CN106777568A - Full face rock tunnel boring machine cutterhead tunnels the determination method of load - Google Patents
Full face rock tunnel boring machine cutterhead tunnels the determination method of load Download PDFInfo
- Publication number
- CN106777568A CN106777568A CN201611075186.2A CN201611075186A CN106777568A CN 106777568 A CN106777568 A CN 106777568A CN 201611075186 A CN201611075186 A CN 201611075186A CN 106777568 A CN106777568 A CN 106777568A
- Authority
- CN
- China
- Prior art keywords
- cutterhead
- load
- driving
- tunnels
- boring machine
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/10—Geometric CAD
- G06F30/17—Mechanical parametric or variational design
Landscapes
- Engineering & Computer Science (AREA)
- Physics & Mathematics (AREA)
- Theoretical Computer Science (AREA)
- Geometry (AREA)
- General Physics & Mathematics (AREA)
- Evolutionary Computation (AREA)
- General Engineering & Computer Science (AREA)
- Computer Hardware Design (AREA)
- Computational Mathematics (AREA)
- Mathematical Analysis (AREA)
- Mathematical Optimization (AREA)
- Pure & Applied Mathematics (AREA)
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The invention discloses a kind of determination method that full face rock tunnel boring machine cutterhead tunnels load, including：Determine cutterhead driving thrust and determine cutterhead driving moment of torsion two parts content, cutterhead driving thrust and cutterhead driving moment of torsion are changed proportionally with rock uniaxiality strength in the present invention, are changed by power function with pile penetration and cutter diameter.It is power exponent for cutterhead tunnels thrust pile penetration and cutter diameter plus and be 2；Tunnel moment of torsion for cutterhead, the power exponent of pile penetration and cutter diameter plus and be 3.The relation of cutterhead driving load and all kinds of parameters is inherently disclosed, cutterhead driving load of the full face rock tunnel boring machine under different geological conditions and mode of operation in whole excavation work can be calculated；The present invention is that the driving of hard rock digging device and the design of transmission system provide basic data, while or thrust parameter, the setting of torque parameter and real-time adjustment provide foundation in work progress.
Description
Technical field
The invention belongs to manufacturing and designing and construction technology for hard rock tunnel digging device, and in particular to a kind of tunneling boring rock
Development machine cutterhead tunnels the determination method of load.
Background technology
Full face rock tunnel boring machine (Full Face Rock Tunnel Boring Machine, be abbreviated as TBM) is collection
The new and high technologies such as machinery, observing and controlling, hydraulic pressure, electrotechnical, electronic, computer in one, for excavating the large-scale special of underpass engineering
Engineer equipment.Due to its quick, high-quality, safety, advantage economical and environmentally friendly, TBM is in China's municipal administration, traffic, mine, water conservancy water
Application in the Tunnel Engineering such as electricity rapidly increases.Cutterhead is assemblied in the forefront of equipment, is the direct driving part of TBM, cutterhead
The determination for tunneling load is one of core technology of TBM design and construction links.On the one hand, the forward direction in equipment dynamical system sets
Need to provide the discreet value that cutterhead tunnels load according to construction geology, tunnel diameter etc. in meter；On the other hand, in work progress
Need to carry out real-time adjustment to cutterhead driving load according to operating parameter, construction environment etc., if load control is improper, may cause
Equipment is damaged, triggers serious disasters and accidents.It is equal that cutterhead tunnels the factors such as load and geological conditions, equipment configuration and mode of operation
Closely related, the load value difference between different engineerings is very big.At present, full face rock tunnel boring machine cutterhead driving load determination still
Lack fast and effectively means, therefore the urgent need as the industry already.
The content of the invention
The purpose of the present invention is to propose that a kind of full face rock tunnel boring machine cutterhead tunnels the determination method of load, is hard rock
The dynamical system design and site operation control of digging device provide foundation.
In order to solve the above-mentioned technical problem, a kind of full face rock tunnel boring machine cutterhead proposed by the present invention tunnels load really
Determine method, including：Determine cutterhead driving thrust F and determine cutterhead driving torque T two parts content, wherein, F=0.147CPaDb,
T=8.733 μ CPcDd, C is rock uniaxiality strength, and P is pile penetration, and D is cutter diameter, and μ is rubbing between cutterhead and rock
Wipe coefficient, a=0.0~1.0, b=1.0~2.0, c=0.0~1.5, d=1.5~3.0, and a+b=2, c+d=3.
Preferably：A=0.73, b=1.27, c=1.39, d=1.61.
