CN104879135B - Method for designing Y-shaped support shoe structures of full-face rock tunnel boring machines - Google Patents
Method for designing Y-shaped support shoe structures of full-face rock tunnel boring machines Download PDFInfo
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- CN104879135B CN104879135B CN201510313541.4A CN201510313541A CN104879135B CN 104879135 B CN104879135 B CN 104879135B CN 201510313541 A CN201510313541 A CN 201510313541A CN 104879135 B CN104879135 B CN 104879135B
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Abstract
The invention belongs to the field of boring technologies for full-face rock tunnel boring machines, relates to a tunnel rock boring machine, and particularly relates to a method for designing Y-shaped support shoe structures of full-face rock tunnel boring machines. The method includes analyzing instability geological characteristics; primarily selecting included angles between first oblique support shoes and second oblique support shoes of right half portions of Y-shaped support shoes according to the geological characteristics; analyzing the stability of the right half portions by the aid of software ANSYS, judging whether the right half portions are stable or not and adjusting the right half portions until the right half portions are stable if the right half portions are not stable; determining left half portion structures and forming the Y-shaped support shoe structures. The method has the advantages that stable support effects can be realized under instable geological conditions, the probability of rock burst and collapse of surrounding rock at support shoe positions in rock burst regions and surrounding rock broken strata can be effectively reduced, and the adaptability and the boring efficiency of equipment of the TBM (tunnel boring machines) in the rock burst regions and the surrounding rock broke strata can be obviously improved.
Description
Technical field
The invention belongs to full face rock tunnel boring machine driving technology field, is related to a kind of tunnel rock ripper, particularly
A kind of full face rock tunnel boring machine Y types supporting boot construction design method.
Background technology
Full face rock tunnel boring machine is a kind of large-scale special engineering machinery of tunnel piercing, and in the tunnel of some complicated geologies
Apply in the engineering of hole, standing part of the supporting boot as full face rock tunnel boring machine, during driving, be supported by main screw lift, and will
Thrust and moment of torsion counter-force pass to hole wall, are uniformly supported Dong Bishang by spherical hinge, it is to avoid cause concentrfated load to hole wall
Destruction.Open type hard rock mole supporting form is divided into horizontal support and X-type support level is supported, and simple structure can be continuous
Tuning, each support boots independently can be moved, and for the country rock adjustment support boots position of different operating modes, market is widely used.But in shakiness
Determine under geological conditions, as rock mass bonding capacity is poor, rock crusher, excavation face are short from the steady time, country rock can not be provided to support boots
Enough reaction of bearings are tunneled advancing machine；X-type supporting construction is complicated, Hydraulic Elements are more, on the high side, in tunneling process not
Energy tuning, safeguards very difficult, and market is using by a definite limitation.
China Patent No. CN202194669 U, patent name：" a kind of TBM supports the improved structure of boots ", inventor Yuan Liang etc.
People discloses a kind of full face rock tunnel boring machine supporting boot structure, and the support boots both wings are provided with the arc consistent with support boots surface radian
The extrados of shape plate and arc with support boots extrados it is concordant, adopt reinforcement gusset for steel plate and be right triangular shape, two is straight
The arm of angle is welded and fixed with support boots side and arc intrados respectively.The patent increases the contact area of support boots and country rock, delays
Rockburst Problem has been solved, but, for unstable geology, the contact area of horizontal support is simultaneously little, so can not provide steady enough
Fixed reaction of bearing, it is not enough that the patent yet suffers from contact area under unstable surrounding rock, it is impossible to the stable problem for supporting.But at present
, in tunnel excavating process, there are the following problems for two kinds of supporting boot：
1. under the conditions of being horizontally supported at unstable geology, as rock mass bonding capacity is poor, rock crusher, excavation face from it is steady when
Between it is short, country rock can not for support boots provide enough reaction of bearings to advance machine to tunnel；
2. pair complicated to X-type supporting construction, Hydraulic Elements are more, on the high side, once run into failure, no in work progress
Energy tuning, safeguards very difficult, and market is using by a definite limitation.
