, humidity, inclusion,
Particulate component and bedding architecture physical property index, with reference to the parameter be given in original design document, according to geotechnical engineering investigation
Standard is reconnoitred where specification and tunnel excavation ground and local engineering experience redefines soil parameters；
B, the soil layer to construction site are sampled, and soil sample are detected and is tested, various physics to soil sample and
The result of the test of mechanics parameter is counted and is calculated, and the severe of detection soil sample, water content, void ratio, consistency factor, shearing resistance are strong
Degree, modulus of compressibility, deformation modulus, elastic modelling quantity and Poisson's ratio, wherein shear Strength Calculation its standard value, other specification calculate each
From meansigma methodss, soil parameters are redefined according to result of calculation；
(4) determine optimal section shape：
(4-1) set up section configuration data base：The different section configuration of backbreaking of design, according to the symbol that step (3-2) determines
Close actual soil parameters and the Vault settlement numerical value that difference is backbreak under section configuration, numerical simulation are calculated using method for numerical simulation
The same step of the selection (3-1) of method, sets up the section shape of backbreak comprising difference section configuration and its corresponding Vault settlement numerical value
Shape data base；
(4-2) inversion reckoning is backbreak scope：Scan in section configuration data base, with soil layer after Vault settlement and top
Section configuration of backbreaking corresponding to Vault settlement numerical value when virtual connection is touched at the top of pipe is optimal section shape；
(5) change excavated section shape：The shape of cutterhead is aided in and/or relative to operator according to optimal section Adjusting Shape
The position of disk so that the tunnel cross-section form that cutterhead operation is obtained is identical with optimal section shape, using the top after cutterhead adjustment
Pipe machine continues driving tunnel remainder, changes the excavated section shape of tunnel remainder；
(6) in tunneling process repeat step (2) to step (5), until complete tunnel drivage.
Referring to Fig. 2, after conventional jacking, as shown in lines 1, after its deformation, left and right broadens but narrows (such as line up and down tunnel section
2) bar, forms clamping action to pipeline in above-below direction, is unfavorable for jacking.The present invention is by forming space of backbreaking in vault in advance
(such as lines 3), necessarily deform the objective law of sinking using its vault so as to correct naturally tunnel contour line, revised tunnel
As shown in lines 4, reach push pipe or so and top has good gap to hole contour line, eliminates up and down clamping of the soil layer to push pipe and makees
With.
Claims (10)
1. a kind of push pipe tunnel section optimization method, it is characterised in that comprise the steps：
(1) it is pre- to tunnel：Using stopping operation after push-bench driving setpoint distance, the tunnel of pre- driving is made to deform naturally, under vault
It is heavy；
(2) monitor vault sinking numerical value；
(3) actual soil parameters are determined for compliance with：
(3-1) according to setting soil parameters, setting with tunnel tunnel identical section configuration, using method for numerical simulation
Calculate Vault settlement；
(3-2) the vault sinking numerical value that calculated Vault settlement is obtained with monitoring is contrasted, if misfitting, is adjusted
Soil parameters, the vault sinking numerical value that repeat step (3-1) to the Vault settlement for calculating and step (2) is obtained coincide, then now
Soil parameters be to meet actual soil parameters, criterion of coincideing is that vault sinking numerical value is not more than Vault settlement, and arch
Error between top sedimentation and vault sinking numerical value is less than 5% vault sinking numerical value；
(4) determine optimal section shape：
(4-1) set up section configuration data base：The different section configuration of backbreaking of design, adopts according to actual soil parameters are met
Method for numerical simulation calculates the Vault settlement numerical value backbreak under section configuration of difference, set up comprising difference backbreak section configuration and its
The section configuration data base of corresponding Vault settlement numerical value；
(4-2) inversion reckoning is backbreak scope：Scan in section configuration data base, with soil layer after Vault settlement and push pipe top
Section configuration of backbreaking corresponding to Vault settlement numerical value when portion's virtual connection is touched is optimal section shape；
(5) change excavated section shape：According to position and/or the structure of the cutterhead of optimal section Adjusting Shape push-bench so that
The tunnel cross-section form that cutterhead operation is obtained is identical with optimal section shape, continues driving tunnel using the push-bench after cutterhead adjustment
Hole remainder, changes the excavated section shape of tunnel remainder；
(6) in tunneling process repeat step (2) to step (5), until complete tunnel drivage.
2. push pipe tunnel section optimization method according to claim 1, it is characterised in that：In tunnel drivage in step (2)
After the completion of 1～3 day in tunnel section is measured, 4～6 hours measure once, make deformation-time plot, with encircle
Top subsidence velocity is less than deformation data during 0.1mm/d as vault sinking numerical value.
3. push pipe tunnel section optimization method according to claim 1, it is characterised in that：When being measured in step (2)
Measurement point position is in the medium position in driving tunnel.
4. push pipe tunnel section optimization method according to claim 1, it is characterised in that：Using limited in step (3-1)
First method for numerical simulation and/or finite difference numerical simulation method calculate the Vault settlement that difference is backbreak under section configuration.
5. push pipe tunnel section optimization method according to claim 4, it is characterised in that：When soil layer is old cohesive soil,
Step (3-1) calculates the Vault settlement that difference is backbreak under section configuration using numerical simulation method；When soil layer be weak soil,
When general cohesive soil, recent deposit cohesive soil, sand or silt, step (3-1) is calculated using finite difference numerical simulation method
The Vault settlement that difference is backbreak under section configuration.
6. push pipe tunnel section optimization method according to claim 1, it is characterised in that：Adjustment setting in step (3-2)
The particular content of soil parameters is, provides experience adjustments numerical value according to field observation, that is, observe the color of soil layer, soft or hard state,
Humidity, inclusion, particulate component and bedding architecture physical property index, with reference to the parameter be given in original design document, according to
Standard is reconnoitred where Code for investigation of geotechnical engineering and tunnel excavation ground and local engineering experience redefines soil parameters.
7. push pipe tunnel section optimization method according to claim 1, it is characterised in that：Adjustment setting in step (3-2)
The particular content of soil parameters is that the soil layer of construction site is sampled, and soil sample is detected and is tested, to soil sample
The result of the test of various physics and mechanics parameter is counted and is calculated, the severe of detection soil sample, water content, void ratio, denseness
Index, shearing strength, modulus of compressibility, deformation modulus, elastic modelling quantity and Poisson's ratio, wherein shear Strength Calculation its standard value, its
He calculates respective meansigma methodss at parameter, redefines soil parameters according to result of calculation.
8. push pipe tunnel section optimization method according to claim 1, it is characterised in that：Using the push pipe with assembled cutter head
Machine carries out tunnel drivage, and assembled cutter head includes operate disk and auxiliary cutterhead.
9. push pipe tunnel section optimization method according to claim 8, it is characterised in that：Cutterhead adjustment in step (4)
Particular content is, the shape of adjustment auxiliary cutterhead and/or the position relative to operator disk, is allowed to meet and obtains optimal section shape
Requirement.
10. push pipe tunnel section optimization method according to claim 1, it is characterised in that：In step (1) pre- driving away from
From 7～11 times for tunnel diameter.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109594990A (en) * | 2018-11-21 | 2019-04-09 | 中铁二局第三工程有限公司 | A kind of bad ground big cross section pipe jacking construction method |
| CN111119901A (en) * | 2019-12-12 | 2020-05-08 | 中电建生态环境集团有限公司 | Method for controlling settlement of existing structure |
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| CN105320817A (en) * | 2015-11-19 | 2016-02-10 | 北京工业大学 | Method for determining flatness ratio of shallow and long-span city tunnel |
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| CN1975112A (en) * | 2006-12-14 | 2007-06-06 | 同济大学 | Shield tunnel subsidence control method based on exploring radar |
| JP5181272B2 (en) * | 2007-11-05 | 2013-04-10 | 清水建設株式会社 | Tunnel stability evaluation method and program thereof |
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| CN106545346B (en) | 2017-08-25 |
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