Compared with prior art, the beneficial effects of the invention are as follows：
Each formula uses Dimensionless Form in the present invention, is easy to application, and inherently disclose cutterhead driving load
With the relation of all kinds of parameters；Adopting said method can fast and accurately determine the cutterhead driving load of full face rock tunnel boring machine.By
The influence of load is tunneled to cutterhead in the central factors such as geologic parameter, operating parameter and structural parameters have been considered, thus is counted
Calculate result accurately and reliably.Also, change that can be at any time according to construction geology and mode of operation is adjusted flexibly driving load parameter, is
Provide can for the setting of operating parameter and real-time adjustment in the design and work progress of full face rock tunnel boring machine dynamical system
The foundation leaned on.
Specific embodiment
Technical solution of the present invention is described in further detail with reference to specific embodiment, described specific embodiment
Only the present invention is explained, is not intended to limit the invention.
Mentality of designing of the invention is：Cutterhead driving load (including cutterhead driving thrust and cutterhead driving moment of torsion) is with rock
Uniaxial compressive strength is changed proportionally, and is changed by power function with pile penetration and cutter diameter.In the present invention, pushed away for cutterhead driving
The power exponent of power, pile penetration and cutter diameter plus and be 2；For cutterhead driving moment of torsion, the power of pile penetration and cutter diameter refers to
It is several plus and be 3.
A kind of full face rock tunnel boring machine cutterhead proposed by the present invention tunnels the determination method of load, including：
(1) cutterhead driving thrust F is determined：
F=0.147CPaDb
In formula, F is that cutterhead tunnels thrust, and C is rock uniaxiality strength, and P is pile penetration, and a=0.0~1.0, D is knife
Disk diameter, b=1.0~2.0, and a+b=2；
(2) determine that cutterhead tunnels torque T：
T=8.733 μ CPcDd
In formula：T is that cutterhead tunnels moment of torsion, and μ is the coefficient of friction between cutterhead and rock, according to main between cutterhead and rock
The different choice of friction type is wanted to roll or the coefficient of sliding friction, C is rock uniaxiality strength, P is pile penetration, c=0.0~
1.5, D is cutter diameter, d=1.5~3.0, and c+d=3.
Above-mentioned two formula uses Dimensionless Form, therefore without specifying the unit of each physical quantity, user Ke Yi during calculating
The unit of each physical quantity is set according to actual demand, result of calculation is consistent.
Experiment material 1：The cutter diameter D=8m of the full face rock tunnel boring machine that a certain tunnel piercing engineering is used, with
Engineering is tunneled to as a example by geological conditions during 21198 pile No. and mode of operation, the geology as involved by the tunnel piercing engineering
Geologic parameter is obtained in report, the rock uniaxiality strength C=120MPa at the pile No. of engineering the 21198th.Cutterhead and rock
Between friction based on rolling friction, coefficient of rolling friction μ=0.03 between cutterhead and rock.Involved operating parameter
By the automatic record of equipment, the tunnel piercing engineering is tunneled to pile penetration P=0.0085m during 21198 pile No..Using this hair
The determination method of the full face rock tunnel boring machine cutterhead driving load of bright proposition calculates cutterhead driving thrust and cutterhead driving moment of torsion
Comprise the following steps that：
(1) cutterhead driving thrust, F=0.147CP are calculatedaDb, power exponent a=0.73, b=1.27 therein；I.e.：
F=0.147CP0.73D1.27, each variable (including numerical value and unit) is substituted into, obtain：
F=0.147 × (120MPa) × (0.0085m)0.73×(8m)1.27
=0.147 × (120MNm-2)×(0.0085m)0.73×(8m)1.27=7.619MN
(2) cutterhead driving moment of torsion, T=8.733 μ CP are calculatedcDd, power exponent c=1.39, c=1.61 therein；I.e.：
T=8.733 μ CP1.39D1.61, each variable (including numerical value and unit) is substituted into, obtain：
T=8.733 × 0.03 × (120MPa) × (0.0085m)1.39×(8m)1.61
=8.733 × 0.03 × (120MNm-2)×(0.0085m)1.39×(8m)1.61=1.184MNm
So far, equipment driving to cutterhead during 21198 pile No. tunnels load, remaining each pile No. in having calculated that the engineering
Can determine by the same way.Thus full face rock tunnel boring machine is in different geological conditions and behaviour during whole engineering can be calculated
Make the cutterhead driving load under state.