The content of the invention
The present invention has invented a kind of full face rock tunnel boring machine Y types supporting boot structure design for the defect of prior art
Method, under the conditions of solution is horizontally supported at unstable geology, contact area is not enough, so that enough support forces can not be provided, most
Cause the problem of rock crusher eventually.
The technical solution used in the present invention is a kind of full face rock tunnel boring machine Y types supporting boot construction design method, and which is special
Levy and be, the method is analyzed to unstable geology characteristic first, according to geology characteristic primary election Y type supporting boots right half part
Angle theta ° between one bearing diagonal boots 9 and the second bearing diagonal boots 14, then the stability for analyzing right half part using LS-DYNA, sentence
Whether disconnected stable, such as shakiness rule continues adjustment until stable, and finally determination left-half structure, forms Y types supporting boot 4 and tie
Structure, method for designing are comprised the concrete steps that：
1) the characteristics of analyzing unstable geology
If unstable geology, as rock mass bonding capacity is poor, rock crusher, excavation face are short from the steady time, country rock can not
There is provided enough reaction of bearings to advance machine to tunnel to support boots, using Y types supporting boot 4,4 right half part of Y types supporting boot is adopted
2 points of supports, i.e., supported with the first bearing diagonal boots 9 and the second bearing diagonal boots 14：
2) the first bearing diagonal boots 9 are connected with 8 one end of the first bearing diagonal oil cylinder, 8 other end of the first bearing diagonal oil cylinder and master
Beam 3 is connected；One end of second bearing diagonal oil cylinder 13 is connected with the second bearing diagonal boots 14, the other end of the second bearing diagonal oil cylinder 13 with
Girder 3 is connected；
3) angle between Y type supporting boots the first bearing diagonal of right half part boots 9 and the second bearing diagonal boots 14 is set as θ °；
4) using the stability of ANSYS software analysis right half parts
1. supporting construction-country rock three-dimensional modeling
According to concrete engineering situation, country rock chooses different diameters；The first bearing diagonal support of 4 right half part of Y types supporting boot
Boots 9 and the second bearing diagonal support boots 14 are close on country rock wall in θ ° of angle, and this process is completed by assembling in three-dimensional software；
2. supporting construction-country rock finite element modeling
The characteristics of by analyzing concrete tunnel surrounding, determine the physical parameter of rock, determine the dynamic damage of rock material
Model；Stress and strain model is carried out to country rock and Y types supporting boot 4, after having divided grid, is country rock and the setting contact of Y types supporting boot 4
Condition；After contact conditions are set, it is Y types supporting boot 4 and country rock setting constraints according to concrete operating mode；
3. the determination of supporting construction-bed boundaries load
Determine the support force of full face rock tunnel boring machine Y types supporting boot 4
A. the calculating of overall driving force
The full payload that all disk cutters can bear on cutterhead
FS1=Pdn (1)
In formula, PdOne every maximum axial suffered by disk cutter；
The hobboing cutter sum installed on mono- cutterheads of n；
The total power of friction that TBM is subject to when advancing
FS2=0.98 μ (W+0.8FF)/2 (2)
In formula, the quality of mono- TBM main frames of W；FFOne total support force；
The coefficient of friction of mono- TBM of μ, typically takes 0.3；
The drawing force of Rear impact
FS3=μ Wb (3)
In formula, WbThe gross mass of one TBM Rear impacts, the coefficient of friction of mono- Rear impacts of μ, typically takes 0.2；
Required overall driving force when to sum up .TBM is tunneled forward
FS=FS1+FS2+FS3 (4)
B. the driving torque of cutterhead is calculated
Driving torque needed for TBM cutterheads
T=PtNr=frPdnr (5)
In formula, frOne coefficient of sliding friction, hard rock take 0.1 when tunneling；The average revolution of disk cutter half on mono- cutterheads of r
Footpath；PdOne every maximum axial suffered by disk cutter；
C. the calculating of clamping force
FC=mFS (6)
In formula, m mono- determines maximum clamping force according to engineering practice value；
By determining nominal torque to cutterhead rotating speed, torque value of getting rid of poverty, determine the horizontal confined pressure and vertical confined pressure of country rock,
Built unit group adds confined pressure；
4. according to interpretation of result stability
By analyzing the 4 all directions force diagram of rock quality table and Y types supporting boot that emulation gets, judge that Y types supporting boot 4 is received
The stability of power；
(4) determination of 4 left side structure of Y types supporting boot
In the case where two strong points are stably supported, horizontal support 10 is adopted on the left of Y types supporting boot 4, by horizontal brace boots
10 are connected with cross cylinder 6, and the first moment of torsion oil cylinder 5 and the second moment of torsion oil cylinder 11 are connected with cross cylinder 6, cross cylinder 6 with it is main
Beam 3 is connected.
