CN105956941B - Tunnel step-by-step construction judgment method - Google Patents
Tunnel step-by-step construction judgment method Download PDFInfo
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- CN105956941B CN105956941B CN201610308368.3A CN201610308368A CN105956941B CN 105956941 B CN105956941 B CN 105956941B CN 201610308368 A CN201610308368 A CN 201610308368A CN 105956941 B CN105956941 B CN 105956941B
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- G06Q—INFORMATION AND COMMUNICATION TECHNOLOGY [ICT] SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES; SYSTEMS OR METHODS SPECIALLY ADAPTED FOR ADMINISTRATIVE, COMMERCIAL, FINANCIAL, MANAGERIAL OR SUPERVISORY PURPOSES, NOT OTHERWISE PROVIDED FOR
- G06Q50/00—Systems or methods specially adapted for specific business sectors, e.g. utilities or tourism
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Abstract
The invention discloses a kind of tunnel step-by-step construction judgment methods, belong to method for tunnel construction technical field, to lack effective, rigorous theoretical foundation low so as to cause safety for tunnel engineering coefficient or design the problems such as construction efficiency is low to solve existing tunnel step-by-step construction decision.Step-by-step construction judgment method in tunnel provided by the invention constructs tunnel by the influence factor of Analyses of Tunnel Wall Rock Stability and analyzes sample database acquisition Analyses of Tunnel Wall Rock Stability quantization function, tunnel single maximum is obtained according to Analyses of Tunnel Wall Rock Stability quantization function and excavates the calculation formula of span, and thereby determines that step-by-step construction base tunnel number in constructing tunnel.Tunnel step-by-step construction judgment method of the invention can provide effective, rigorous theoretical foundation for tunnel step-by-step construction decision, and constructing tunnel is safer, and construction efficiency is higher.
Description
Technical field
The present invention relates to method for tunnel construction technical fields, and in particular to a kind of tunnel step-by-step construction judgment method.
Background technique
Currently, large cross-section tunnel construction type is more, complex process, common engineering method type have interval wall approach (CD method) or
Intersect interval wall approach (CRD), two side-wall pilot tunnel, benching tunnelling method and the shape derived on the basis of above-mentioned basic engineering method type
The different engineering method of formula.Various engineering methods are characterized by step-by-step construction, but to the understanding of large cross-section tunnel step-by-step construction applicable elements
It also only resides in qualitative level, thus, supervisor technology people is depended on more to large cross-section tunnel step-by-step construction decision at this stage
Cognition to wall rock condition after member's engineering experience and tunnel excavation, to the selection of engineering method lack effective, rigorous theoretical foundation and
Index of correlation standard.
Summary of the invention
The purpose of the present invention is to propose to a kind of tunnel substeps that can be improved safety for tunnel engineering coefficient, improve construction efficiency
Construction judgment method.
To achieve this purpose, the present invention adopts the following technical scheme:
A kind of tunnel step-by-step construction judgment method constructs tunnel by the influence factor of Analyses of Tunnel Wall Rock Stability and analyzes sample
Database and then acquisition Analyses of Tunnel Wall Rock Stability quantization function, obtain tunnel list according to the Analyses of Tunnel Wall Rock Stability quantization function
The secondary maximum calculation formula for excavating span, and thereby determine that step-by-step construction base tunnel number in constructing tunnel.
Further, the tunnel step-by-step construction judgment method specifically include the following steps:
Step S1, tunnel is constructed by the key influence factor of Analyses of Tunnel Wall Rock Stability and analyzes sample database；
Step S2, judgement of stability is carried out to sample database according to Analyses of Tunnel Wall Rock Stability criterion and quantization identifies；
Step S3, quantifiable functional relation between evolution Analyses of Tunnel Wall Rock Stability and single influence factor, building influence because
The Analyses of Tunnel Wall Rock Stability quantization function of element；
Step S4, the calculating public affairs that tunnel single maximum excavates span are established by the quantization function obtained in the step S3
Formula；
Step S5, step-by-step construction base tunnel number in constructing tunnel is determined.
As a preferred solution of the present invention, the key influence factor of the Analyses of Tunnel Wall Rock Stability are as follows: A: tunnel spanning
Degree, B: Surrounding Rock Strength, C: rock integrity.
As a preferred solution of the present invention, the tunnel analysis sample database is set according to orthogonal test method
Meter.
As a preferred solution of the present invention, the Analyses of Tunnel Wall Rock Stability criterion are as follows: when plastic zone of surrounding rock does not connect mutually
When logical, the full face tunneling in tunnel is stable；When plastic zone of surrounding rock connection, the full face tunneling in tunnel is unstable.
As a preferred solution of the present invention, in orthogonal test, 5 kinds of levels that the tunnel span A chooses are respectively as follows:
6m,9m,12m,15m,18m；5 kinds of levels that the Surrounding Rock Strength B chooses be respectively as follows: 2MPa, 10MPa, 20MPa, 40MPa,
65MPa；5 kinds of levels that the rock integrity C chooses are respectively as follows: 0.1,0.2,0.4,0.6,0.75.
As a preferred solution of the present invention, the whole relation of Analyses of Tunnel Wall Rock Stability and three influence factors A, B, C
Statement are as follows:
Analyses of Tunnel Wall Rock Stability=kf (A) f (B) f (C), wherein k is constant term.
As a preferred solution of the present invention, single maximum in tunnel excavates the calculation formula of span A are as follows:
In formula,
B is Surrounding Rock Strength value；
C is rock integrity coefficient；
F is Analyses of Tunnel Wall Rock Stability value.
As a preferred solution of the present invention, step-by-step construction base tunnel number n in constructing tunnel are as follows:
In formula,
A is that constructing tunnel excavates maximum span value；
B is Surrounding Rock Strength value；
C is rock integrity coefficient；
F is Analyses of Tunnel Wall Rock Stability value；
k1、k2、k3、k4It is constant term.
The invention has the benefit that
Tunnel step-by-step construction judgment method of the invention constructs tunnel analysis by the influence factor of Analyses of Tunnel Wall Rock Stability
Sample database obtains Analyses of Tunnel Wall Rock Stability quantization function in turn, so that tunnel surrounding is steady during constructing tunnel
It is qualitative that quantization statement is able between influence factor；Tunnel single maximum is obtained according to Analyses of Tunnel Wall Rock Stability quantization function to excavate
The calculation formula of span, and step-by-step construction base tunnel number in constructing tunnel has been determined, it ensured safety for tunnel engineering, improved and apply
Work efficiency rate, in addition, this method can provide effective, rigorous theoretical foundation for tunnel step-by-step construction decision.
Detailed description of the invention
Fig. 1 is the flow chart for the tunnel step-by-step construction judgment method that the preferred embodiment of the present invention one provides；
Fig. 2 is the matched curve figure of the tunnel span that the preferred embodiment of the present invention one provides and surrounding rock stability；
Fig. 3 is the matched curve figure of the tunnel intensity that the preferred embodiment of the present invention one provides and surrounding rock stability；
Fig. 4 is the matched curve figure of the rock integrity that the preferred embodiment of the present invention one provides and surrounding rock stability.
Specific embodiment
To further illustrate the technical scheme of the present invention below with reference to the accompanying drawings and specific embodiments.
Preferred embodiment one:
This preferred embodiment provides a kind of tunnel step-by-step construction judgment method.The tunnel step-by-step construction judgment method is specifically wrapped
Following step is included, as shown in Figure 1:
Step S1, tunnel is constructed by the key influence factor of Analyses of Tunnel Wall Rock Stability and analyzes sample database, wherein tunnel
The key influence factor of road surrounding rock stability are as follows: A: tunnel span, B: Surrounding Rock Strength, C: rock integrity；Analyze sample in tunnel
Database is designed according to orthogonal test method, specific as follows:
Step S11, three kinds of factors, 5 kinds of levels are set, and three kinds of factors, 5 kinds of level values are as follows:
(1), factor A: according to tunnel span common in vcehicular tunnel, large cross-section tunnel span and engineering tunnel is relied on
5 kinds of levels of section span, factor A are respectively as follows: 6m, 9m, 12m, 15m, 18m；
(2), factor B: Surrounding Rock Strength factor B choose rock test block intensity index, 5 kinds of horizontal values be respectively as follows: 2MPa,
10MPa,20MPa,40MPa,65MPa.For numerical experimentation convenience of calculation, according to Mohr-Coulomb criterion by 5 kinds of levels of factor B
Corresponding internalfrictionangleφ and cohesion force C are converted to, as listed in table 1:
1 numerical simulation material parameter value of table
Note: the influence for not considering severe in experimental study, playing mould and Poisson's ratio.
(3), factor C: 5 kinds of horizontal values of rock integrity coefficient are respectively as follows: 0.1,0.2,0.4,0.6,0.75.Together
Sample, be numerical experimentation convenience of calculation, by rock integrity coefficient by structural plane development degree (joint group number, joint spacing) come
Statement；Simultaneously to simplify the calculation, joint group number only considers two groups of horizontal and vertical direction.5 kinds of statements such as table of factor C in test
2:
Table 2 factor C, five kinds of horizontal values
| It is horizontal | Joint group number | Joint spacing (m) | Dip of joint (°) | Integrity factor |
| 1 | 4 | 0.2 | 0/90/45/135 | 0.1 |
| 2 | 3 | 0.3 | 0/90/45 | 0.2 |
| 3 | 2 | 0.4 | 0/90 | 0.4 |
| 4 | 2 | 0.8 | 0/90 | 0.6 |
| 5 | 2 | 1.5 | 0/90 | 0.75 |
The test parameters of joint plane is according to rock mass structure related in " vcehicular tunnel design details " (D70-2010 JTG/T)
Content value such as the following table 3 of face Shear peak strength:
3 joint parameters value of table
Step S12, according to orthogonal experiment design method, tunnel analysis sample database is said by taking 25 groups of samples as an example
It is bright, as listed by table 4:
4 orthogonal test analysis table of table
Step S13, computation model
(1), tunnel cross-section form
According to " vcehicular tunnel design specification " (JTG D70-20004) design and Tunnel Engineering construction experiences, span compared with
Hour tunnel cross-section generally uses stalk to add semicircular arch form；Tunnel cross-section uses holocentric circle formula when span is slightly larger；Span is again
Tunnel cross-section uses three-core circle formula when big；Large cross-section tunnel, Super-large-section tunnel then use five heart circle formulas.
(2), moulded dimension
Buried depth: in order to establish it is unified calculating analysis condition, the influence that avoids the tunnel depth from burying, edpth of tunnel by it is maximum across
Degree is horizontal to be chosen, and the spacing at earth's surface to arch bottom is uniformly taken as 50m.
Model side length: the distance on computation model boundary to tunnel wall presses maximum span not less than the span for taking 3 times, model
18m chooses, and computation model length is quasi- to take 200m；Tunnel bottom is taken as 50m to model lower boundary.
Construction simulation and release rate: experiment calculation be using disposable digging mode, tunnel surrounding stress release rate according to
There are the regulation for closing coefficient of load releasing recommended value, tunnel initial-stage branch in " vcehicular tunnel design details " (JTGT D70-2010)
Load releasing calibration before shield is 30%.
Step S2, judgement of stability is carried out to sample database according to Analyses of Tunnel Wall Rock Stability criterion and quantization identifies；
Experiment calculation model uses elastic-perfectly plastic material, using Mohr-Coulomb constitutive model NONLINEAR CALCULATION.Root
According to the relevant regulations that Tunnel Stability in " vcehicular tunnel design details " (D70-2010 JTG/T) differentiates, wall rock destabilization is sentenced
According to being set to: when plastic zone of surrounding rock is not connected to mutually, the full face tunneling in tunnel is stable；When plastic zone of surrounding rock connection, tunnel
The full face tunneling in road is unstable.
Step S21, sampling test calculated results are analyzed as listed in table 5 in 25 groups of tunnels:
5 experiment calculation result of table
Step S22, following quantization regulation is done according to plastic zone property to experiment calculation result:
(1), there is plastic zone and plastic zone with rock block and is connected in joint plane, and is scored at 1；
(2), joint plane occurs plastic zone with rock block but only joint part plastic zone is connected to, and is scored at 2；
(3), only there is plastic zone and is connected in joint plane, and is scored at 3；
(4), joint plane occurs plastic zone with rock block but is not connected to, is scored at 4；
(5), only there is plastic zone but is not connected in joint plane, is scored at 5；
(6), joint plane and rock block all do not occur plastic zone, are scored at 6.
Experiment calculation result is counted such as the following table 6 according to quantization regulation:
6 test data of table and adjoining rock stability quantification of targets
Step S23, macroscopical shape of test combinations under the conditions of factor A different level can be obtained according to orthogonal test analysis table
Formula, as shown in table 7:
Macroscopical form table is combined in each hydraulic test of 7 factor A of table
Note: B (5) indicates 5 kinds of levels for covering factor B, and C (5) indicates 5 kinds of levels for covering factor C.
Analyses of Tunnel Wall Rock Stability quantizating index according to test result stability quantization method, under each level conditions of factor A
It is worth as follows:
(1), factor A the 1st is horizontal (6m span):
I A=A1B (5) C (5)=A1B1C1+A1B2C2+A1B3C3+A1B4C4+A1B5C5
=1+2+5+6+6=20
(2), factor A the 2nd is horizontal (9m span):
II A=A2B (5) C (5)=A2B1C2+A2B2C3+A2B3C4+A2B4C5+A2B5C1
=1+3+5+5+3=17
(3), factor A the 3rd is horizontal (12m span):
III A=A3B (5) C (5)=A3B1C3+A3B2C4+A3B3C5+A3B4C1+A3B5C2
=1+3+5+3+4=16
(4), factor A the 4th is horizontal (15m span):
IV A=A4B (5) C (5)=A4B1C4+A4B2C5+A4B3C1+A4B4C2+A4B5C3
=1+3+1+3+5=13
(5), factor A the 5th is horizontal (18m span):
V A=A5B (5) C (5)=A5B1C5+A5B2C1+A5B3C2+A5B4C3+A5B5C4
=2+1+2+3+5=13
Same Data Management Analysis is done to factor B and factor C, different factor level Tunnel Stability quantizations can be obtained and refer to
Mark, as listed by 8:
Analyses of Tunnel Wall Rock Stability quantizating index under the different factor levels of table 8
Step S3, quantifiable functional relation between evolution Analyses of Tunnel Wall Rock Stability and single influence factor, building influence because
The Analyses of Tunnel Wall Rock Stability quantization function of element；
Step S31, according to Analyses of Tunnel Wall Rock Stability quantizating index under each influence factor different level of table 8 can obtain it is each because
The variation relation of element and Analyses of Tunnel Wall Rock Stability index, such as Fig. 2, Fig. 3 and Fig. 4.
(1), tunnel span
As shown in Fig. 2, tunnel excavation span and Analyses of Tunnel Wall Rock Stability are in inverse relation, the tunnel span the big more is unfavorable for
The relationship of tunnel stabilization, the two is expressed as follows with power function:
F (A)=42.39A-0.41 (1)
(2), Surrounding Rock Strength
As shown in figure 3, tunnel surrounding intensity is proportional to Analyses of Tunnel Wall Rock Stability, the bigger tunnel surrounding intensity the more sharp
It is expressed as follows in the relationship of tunnel stabilization, the two with power function:
F (B)=4.8B0.393 (2)
(3), rock integrity
As shown in figure 4, tunnel surrounding Rock-mass integrity index is proportional to Analyses of Tunnel Wall Rock Stability, rock mass in tunnel is complete
The whole property coefficient the good more is conducive to tunnel stabilization, and the relationship of the two is expressed as follows with logarithmic function:
F (C)=6.208ln (C)+22.78 (3)
Due to f (C) > 0, Rock-mass integrity index C need to meet C > 0.03.
Step S32, the surrounding rock stability in three influence factors after tunnel excavation and the span in tunnel be inversely proportional, with enclose
Rock intensity and Rock-mass integrity index are proportional, and power function can be used in the relationship of surrounding rock stability index and three kinds of factors
Description.Surrounding rock stability after tunnel excavation is that a composite factor is coefficient as a result, to stability between each factor
Influence there is association to a certain degree, coupling, this incidence relation preferably uses the relationship of multiplication and division, therefore, enclosing after tunnel excavation
Rock stability indicator and the whole relation of three influence factors can be expressed as follows:
Analyses of Tunnel Wall Rock Stability=kf (A) f (B) f (C) (4)
Formula (1), formula (2), formula (3) are brought into and can be obtained:
Analyses of Tunnel Wall Rock Stability=A-0.41B0.393(6.208ln(C)+22.78) (5)
In formula: k-constant term takes 0.004907.
Step S33,3 tunnel span, Surrounding Rock Strength and Rock-mass integrity index factor meters can be passed through according to formula (5)
Calculation obtains the adjoining rock stability index value quantified after tunnel excavation, will to obtain the stable state that adjoining rock stability index value is characterized
Formula (5) is updated to experiment calculation result table 6, and the surrounding rock stability index value that each test can be obtained is as shown in table 9:
9 Analyses of Tunnel Wall Rock Stability index calculated value of table
As shown in Table 9: Analyses of Tunnel Wall Rock Stability index is most when country rock is unstable after tunnel excavation in 25 groups of orthogonal tests
Small value is 5.3, maximum value 22.3；Analyses of Tunnel Wall Rock Stability index minimum value is 23.8 when tunnel surrounding is stablized, maximum value is
51.9, the standard that adjoining rock stability is judged using tunnel surrounding stability index value F can be provided thus according to experiment calculation result:
F=A-0.41B0.392(6.208ln(C)+22.78) (6)
Thus provide: when F > 23, tunnel surrounding is stablized；When F≤23, tunnel surrounding is unstable.
In addition, the tunnel stabilization degree being calculated according to orthogonal experiments, it can be to Analyses of Tunnel Wall Rock Stability index value
Three kinds of situations are divided into, as shown in table 10:
10 surrounding rock stability index value of table and qualitative description
Step S4, the calculating public affairs that tunnel single maximum excavates span are established by the quantization function obtained in the step S3
Formula；
It can be in the hope of single in the case where wall rock condition (intensity and integrity coefficient) is certain according to formula (6) tunnel
Maximum excavation width A, calculation formula are as follows:
In formula, value is carried out by table 10 to F according to the requirement in constructing tunnel to surrounding rock stability size；B is that country rock is strong
Angle value；C is rock integrity coefficient.
Step S5, step-by-step construction base tunnel number in constructing tunnel is determined:
It is assumed that it is A that constructing tunnel, which excavates maximum span, step-by-step construction base tunnel number is n in constructing tunnel, then by formula (7)
It is found that step-by-step construction base tunnel number n needs to meet in constructing tunnel:
That is:
In formula, A is that constructing tunnel excavates maximum span value；B is Surrounding Rock Strength value；C is rock integrity coefficient；F is tunnel
Road adjoining rock stability value；k1、k2、k3、k4It is constant term.
Preferred embodiment two:
This preferred embodiment provides a kind of tunnel step-by-step construction judgment method.The tunnel step-by-step construction judgment method and preferably
Method described in embodiment one is essentially identical, constructs tunnel by the influence factor of Analyses of Tunnel Wall Rock Stability and analyzes sample database
And then Analyses of Tunnel Wall Rock Stability quantization function is obtained, it is maximum to obtain tunnel single according to the Analyses of Tunnel Wall Rock Stability quantization function
The calculation formula of span is excavated, and thereby determines that step-by-step construction base tunnel number in constructing tunnel.
The difference is that: tunnel analysis sample database can be designed according to orthogonal test method, can also be by
It is designed according to other test methods, selects according to the actual situation；It can choose 5 kinds of test level, structure in orthogonal test
25 sample datas are built, also can choose multiple test level, construct more sample datas, however it is not limited to institute in embodiment one
The case where stating；The relational expression of surrounding rock stability index and three influence factors after tunnel excavation is not limited in embodiment one
Situation can also be adjusted according to practical calculated case, can obtain quantization function.
Finally, it is to be noted that, herein, the terms "include", "comprise" or its any other variant are intended to
Cover non-exclusive inclusion, so that the process, method, article or equipment for including a series of elements not only includes those
Element, but also including other elements that are not explicitly listed, or further include for this process, method, article or setting
Standby intrinsic element.In the absence of more restrictions, the element limited by sentence "including a ...", it is not excluded that
There is also other identical elements in the process, method, article or apparatus that includes the element.
It is the embodiment provided in conjunction with attached drawing above, is only to realize preferred embodiment of the invention rather than its limitations, it is any
It modifies to a specific embodiment of the invention or some technical features can be equivalently replaced, without departing from skill of the present invention
The spirit of art scheme should all cover within the scope of the technical scheme claimed by the invention.Protection scope of the present invention is also wrapped
It includes those skilled in the art and does not make the creative labor the thinkable any alternate embodiments of institute.
Claims (6)
1. a kind of tunnel step-by-step construction judgment method, which is characterized in that construct tunnel by the influence factor of Analyses of Tunnel Wall Rock Stability
Trace analysis sample database and then acquisition Analyses of Tunnel Wall Rock Stability quantization function, according to the Analyses of Tunnel Wall Rock Stability quantization function
It obtains tunnel single maximum and excavates the calculation formula of span, and thereby determine that step-by-step construction base tunnel number in constructing tunnel, specifically
Include the following steps:
Step S1, tunnel is constructed by the key influence factor of Analyses of Tunnel Wall Rock Stability and analyzes sample database；
Step S2, judgement of stability is carried out to sample database according to Analyses of Tunnel Wall Rock Stability criterion and quantization identifies；
Step S3, quantifiable functional relation between evolution Analyses of Tunnel Wall Rock Stability and single influence factor, constructs influence factor
Analyses of Tunnel Wall Rock Stability quantization function；
Step S4, the calculation formula that tunnel single maximum excavates span is established by the quantization function obtained in the step S3；
Step S5, step-by-step construction base tunnel number in constructing tunnel is determined；
Wherein, single maximum in tunnel excavates the calculation formula of span A are as follows:
In formula,
B is Surrounding Rock Strength value；
C is rock integrity coefficient；
F is Analyses of Tunnel Wall Rock Stability value；
Step-by-step construction base tunnel number n in constructing tunnel are as follows:
In formula,
A is that constructing tunnel excavates maximum span value；
B is Surrounding Rock Strength value；
C is rock integrity coefficient；
F is Analyses of Tunnel Wall Rock Stability value；
k1、k2、k3、k4It is constant term.
2. a kind of tunnel step-by-step construction judgment method according to claim 1, which is characterized in that the tunnel surrounding is stablized
The key influence factor of property are as follows: A: tunnel span, B: Surrounding Rock Strength, C: rock integrity.
3. a kind of tunnel step-by-step construction judgment method according to claim 2, which is characterized in that analyze sample in the tunnel
Database is designed according to orthogonal test method.
4. a kind of tunnel step-by-step construction judgment method according to claim 3, which is characterized in that the tunnel surrounding is stablized
Property criterion are as follows: when plastic zone of surrounding rock is not connected to mutually, the full face tunneling in tunnel is stable；When plastic zone of surrounding rock connection,
The full face tunneling in tunnel is unstable.
5. a kind of tunnel step-by-step construction judgment method according to claim 3, which is characterized in that described in orthogonal test
5 kinds of levels that tunnel span A chooses are respectively as follows: 6m, 9m, 12m, 15m, 18m；5 kinds of horizontal difference that the Surrounding Rock Strength B chooses
Are as follows: 2MPa, 10MPa, 20MPa, 40MPa, 65MPa；5 kinds of levels that the rock integrity C chooses are respectively as follows: 0.1,0.2,
0.4、0.6、0.75。
6. according to a kind of any tunnel step-by-step construction judgment method of claim 2-5, which is characterized in that tunnel surrounding is steady
The qualitative whole relation with three influence factors A, B, C is stated are as follows:
Analyses of Tunnel Wall Rock Stability=kf (A) f (B) f (C), wherein k is constant term.
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| WO2008115323A1 (en) * | 2007-03-20 | 2008-09-25 | Exxonmobil Upstream Research Company | A framework to determine the capacity of a structure |
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| CN102733817A (en) * | 2012-06-18 | 2012-10-17 | 重庆交通建设(集团)有限责任公司 | Method for determining construction sizes of tunnel and cavern |
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