Experiment material 2：The cutter diameter D=8m of the full face rock tunnel boring machine that a certain tunnel piercing engineering is used, with
Engineering is tunneled to as a example by geological conditions during 967 pile No. and mode of operation, the geology report as involved by the tunnel piercing engineering
Geologic parameter is obtained in announcement, the rock uniaxiality strength C=25MPa at the pile No. of engineering the 967th.Between cutterhead and rock
Rub based on sliding friction, friction coefficient mu=0.03 between cutterhead and rock.Involved operating parameter is by dress
Standby automatic record, the tunnel piercing engineering is tunneled to pile penetration P=0.0102m during 967 pile No..Using proposed by the present invention
When the determination method of full face rock tunnel boring machine cutterhead driving load calculate cutterhead driving thrust and cutterhead driving moment of torsion, root
According to F=0.147CPaDb, a=0.73, b=1.27, c=1.39, d=1.61 in formula, each variable of substitution (including numerical value and list
Position) after, equipment driving to cutterhead driving load during 967 pile No. is in obtaining the tunnel piercing engineering：Cutterhead driving thrust F
=1.813MN, cutterhead driving torque T=2.648MNm.Remaining each pile No. can determine by the same way.
The present invention is that the driving of hard rock digging device and the design of transmission system provide basic data, while or constructing
Thrust parameter, the setting of torque parameter and real-time adjustment provide foundation in journey.
Although above, invention has been described, the invention is not limited in above-mentioned specific embodiment, on
The specific embodiment stated is only schematical, and rather than restricted, one of ordinary skill in the art is of the invention
Under enlightenment, without deviating from the spirit of the invention, many variations can also be made, these belong to protection of the invention
It is interior.
Claims (2)
1. a kind of full face rock tunnel boring machine cutterhead tunnels the determination method of load, it is characterised in that：Including：
Determine cutterhead driving thrust F：
F=0.147CPaDb
In formula, F is that cutterhead tunnels thrust, and C is rock uniaxiality strength, and P is pile penetration, and a=0.0~1.0, D is that cutterhead is straight
Footpath, b=1.0~2.0, and a+b=2；
Determine that cutterhead tunnels torque T：
T=8.733 μ CPcDd
In formula：T is that cutterhead tunnels moment of torsion, and μ is the coefficient of friction between cutterhead and rock, and C is rock uniaxiality strength, and P is
Pile penetration, c=0.0~1.5, D is cutter diameter, d=1.5~3.0, and c+d=3.
2. full face rock tunnel boring machine cutterhead tunnels the determination method of load according to claim 1, it is characterised in that：A=
0.73, b=1.27, c=1.39, d=1.61.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611075186.2A CN106777568B (en) | 2016-11-29 | 2016-11-29 | Method for determining tunneling load of cutter head of full-face rock tunneling machine |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201611075186.2A CN106777568B (en) | 2016-11-29 | 2016-11-29 | Method for determining tunneling load of cutter head of full-face rock tunneling machine |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN106777568A true CN106777568A (en) | 2017-05-31 |
| CN106777568B CN106777568B (en) | 2020-09-01 |
Family
ID=58898403
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201611075186.2A Active CN106777568B (en) | 2016-11-29 | 2016-11-29 | Method for determining tunneling load of cutter head of full-face rock tunneling machine |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN106777568B (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109344540A (en) * | 2018-11-01 | 2019-02-15 | 大连理工大学 | A kind of tunneling boring hard rock mole vibration reduction optimization construction design method |
| CN109558648A (en) * | 2018-11-08 | 2019-04-02 | 大连理工大学 | A kind of tunneling boring hard rock tunnel driving machine host Vibration Absorption Designing method for installing MR damper |
| CN109630154A (en) * | 2019-01-24 | 2019-04-16 | 华能西藏雅鲁藏布江水电开发投资有限公司 | Tunneling robot for tunneling and remote mobile terminal command system |
| CN112065421A (en) * | 2020-10-10 | 2020-12-11 | 中国铁建重工集团股份有限公司 | Automatic positioning method for heading machine cutter head |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102129499A (en) * | 2011-03-15 | 2011-07-20 | 天津大学 | Calculation method of drive loads of cutterhead of tunnel borer |
| CN105631150A (en) * | 2016-01-05 | 2016-06-01 | 石家庄铁道大学 | Optimization method of shield excavation parameters under condition of compound stratum |
-
2016