The invention has the beneficial effects as follows enough support forces can be provided using Y types supporting boot in tunneling process, make to enclose
Rock keeps good stability.Therefore, the present invention can provide stable support under the conditions of unstable geology, it is possible to effectively drop
There is rock burst, the probability of landslide in low rock burst area and rock crusher stratum support boots position country rock, hence it is evident that improve TBM in rock burst area and
The adaptability and drivage efficiency of equipment in broken formation.
Description of the drawings
Fig. 1 is full face rock tunnel boring machine Y types supporting boot overall structure diagram of the present invention, and Fig. 2 is the A-A section views of Fig. 1
Figure, represents Y type supporting boot structures.In figure：1- cutterheads, 2- shields, 3- girders, 4-Y type supporting boots, 5- the first moment of torsion oil cylinders, 6-
Cross cylinder, the first propelling cylinders of 7-, 8- the first bearing diagonal oil cylinders, 9- the first bearing diagonal boots, 10- horizontal brace boots, 11- second are turned round
Square oil cylinder, the second propelling cylinders of 12-, 13- the second bearing diagonal oil cylinders, 14- the second bearing diagonal boots, θ-the first bearing diagonals boots 9 and
Angle between two bearing diagonal boots 14, unit degree.
Fig. 3 is Y type Right side support boots force diagrams.Wherein, A directions be horizontal supporting force, B directions be vertical support force, C side
To for horizontal impulse.
Fig. 4 is method for designing flow chart
Specific embodiment
Being embodied as the present invention is described in detail with reference to accompanying drawing and technical scheme.Full face rock tunnel boring machine is a kind of tunnel
The large-scale special engineering machinery of driving, and apply in the tunnel engineering of some complicated geologies, supporting boot consolidating as development machine
Determine part, main screw lift is supported by during driving, and thrust and moment of torsion counter-force are passed to into hole wall, by the uniform twelve Earthly Branches of spherical hinge
Support is on the wall of hole, it is to avoid cause destruction of the concentrfated load to hole wall.In tunneling process, full face rock tunnel boring machine supporting boot passes through
What cross cylinder applying was certain supports tight hole wall, using the frictional resistance between supporting boot and hole wall, and the effect by propelling cylinder,
The propulsive force that full face rock tunnel boring machine is tunneled forward is provided.
Under the conditions of the present invention is for being horizontally supported at unstable geology, as rock mass bonding capacity is poor, rock crusher, excavation
Face is short from the steady time, and country rock can not provide enough reaction of bearings to advance machine to tunnel to support boots.The X-type that prior art is adopted
Supporting construction is complicated, Hydraulic Elements are more, on the high side, and tuning is unable in tunneling process, and market is using by a definite limitation.
The present invention is considered in tunneling process, is to increase the support force to unstable surrounding rock, the entirety of Y types supporting boot 4
In Y types, Fig. 2 from left to right gives the overall structure of Y types supporting boot 4 to structure successively.Far Left adopts a horizontal brace boots 10,
Horizontal brace boots 10 pass through a cross cylinder 6 and the first moment of torsion oil cylinder 5 and the second moment of torsion oil cylinder 11 is connected with girder 3, girder 3 and
Two symmetrical the first bearing diagonal oil cylinders 8 in θ ° of angle are connected with the second bearing diagonal oil cylinder 13, and the first bearing diagonal boots 9 and second are tiltedly propped up
Support boots 14 are connected with the first bearing diagonal oil cylinder 8 and the second bearing diagonal oil cylinder 13 respectively.Unstable enclosing ensure that using Y type supporting boots
The stability of rock, supports boots position country rock and rock burst, the probability of landslide occurs, improve the adaptability and drivage efficiency of equipment.It is such as attached
Fig. 1, shown in 2, Y types supporting boot 4 includes the first moment of torsion oil cylinder 5, cross cylinder 6, the first propelling cylinder 7, the first bearing diagonal oil cylinder
8th, the first bearing diagonal boots 9, horizontal brace boots 10, the second moment of torsion oil cylinder 11, the second propelling cylinder 12, the second bearing diagonal oil cylinder 13,
Two bearing diagonal boots 14.
By taking the geological conditions of certain seepage tunnel engineering as an example, country rock hole wall diameter takes cutter diameter 8.5m to the present invention.Quan Duan
Face rock ripper Y type supporting boot construction design methods, specific implementation step are as follows：
(1) the characteristics of analyzing unstable geology
Embodiment is unstable geology, and rock mass bonding capacity is poor, rock crusher, excavation face are short from the steady time, country rock
Enough reaction of bearings can not be provided to advance machine to tunnel to support boots.
(2) Y types supporting boot 4 being adopted according to These characteristics, being supported using 2 points on the right side of Y types supporting boot 4, primary election Y types are supported
Between the first bearing diagonal of boots right half part boots 9 and the second bearing diagonal boots 14, angle theta is 50 °
First bearing diagonal boots 9 and the second bearing diagonal boots 14 respectively with the first bearing diagonal oil cylinder 8 and the second bearing diagonal oil cylinder 13
It is connected, the first bearing diagonal oil cylinder 8 and the second bearing diagonal oil cylinder 13 are all connected with girder 3.
(3) stability of right half part is analyzed using LS-DYNA
1. supporting construction-country rock three-dimensional modeling
According to this construction work situation, a diameter of 8.5m of country rock is chosen.The first bearing diagonal support boots 9 of right half part and the
Two bearing diagonals support boots 14 are close on country rock wall in 50 ° of angles, and this process is completed by assembling in three-dimensional software.
2. supporting construction-country rock finite element modeling
The characteristics of by analyzing this tunnel surrounding, using V class surrounding rock, its basic physical parameters such as density is 2200kg/
m3, elastic modelling quantity 1.2GPa, Poisson's ratio be 0.36, compressive strength of rock be 6MPa.
Rock this structure containing damage factor is introduced, the extrusion fracture process of rock is described, in ANSYS softwares
The material constitutive that rock-mechanics property can relatively accurately be described is 111 (JHC) dynamic damage model.It is mono- using SOLID164
Unit uses sweeping and intelligent method to 4 grid division of country rock and Y types supporting boot respectively, generates each component groups required for subsequent operation
Part.Add the erosion of face face between supporting boot and rock to contact, it is ensured that after the element failure outside model is deleted, remaining
Unit can still be contacted.Confficient of static friction takes 0.4, and the coefficient of kinetic friction takes 0.35.Rock should apply 3 directions in the plane of symmetry
Fixed constraint；Rock is infinitely great, adds areflexia constraint around rock；In practical work process, Y types supporting boot 4 is in X stretchings
There is motion in direction and Z directions of advance, constrain the displacement freedom of Y-direction and the rotary freedom in 3 directions.
3. the determination of supporting construction-bed boundaries load
The specified propulsive force of equipment initial value is 18.6MN, and maximum allowable propulsive force is 21MN.The volume in 5.6r/min of cutterhead 1
Moment of torsion is determined for 5.573MNm, cutterhead 1 gets rid of poverty torque value for 10.5MNm,
The calculating of overall driving force is obtained by formula (1) (6), the support force of Y types supporting boot 4, through calculating most
Big clamping force is 42MN；
The horizontal confined pressure of V class surrounding rock and vertical confined pressure are respectively 1.5MPa and 3MPa.Rock threedimensional model except the plane of symmetry and
Excavation face, sets up unit group on its lap, adds the confined pressure of above-mentioned numerical value in corresponding unit group.
4. according to interpretation of result stability
From subordinate list 1 as can be seen that being horizontally supported under the V class surrounding rocks of less stable with supporting boot and country rock contact surface
Long-pending reduction, rock quality gradually increase, and illustrate that rock occurs unstability, it is impossible to provide support force for supporting boot.Right for Y types half
For support, under different contacts area, the equivalent stress of rock is close to compressive strength of rock, and rock quality is constant, explanation
There is no failure in rock, country rock can keep good and stablize.Different supporting forms from V class surrounding rocks under different contacts area, no
With the supporting boot stress under supporting as shown in Figure 3, it can be seen that under the conditions of unstable geology, Y types support right half part
Support force is stable.In the case where two strong points are stably supported, opposite side is thus formed using the single-point support of main hydraulic cylinder
Supported at three point, supported at three point can preferably keep stability.
1 unstable surrounding rock rock quality of table
(4) left side structure of y-type structure determines
In the case where two strong points are stably supported, left side adopts horizontal support 10, horizontal brace boots 10 and cross cylinder 6
It is connected, the first moment of torsion oil cylinder 5 and the second moment of torsion oil cylinder 11 are connected with cross cylinder 6, and cross cylinder 6 is connected with girder 3.Thus
Define the three-point support structure that can stably support unstable surrounding rock.
Claims (1)
1. a kind of full face rock tunnel boring machine Y types supporting boot construction design method, it is characterised in that the method is first to unstable
Geology characteristic is analyzed, according to geology characteristic primary election Y type supporting boots right half part the first bearing diagonal boots (9) and the second bearing diagonal
Angle theta ° between boots (14), then using the stability of ANSYS software analysis right half parts, judge whether to stablize, it is such as unstable
Then continue adjustment until stable, finally determination left-half structure, forms Y type supporting boot (4) structures, the concrete step of method for designing
Suddenly it is：
1) the characteristics of analyzing unstable geology
If unstable geology, as rock mass bonding capacity is poor, rock crusher, excavation face are short from the steady time, country rock can not be support
Boots provide enough reaction of bearings to advance machine to tunnel, and using Y type supporting boots (4), Y type supporting boot (4) right half parts are adopted
2 points of supports, i.e., supported with the first bearing diagonal boots (9) and the second bearing diagonal boots (14)：
2) the first bearing diagonal boots (9) are connected with first bearing diagonal oil cylinder (8) one end, first bearing diagonal oil cylinder (8) other end with
Girder (3) is connected；One end of second bearing diagonal oil cylinder (13) is connected with the second bearing diagonal boots (14), the second bearing diagonal oil cylinder (13)
The other end be connected with girder (3)；
3) angle between Y type supporting boots right half part the first bearing diagonal boots (9) and the second bearing diagonal boots (14) is set as θ °；
4) stability of right half part is analyzed using LS-DYNA
1. supporting construction-country rock three-dimensional modeling
According to concrete engineering situation, country rock chooses different diameters；The first bearing diagonal support boots of Y type supporting boot (4) right half parts
(9) and the second bearing diagonal support boots (14) is close in θ ° of angle on country rock wall, and this process is completed by assembling in three-dimensional software；
2. supporting construction-country rock finite element modeling
The characteristics of by analyzing concrete tunnel surrounding, determine the physical parameter of rock, determine the dynamic damage model of rock material；
Stress and strain model is carried out to country rock and Y type supporting boots (4), after having divided grid, is country rock and Y type supporting boots (4) setting contacts
Condition；After contact conditions are set, it is Y type supporting boots (4) and country rock setting constraints according to concrete operating mode；
3. the determination of supporting construction-bed boundaries load
Determine the support force of full face rock tunnel boring machine Y type supporting boots (4)
A. the calculating of overall driving force
The full payload that all disk cutters can bear on cutterhead
FS1=Pdn (1)
In formula, PdOne every maximum axial suffered by disk cutter；
The hobboing cutter sum installed on mono- cutterheads of n；
The total power of friction that TBM is subject to when advancing
FS2=0.98 μ (W+0.8FF)/2 (2)
In formula, the quality of mono- TBM main frames of W；FFOne total support force；
The coefficient of friction of mono- TBM of μ, typically takes 0.3；
The drawing force of Rear impact
FS3=μ Wb (3)
In formula, WbThe gross mass of one TBM Rear impacts, the coefficient of friction of mono- Rear impacts of μ, typically takes 0.2；
Required overall driving force when to sum up .TBM is tunneled forward
FS=FS1+FS2+FS3 (4)
B. the driving torque of cutterhead is calculated
Driving torque needed for TBM cutterheads
T=PtNr=frPdnr (5)
In formula, frOne coefficient of sliding friction, hard rock take 0.1 when tunneling；The average radius of gyration of disk cutter on mono- cutterheads of r；PdOne
Every maximum axial suffered by disk cutter；
C. the calculating of clamping force
FC=mFS (6)
In formula, m mono- determines maximum clamping force according to engineering practice value；
By determining nominal torque to cutterhead rotating speed, torque value of getting rid of poverty, determine the horizontal confined pressure and vertical confined pressure of country rock, built
Unit group adds confined pressure；
4. according to interpretation of result stability
By analyzing rock quality table and Y type supporting boot (4) all directions force diagrams that emulation gets, judge that Y type supporting boots (4) is received
The stability of power；
(5) determination of Y types supporting boot (4) left side structure
In the case where two strong points are stably supported, horizontal support (10) is adopted on the left of Y type supporting boots (4), by horizontal brace boots
(10) it is connected with cross cylinder (6), the first moment of torsion oil cylinder (5) and the second moment of torsion oil cylinder (11) are connected with cross cylinder (6), level
Oil cylinder (6) is connected with girder (3).
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| CN108266194A (en) * | 2016-12-30 | 2018-07-10 | 天津市沃德美嘉科技有限公司 | A kind of steering structure of shield machine |
| CN107339110B (en) * | 2017-07-14 | 2019-05-03 | 华东交通大学 | A kind of full-automatic TBM mole of band double six sufficient propeller and three-leg eyelid retractor |
| CN107448206B (en) * | 2017-07-14 | 2019-02-19 | 华东交通大学 | A kind of series parallel type TBM support device with three-leg eyelid retractor and load balancer |
| CN111255472B (en) * | 2020-02-25 | 2021-02-23 | 山东大学 | TBM automatic escaping and supporting boot system and method for karst cave unfavorable geology |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202788865U (en) * | 2012-08-06 | 2013-03-13 | 张红耀 | Single-yoke support type open type full-section tunnel hard rock heading machine |
| CN203050722U (en) * | 2013-02-05 | 2013-07-10 | 中船重工（青岛）轨道交通装备有限公司 | Supporting boot for heading machine and heading machine |
| CN203362169U (en) * | 2013-07-25 | 2013-12-25 | 湖南大学 | Attitude adjusting device of miniature shield machine |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3031543B2 (en) * | 1997-07-22 | 2000-04-10 | 川崎重工業株式会社 | Open tunnel excavator |
| JPH11247598A (en) * | 1998-02-27 | 1999-09-14 | Hitachi Zosen Corp | Tunnel excavator |
| JP2000291377A (en) * | 1999-04-02 | 2000-10-17 | Komatsu Ltd | Tunnel boring machine |
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2015
- 2015-06-09 CN CN201510313541.4A patent/CN104879135B/en not_active Expired - Fee Related
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN202788865U (en) * | 2012-08-06 | 2013-03-13 | 张红耀 | Single-yoke support type open type full-section tunnel hard rock heading machine |
| CN203050722U (en) * | 2013-02-05 | 2013-07-10 | 中船重工（青岛）轨道交通装备有限公司 | Supporting boot for heading machine and heading machine |
| CN203362169U (en) * | 2013-07-25 | 2013-12-25 | 湖南大学 | Attitude adjusting device of miniature shield machine |
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