- 2016-11-29 CN CN201611075186.2A patent/CN106777568B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102129499A (en) * | 2011-03-15 | 2011-07-20 | 天津大学 | Calculation method of drive loads of cutterhead of tunnel borer |
| CN105631150A (en) * | 2016-01-05 | 2016-06-01 | 石家庄铁道大学 | Optimization method of shield excavation parameters under condition of compound stratum |
Non-Patent Citations (3)
| Title |
|---|
| MEIDONG HAN ET AL.: ""Tunneling Simulation and Strength Analysis of Cutterhead System of TBM"", 《INTERNATIONAL CONFERENCE ON INTELLIGENT ROBOTICS AND APPLICATIONS》 * |
| 周思阳 等: ""基于力学分析的TBM掘进总推力预测模型研究"", 《机械工程学报》 * |
| 韩美东 等: ""刀盘掘进过程动态仿真"", 《哈尔滨工程大学学报》 * |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109344540A (en) * | 2018-11-01 | 2019-02-15 | 大连理工大学 | A kind of tunneling boring hard rock mole vibration reduction optimization construction design method |
| CN109344540B (en) * | 2018-11-01 | 2022-10-18 | 大连理工大学 | Design method for vibration reduction optimization structure of full-face hard rock heading machine |
| CN109558648A (en) * | 2018-11-08 | 2019-04-02 | 大连理工大学 | A kind of tunneling boring hard rock tunnel driving machine host Vibration Absorption Designing method for installing MR damper |
| CN109558648B (en) * | 2018-11-08 | 2022-10-21 | 大连理工大学 | Vibration reduction design method for main machine of full-face hard rock tunnel boring machine provided with magnetorheological damper |
| CN109630154A (en) * | 2019-01-24 | 2019-04-16 | 华能西藏雅鲁藏布江水电开发投资有限公司 | Tunneling robot for tunneling and remote mobile terminal command system |
| CN109630154B (en) * | 2019-01-24 | 2023-08-25 | 华能西藏雅鲁藏布江水电开发投资有限公司 | Tunneling robot for tunneling and remote mobile terminal command system |
| CN112065421A (en) * | 2020-10-10 | 2020-12-11 | 中国铁建重工集团股份有限公司 | Automatic positioning method for heading machine cutter head |
| CN112065421B (en) * | 2020-10-10 | 2022-04-22 | 中国铁建重工集团股份有限公司 | Automatic positioning method for heading machine cutter head |
Also Published As
| Publication number | Publication date |
|---|---|
| CN106777568B (en) | 2020-09-01 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN106777568A (en) | Full face rock tunnel boring machine cutterhead tunnels the determination method of load | |
| Barla et al. | TBM tunnelling in difficult ground conditions | |
| Shahriar et al. | Geotechnical risk assessment based approach for rock TBM selection in difficult ground conditions | |
| CN104265307B (en) | Non-uniform-hardness stratum earth pressure balance shield tunnel underpassing railway existing line construction method | |
| Zhao et al. | Torque fluctuation analysis and penetration prediction of EPB TBM in rock–soil interface mixed ground | |
| CN103628920B (en) | Sedimentation early-warning prediction method near a kind of constructing tunnel scope of operation | |
| de Oliveira et al. | TBM interaction with soil-rock transitional ground | |
| CN108268709B (en) | Method for calculating total tunneling thrust of composite shield in rock-soil mixed geology | |
| CN108241780A (en) | Composite shield tunnels the computational methods of cutter head torque in ground mixes geology | |
| CN104732059B (en) | The computational methods of gross thrust in hard rock TBM equipment tunneling processes | |
| CN104329093A (en) | Shield interval tunnel group section dividing method | |
| Tang et al. | Analysis on the excavation management system of slurry shield TBM in permeable sandy ground | |
| CN102147826A (en) | Method for calculating optimal driving speed of tunneling machine under different geologies | |
| CN105065011A (en) | Construction method of soft soil shield tunneling cutting pile foundation | |
| Isaksson | Tunnelling in poor ground—Choice of shield method based on reliability | |
| CN101994511A (en) | Construction technique for cutting and splitting rectangle grooves of railway and road tunnel | |
| Silva et al. | Twin tunnels excavated in mixed face conditions | |
| CN103510962A (en) | Soft soil stratum shield penetration building grading deformation control method | |
| CN105257312B (en) | A kind of control method of shield machine driving speed | |
| Mei et al. | Experimental Study on Shield Tunneling Control in Full Section Water‐Rich Sand Layer of Collapsible Loess | |
| Anagnostou et al. | Lake Mead Intake No 3 Tunnel–design considerations and construction experience | |
| Liu et al. | Stratigraphic classification based on the evaluated difficulty of the construction by using shield tunneling machine | |
| CN106202785A (en) | The method calculating hard rock tunnel development machine cutter head torque | |
| Gao et al. | The mechanism of ground subsidence induced by EPB tunneling in sand and cobble stratum | |
| Ehrbar et al. | Grouting works at the Gotthard Base Tunnel/Injektionsmaßnahmen am Gotthard‐Basistunnel |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |