CN109885866A - Deep tunnel country rock deformation load calculation method - Google Patents
Deep tunnel country rock deformation load calculation method Download PDFInfo
- Publication number
- CN109885866A CN109885866A CN201910015444.5A CN201910015444A CN109885866A CN 109885866 A CN109885866 A CN 109885866A CN 201910015444 A CN201910015444 A CN 201910015444A CN 109885866 A CN109885866 A CN 109885866A
- Authority
- CN
- China
- Prior art keywords
- tunnel
- deformation load
- country rock
- formula
- lateral pressure
- 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.)
- Withdrawn
Links
Landscapes
- Excavating Of Shafts Or Tunnels (AREA)
Abstract
The present invention provides a kind of deep tunnel country rock deformation load calculation methods, belong to tunnel field.The deep tunnel country rock deformation load calculation method is by using country rock load field monitoring data, consider Grades of Surrounding Rock, edpth of tunnel, tunnel span factor, by mathematical statistics method, a kind of country rock deformation load calculation method based under the conditions of surrouding rock deformation is established in derivation.Research achievement can provide reference for future tunnel and underground engineering support design, while can effectively reduce project cost.
Description
Technical field
The present invention relates to tunnel fields, in particular to a kind of deep tunnel country rock deformation load calculation method.
Background technique
Country rock load refers to the active force for causing underground excavation spatial peripheral rock mass and Support Deformation or destruction.It include by
Surrouding rock stress caused by crustal stress and surrouding rock deformation are obstructed and act on the active force in supporting construction.Country rock load is by effect
The generation form of power, generally can be divided into loose load and deformation load.There are many factor for influencing country rock load, generally can be divided into two
Major class: one kind is geologic(al) factor, it includes initial stress state, mechanical properties of rock, rock mass discontinuity etc.；Another kind of is engineering
Factor, it includes construction, supporting setting time, support rigidity, tunnel shape etc..
The current railway tunnel design of its support in China is mainly using " Design of Railway Tunnel specification " (TB10003-2016)
Middle country rock load calculation method, this method combine full earth pillar theory, thank to family's coke formula and based on sample statistics and fender graded
The advantages of empirical equation, clear physical concept are applied convenient for engineers and technicians.However there is calculating country rock lotus in the empirical equation
It carries and changes discontinuous situation with buried depth, and the empirical equation is based on establishing under the conditions of landslide statistics.
Since major long tunnel quantity in China's is increasing in recent years, cave in accident is but gradually decreased, this is applied with China tunnel
The raising of work level has great relationship.And the current more tunnel in China is gradually transitions standard from the artificial gadget epoch
Mechanized construction epoch, construction level obtain pole and greatly improve.Tunneling not only uses advance support measure simultaneously, greatly
Improve self, and preliminary bracing closing in time, reliable in quality, arch springing is bottomed fast, can inhibit to enclose well
Rock deformation.Therefore, carrying out tunneling using landslide load calculation method in " Design of Railway Tunnel specification " will cause safe storage
Standby larger, the wasting of resources, therefore a kind of deformation load calculation method based under the conditions of surrouding rock deformation need to be proposed to instruct engineering real
It tramples.
Summary of the invention
The embodiment of the invention provides a kind of deep tunnel country rock deformation load calculation methods, it is desirable to provide a kind of deformation lotus
Calculation method is carried to instruct engineering practice, to reduce the wasting of resources.
In a first aspect, the embodiment of the present invention provides a kind of deep tunnel country rock deformation load calculation method, including walk as follows
It is rapid:
Collect deep tunnel country rock deformation load monitoring section sample data；
The sample data is classified respectively according to Grades of Surrounding Rock, tunnel span and construction method, and is pressed respectively
According to different surrounding rock rank, different tunnel span sections and different construction method statistical sample accountings；
IV, V grades of country rock deformation load assignments are analyzed according to the sample data；
The country rock deformation load data in the sample is resolved into vertical, Horizontally distributed loading by equivalence principle according to area
Calculate and be distributed according to uniformly distributed equivalent load mode,
Wherein, vertical deformation load are as follows:
In formula 1:
Horizontal direction deformation load are as follows:
In formula:
β3=σ1+σ5Formula 7
Lateral pressure coefficient is
λ=e/q formula 8
It is above it is various in, σ1、σ2、σ3、σ4、σ5To survey radial country rock payload values, θ is radial load direction and vertical folder
Angle, h are tunnel height, and B is tunnel span, and λ is lateral pressure coefficient；
By mathematical statistics method, analyzes the correlation and changing rule between deformation load and each factor and obtain shape
Time dependent loading is fitted with tunnel span fitting formula and deformation load with edpth of tunnel with Grades of Surrounding Rock fitting formula, deformation load
Formula；
The lateral pressure coefficient under each Probability Condition is sought according to the probability density function of country rock deformation load lateral pressure coefficient
Range；
The lateral pressure coefficient range is modified to obtain final lateral pressure coefficient；
By multiplicity method, tunnel surrounding rank, tunnel span, edpth of tunnel influence factor are considered, derivation is built
Vertical country rock vertical deformation load calculation formula；
Country rock deformation load is acquired according to the country rock vertical deformation load calculation formula and the lateral pressure coefficient.
In embodiments of the present invention, by using country rock load field monitoring data, consider Grades of Surrounding Rock, edpth of tunnel,
Tunnel span factor, by mathematical statistics method, a kind of country rock deformation loadometer based under the conditions of surrouding rock deformation is established in derivation
Calculation method.Research achievement can provide reference for future tunnel and underground engineering support design, while can effectively reduce engineering and make
Valence.
In a kind of specific embodiment, the deep tunnel country rock deformation load monitoring section sample data is at least received
It combines in 50 tunnels and the deep tunnel country rock deformation load monitoring section is at least 200.
In a kind of specific embodiment, the construction method include full section method, benching tunnelling method, micro- benching tunnelling method and
CRD method.
In a kind of specific embodiment, the Grades of Surrounding Rock is divided into I, II, III, IV, V and VI.
Second aspect, the embodiment of the invention provides a kind of deep tunnel country rock deformation load calculation method, including it is as follows
Step:
Collect deep tunnel country rock deformation load monitoring section sample data；
The sample data is classified respectively according to Grades of Surrounding Rock, tunnel span and construction method, and is pressed respectively
According to different surrounding rock rank, different tunnel span sections and different construction method statistical sample accountings；
IV, V grades of country rock deformation load assignments are analyzed according to the sample data；
The country rock deformation load data in the sample is resolved into vertical, Horizontally distributed loading by equivalence principle according to area
Calculate and be distributed according to uniformly distributed equivalent load mode,
Wherein, vertical deformation load are as follows:
In formula 1:
Horizontal direction deformation load are as follows:
In formula:
β3=σ1+σ5Formula 7
Lateral pressure coefficient is
λ=e/q formula 8
It is above it is various in, σ1、σ2、σ3、σ4、σ5To survey radial country rock payload values, θ is radial load direction and vertical folder
Angle, h are tunnel height, and B is tunnel span, and λ is lateral pressure coefficient；
By mathematical statistics method, analyzes the correlation and changing rule between deformation load and each factor and obtain shape
Time dependent loading is fitted with tunnel span fitting formula and deformation load with edpth of tunnel with Grades of Surrounding Rock fitting formula, deformation load
Formula；
The lateral pressure coefficient under each Probability Condition is sought according to the probability density function of country rock deformation load lateral pressure coefficient
Range；
The lateral pressure coefficient range is modified to obtain final lateral pressure coefficient；
By multiplicity method, tunnel surrounding rank, tunnel span, edpth of tunnel influence factor are considered, derivation is built
Vertical country rock vertical deformation load calculation formula,
Wherein, country rock vertical deformation load calculation formula:
In formula 9: s- Grades of Surrounding Rock；α-correction factor, α=1.38.；
Country rock deformation load is acquired according to the country rock vertical deformation load calculation formula and the lateral pressure coefficient.
In a kind of specific embodiment, the deep tunnel country rock deformation load monitoring section sample data is at least received
It combines in 50 tunnels and the deep tunnel country rock deformation load monitoring section is at least 200.
In a kind of specific embodiment, the construction method include full section method, benching tunnelling method, micro- benching tunnelling method and
CRD method.
In a kind of specific embodiment, the Grades of Surrounding Rock is divided into I, II, III, IV, V and VI.
Detailed description of the invention
It, below will be to use required in embodiment in order to illustrate more clearly of the technical solution of embodiment of the present invention
Attached drawing be briefly described, it should be understood that the following drawings illustrates only certain embodiments of the present invention, therefore is not to be seen as
It is the restriction to range, it for those of ordinary skill in the art, without creative efforts, can be with root
Other relevant attached drawings are obtained according to these attached drawings.
Fig. 1 is that deep tunnel country rock deformation load provided in an embodiment of the present invention calculates method flow diagram；
Fig. 2 is each Grades of Surrounding Rock sample accounting provided in an embodiment of the present invention；
Fig. 3 is each tunnel span sample accounting provided in an embodiment of the present invention；
Fig. 4 is each construction sample accounting provided in an embodiment of the present invention；
Fig. 5 is IV grades of country rock deformation load assignment figure provided in an embodiment of the present invention；
Fig. 6 is V grades of country rock deformation load assignment figure provided in an embodiment of the present invention；
Fig. 7 is deformation load point layout and load mode distribution map provided in an embodiment of the present invention；
Fig. 8 is vertical deformation loads change curve graph provided in an embodiment of the present invention；
Fig. 9 is vertical deformation loads change curve (linear function) figure provided in an embodiment of the present invention；
Figure 10 is vertical deformation loads change curve (power function) figure provided in an embodiment of the present invention；
Figure 11 is vertical deformation loads change curve graph (IV) provided in an embodiment of the present invention；
Figure 12 is vertical deformation loads change curve graph (V) provided in an embodiment of the present invention；
Figure 13 is vertical deformation loads change curve graph (IV) provided in an embodiment of the present invention；
Figure 14 is vertical deformation loads change curve graph (V) provided in an embodiment of the present invention；
Figure 15 is vertical deformation loads change curve graph (IV) provided in an embodiment of the present invention；
Figure 16 is vertical deformation loads change curve graph (V) provided in an embodiment of the present invention；
Figure 17 is IV grades of country rock lateral pressure coefficient distribution map provided in an embodiment of the present invention；
Figure 18 is V grades of country rock lateral pressure coefficient distribution map provided in an embodiment of the present invention.
Specific embodiment
To keep the purposes, technical schemes and advantages of embodiment of the present invention clearer, implement below in conjunction with the present invention
The technical solution in embodiment of the present invention is clearly and completely described in attached drawing in mode, it is clear that described reality
The mode of applying is some embodiments of the invention, rather than whole embodiments.Based on the embodiment in the present invention, ability
Domain those of ordinary skill every other embodiment obtained without creative efforts, belongs to the present invention
The range of protection.
Therefore, requirement is not intended to limit to the detailed description of the embodiments of the present invention provided in the accompanying drawings below to protect
The scope of the present invention of shield, but it is merely representative of selected embodiment of the invention.Based on the embodiment in the present invention, ability
Domain those of ordinary skill every other embodiment obtained without creative efforts, belongs to the present invention
The range of protection.
It should also be noted that similar label and letter indicate similar terms in following attached drawing, therefore, once a certain Xiang Yi
It is defined in a attached drawing, does not then need that it is further defined and explained in subsequent attached drawing.
Embodiment
About the determination of country rock load, there are many methods at present, such as theoretical calculation method, empirical formula method, numerical simulation
Method, real-time monitoring method, model testing method etc., various methods have its applicable elements.Wherein common theoretical calculation method is main
Be theoretical by Pu Shi, too husky basis mechanism opinion, elastic plastic theory, limit equilibrium theory, rock pillar theory scheduling theory derive establish country rock
Load calculation formula, wherein representational receive public affairs for Bill Bao Man formula, Tai Shaji formula, card Ke's formula, Pu Shi formula, sweet smell
Formula, Kastner formula etc..Common empirical equation has the calculation formula based on Q system and the calculation formula based on RMR system
Deng.Method for Numerical can not be using analytic method is found out, boundary condition is complex, long-pending without protracted experience for stress
There is certain applicability for tired engineering.But due to the complexity of geological conditions and engineering, various country rock load theory meters
It calculates and will appear certain error when formula, empirical formula and numerical simulation etc. are applied to practical, therefore rely on actual measurement to acquire
Country rock payload values for engineering construction have important reference value.
The current railway tunnel design of its support in China is mainly calculated using country rock load in " Design of Railway Tunnel specification "
The advantages of method, this method combines full earth pillar theory, thanks to family's coke formula and be based on sample statistics and fender graded empirical equation,
Clear physical concept is applied convenient for engineers and technicians.However there is calculating country rock load and change not with buried depth in the empirical equation
Continuous situation, and the empirical equation be based on landslide statistics under the conditions of establish.Since China in recent years grows up tunnel
Road quantity is increasing, and cave in accident but gradually decreases, and the raising of this and China's constructing tunnel level has great relationship.And I
State tunnel more at present is gradually transitions the standard mechanicalization construction epoch from the artificial gadget epoch, and construction level obtains pole
It greatly improves.Tunneling not only uses advance support measure simultaneously, is greatly improved self, and initial stage
Timely, reliable in quality is closed in supporting, and arch springing is bottomed fast, can inhibit surrouding rock deformation well.Therefore, using " Design of Railway Tunnel
Specification " in landslide load calculation method carry out tunneling and will cause and cause safety stock larger, the wasting of resources, therefore need to propose one
Kind instructs engineering practice based on the deformation load calculation method under the conditions of surrouding rock deformation.
For this purpose, the present inventor proposes a kind of deep tunnel country rock deformation load calculation method by long-term research, use
A large amount of country rock load field monitoring data, consider Grades of Surrounding Rock, edpth of tunnel, tunnel span factor, by mathematical statistics method,
A kind of country rock deformation load calculation method based under the conditions of surrouding rock deformation is established in derivation.Research achievement can be future tunnel and ground
Lower engineering support design provides reference, while can effectively reduce project cost.
Referring to Fig. 1, the deep tunnel country rock deformation load calculation method, includes the following steps:
Collect deep tunnel country rock deformation load monitoring section sample data.Deformation load is mainly reflected in injection coagulation
In native, combined bolting and shotcrete contact pressure.Therefore, using the country rock contact pressure carried out in gunite concrete, combined bolting and shotcrete structure
Foundation of the power field monitoring achievement as analysis deformation load.Each monitoring point deformation load monitor value passes through soil pressure sensing respectively
Device is monitored, and final stationary value of choosing is used for subsequent research as deformation load.
In a kind of specifically embodiment, deep tunnel country rock deformation load monitoring section sample data is at least collected in 50
Seat tunnel and the deep tunnel country rock deformation load monitoring section be at least 200.Since the present invention is based on country rock load
Field monitoring data set out to determine country rock deformation load calculation method, and therefore, how final sample data achievement more be more accurate
In other words closer to reality.Specifically, in embodiments of the present invention, by field measurement and literature survey method, state is obtained altogether
54 tunnels building between interior 2000~2018 years, 205 deformation load monitoring section sample datas are mainly distributed on China, China
North, Central China, East China, south China and southwest.Nearly 10 years tunnels can represent the level of current tunnel construction technology, and
Tunnel is distributed in China North China, Central China, East China, south China and southwest, therefore, the deep tunnel country rock deformation finally obtained
Load calculation method can be generally applicable at home.
The sample data is classified respectively according to Grades of Surrounding Rock, tunnel span and construction method, and is pressed respectively
According to different surrounding rock rank, different tunnel span sections and different construction method statistical sample accountings.
Specifically, Grades of Surrounding Rock is divided into I, II, III, IV, V and VI.Tunnel span section can be according to " railway tunnel
Design specification " relevant regulations in the 1.0.6 articles of (TB10003-2016) are according to small span, middle span, large span, super-large span
It is divided.Construction method can be divided into full section method, benching tunnelling method, micro- benching tunnelling method and CRD method.
Fig. 2-4 is please referred to, each Grades of Surrounding Rock sample accounting, each tunnel span sample accounting and each construction are respectively illustrated
Engineering method sample accounting.
IV, V grades of country rock deformation load assignments are analyzed according to sample data.Please refer to Fig. 5,6, in the present embodiment, sample
The overwhelming majority is IV, V grades of country rocks, IV country rock accounting 45%, V grades of country rock accountings 44% in data；Tunnel span in sample data
The overwhelming majority is 8~16m, wherein 9~15.2m accounting 95%；The IV grades of following accountings of country rock deformation load measured value 130kPa
91.5%；The V grades of following accountings 84.31% of country rock deformation load measured value 275kPa.
The country rock deformation load data in the sample is resolved into vertical, Horizontally distributed loading by equivalence principle according to area
Calculate and be distributed according to uniformly distributed equivalent load mode.Wherein σ1、σ2、σ3、σ4、σ5To survey radial country rock payload values, θ
For radial load direction and vertical angle, h is tunnel height, and B is tunnel span, and λ is lateral pressure coefficient, please refers to Fig. 7.
Wherein, vertical deformation load are as follows:
In formula 1:
Horizontal direction deformation load are as follows:
In formula:
β3=σ1+σ5Formula 7
Lateral pressure coefficient are as follows:
λ=e/q formula 8
By mathematical statistics method, analyzes the correlation and changing rule between deformation load and each factor and obtain shape
Time dependent loading is fitted with tunnel span fitting formula and deformation load with edpth of tunnel with Grades of Surrounding Rock fitting formula, deformation load
Formula.
In a kind of specific embodiment, in order to eliminate influence of the tunnel span to country rock deformation payload values, by sample
Middle surrounding rock at all levels deformation load average value analyzes relationship between the two, please refers to Fig. 8 and table 1 as analysis object.
1 deformation load of table is with Grades of Surrounding Rock fitting formula
| Deformation load | Fitting formula | Related coefficient |
| Vertical deformation load | Q=18e0.45s | 0.93 |
According to Fig. 8 and the analysis of table 1 it is found that deformation payload values are exponentially increased trend, and phase relation with tunnel surrounding rank
Number is 0.93.
In order to eliminate influence of the tunnel surrounding rank to country rock deformation load, deformation load under span each in sample is averaged
Value analyzes relationship between the two, please refers to Fig. 9, Figure 10 and table 2 as analysis object.
2 deformation load of table is with tunnel span fitting formula
| Deformation load fitting formula | Fitting formula | Related coefficient |
| Linear function | Q=12.0B-45.25 | 0.94 |
| Power function | Q=3.0B1.40 | 0.91 |
According to Fig. 9,10 and the analysis of table 2 it is found that deformation payload values with tunnel span are in two kinds of function growth trends, i.e. line
Property function, related coefficient 0.94；Power function, related coefficient 0.91.
Since IV, V grades of country rock deformation payload data accountings are larger in sample, by IV, V grades of country rock deformation payload values in sample
Q is analyzed with buried depth H relationship, please refers to Figure 11, Figure 12.
According to the analysis of Figure 11 and 12 it is found that when directly by deformation payload values q with buried depth H opening relationships, between the two without bright
Aobvious changing rule.Therefore vertical deformation payload values and buried depth must be subjected to form conversion, and then analyze relationship between the two, it chooses
Two kinds of forms are analyzed, and are described in detail below.
In order to eliminate the influence of tunnel span, Grades of Surrounding Rock to country rock deformation payload values, now by vertical deformation lotus in sample
Load value (q) and tunnel span (B) ratio (q/B) are ordinate, and buried depth H is that abscissa is analyzed, please refer to Figure 13,14 and
Table 3.
3 deformation load of table is with edpth of tunnel fitting formula
| Deformation load | Fitting formula | Related coefficient |
| (IV) vertical deformation load | Q/B=2.81H0.20 | 0.89 |
| (V) vertical deformation load | Q/B=4.35H0.22 | 0.86 |
According to Figure 13,14 and the analysis of table 3 it is found that q/B, H are in power function relationship between the two, and IV, V grades of country rock deformation
Load is identical with buried depth variation tendency.
It, can be by vertical deformation in sample in order to eliminate the influence of tunnel span, Grades of Surrounding Rock to country rock deformation payload values
Payload values (q) and tunnel span (B) ratio (q/B) are ordinate, and negative (- the 1/H) reciprocal of buried depth is that abscissa is analyzed, and are asked
Refering to fig. 15,16 and table 4.
4 deformation load of table is with edpth of tunnel fitting formula
According to Figure 15,16 and the analysis of table 4 it is found that q/B, -1/H exponentially functional relation between the two, and IV, V grades are enclosed
Rock deformation load is identical with buried depth variation tendency.
The lateral pressure coefficient under each Probability Condition is sought according to the probability density function of country rock deformation load lateral pressure coefficient
Range.Country rock horizontal direction deformation load in order to obtain can be analyzed by lateral pressure coefficient.According to analysis it is found that enclosing
Rock deformation load lateral pressure coefficient approximation Normal Distribution, probability density function are as shown in table 5.
Each riedel-treppe of table 5 not just too distribution function table
According to probability density function, the lateral pressure coefficient Distribution Value under each Probability Condition is finally acquired, as shown in table 6.
6 lateral pressure coefficient distributed area of table
| Data interval | Lateral pressure coefficient (λ) (IV grades of country rocks) | Probability | Lateral pressure coefficient (λ) (V grades of country rocks) | Probability |
| (μ-σ, μ+σ) | (0.37,0.57) | 68.26% | (0.59,0.83) | 68.26% |
| (+1.96 σ of μ -1.96 σ, μ) | (0.27,0.67) | 95.44% | (0.47,0.95) | 95.44% |
| (+1.96 σ of μ -1.96 σ, μ) | (0.21,0.73) | 99.73% | (0.40,1.02) | 99.73% |
Often there is certain inhomogeneities in field measurement deformation payload values, structure stress is in unfavoured state, therefore relatively
Safety of structure considers, is modified to obtain final lateral pressure coefficient to above-mentioned lateral pressure coefficient range according to confidence level, please join
Read Figure 17,18 and table 7.
7 lateral pressure coefficient table of table
| Grades of Surrounding Rock | III | IV | V |
| Lateral pressure coefficient | < 0.25 | 0.25~0.5 | 0.5~1.0 |
| Confidence interval | --- | 89% | 90% |
| " tunnel rule " lateral pressure coefficient | < 0.15 | 0.15~0.30 | 0.30~0.50 |
According to table 7 it is found that compared with lateral pressure coefficient in " Design of Railway Tunnel specification ", lateral pressure system under each wall rock condition
Number has certain increase.
By multiplicity method, tunnel surrounding rank, tunnel span, edpth of tunnel influence factor are considered, derivation is built
Vertical country rock vertical deformation load calculation formula, reference can be made to table 8.
8 vertical deformation load calculation formula of table
Country rock deformation load is acquired according to the country rock vertical deformation load calculation formula and the lateral pressure coefficient.
Specifically, it can choose in table 8 that the highest deformation load calculation formula of related coefficient is as final calculation formula, such as
Under:
Vertical deformation load calculation formula:
In formula 9: s- Grades of Surrounding Rock；α-correction factor, α=1.38.
By foregoing teachings it is found that horizontal direction deformation load calculation formula:
E=λ q formula 8
Wherein, lateral pressure coefficient λ, according to value shown in table 9, other symbolic significances are consistent with aforementioned formula in formula 9.
9 lateral pressure coefficient table of table
| Grades of Surrounding Rock | I~III | IV | V | VI |
| Lateral pressure coefficient | < 0.25 | 0.25~0.5 | 0.5~0.9 | 0.9~1 |
According to vertical deformation load and horizontal direction deformation load so as to obtaining country rock deformation load.
The foregoing is merely the preferred embodiment of the present invention, are not intended to restrict the invention, for this field
For technical staff, the invention may be variously modified and varied.All within the spirits and principles of the present invention, made any
Modification, equivalent replacement, improvement etc., should all be included in the protection scope of the present invention.
Claims (8)
1. a kind of deep tunnel country rock deformation load calculation method, which is characterized in that including
Collect deep tunnel country rock deformation load monitoring section sample data；
The sample data is classified respectively according to Grades of Surrounding Rock, tunnel span and construction method, and respectively according to not
Same Grades of Surrounding Rock, different tunnel span sections and different construction method statistical sample accountings；
IV, V grades of country rock deformation load assignments are analyzed according to the sample data；
The country rock deformation load data in the sample is resolved into vertical, Horizontally distributed loading and carried out by equivalence principle according to area
It calculates and is distributed according to uniformly distributed equivalent load mode,
Wherein, vertical deformation load are as follows:
In formula 1:
Horizontal direction deformation load are as follows:
In formula:
β3=σ1+σ5Formula 7
Lateral pressure coefficient is
λ=e/q formula 8
It is above it is various in, σ1、σ2、σ3、σ4、σ5To survey radial country rock payload values, θ is radial load direction and vertical angle, h
For tunnel height, B is tunnel span, and λ is lateral pressure coefficient；
By mathematical statistics method, analyzes the correlation and changing rule between deformation load and each factor and obtain deformation lotus
It carries and is fitted public affairs with edpth of tunnel with tunnel span fitting formula and deformation load with Grades of Surrounding Rock fitting formula, deformation load
Formula；
The lateral pressure coefficient range under each Probability Condition is sought according to the probability density function of country rock deformation load lateral pressure coefficient；
The lateral pressure coefficient range is modified to obtain final lateral pressure coefficient；
By multiplicity method, tunnel surrounding rank, tunnel span, edpth of tunnel influence factor are considered, derive to establish and enclose
Rock vertical deformation load calculation formula；
Country rock deformation load is acquired according to the country rock vertical deformation load calculation formula and the lateral pressure coefficient.
2. deep tunnel country rock deformation load calculation method according to claim 1, which is characterized in that the deep tunnel
Country rock deformation load monitoring section sample data is at least collected in 50 tunnels and the deep tunnel country rock deformation load monitors
Section is at least 200.
3. deep tunnel country rock deformation load calculation method according to claim 1, which is characterized in that the construction method
Including full section method, benching tunnelling method, micro- benching tunnelling method and CRD method.
4. deep tunnel country rock deformation load calculation method according to claim 1, which is characterized in that the Grades of Surrounding Rock
It is divided into I, II, III, IV, V and VI.
5. a kind of deep tunnel country rock deformation load calculation method, which is characterized in that including
Collect deep tunnel country rock deformation load monitoring section sample data；
The sample data is classified respectively according to Grades of Surrounding Rock, tunnel span and construction method, and respectively according to not
Same Grades of Surrounding Rock, different tunnel span sections and different construction method statistical sample accountings；
IV, V grades of country rock deformation load assignments are analyzed according to the sample data；
The country rock deformation load data in the sample is resolved into vertical, Horizontally distributed loading and carried out by equivalence principle according to area
It calculates and is distributed according to uniformly distributed equivalent load mode,
Wherein, vertical deformation load are as follows:
In formula 1:
Horizontal direction deformation load are as follows:
In formula:
β3=σ1+σ5Formula 7
Lateral pressure coefficient is
λ=e/q formula 8
It is above it is various in, σ1、σ2、σ3、σ4、σ5To survey radial country rock payload values, θ is radial load direction and vertical angle, h
For tunnel height, B is tunnel span, and λ is lateral pressure coefficient；
By mathematical statistics method, analyzes the correlation and changing rule between deformation load and each factor and obtain deformation lotus
It carries and is fitted public affairs with edpth of tunnel with tunnel span fitting formula and deformation load with Grades of Surrounding Rock fitting formula, deformation load
Formula；
The lateral pressure coefficient range under each Probability Condition is sought according to the probability density function of country rock deformation load lateral pressure coefficient；
The lateral pressure coefficient range is modified to obtain final lateral pressure coefficient；
By multiplicity method, tunnel surrounding rank, tunnel span, edpth of tunnel influence factor are considered, derive to establish and enclose
Rock vertical deformation load calculation formula,
Wherein, country rock vertical deformation load calculation formula:
In formula 9: s- Grades of Surrounding Rock；α-correction factor, α=1.38.；
Country rock deformation load is acquired according to the country rock vertical deformation load calculation formula and the lateral pressure coefficient.
6. deep tunnel country rock deformation load calculation method according to claim 5, which is characterized in that the deep tunnel
Country rock deformation load monitoring section sample data is at least collected in 50 tunnels and the deep tunnel country rock deformation load monitors
Section is at least 200.
7. deep tunnel country rock deformation load calculation method according to claim 5, which is characterized in that the construction method
Including full section method, benching tunnelling method, micro- benching tunnelling method and CRD method.
8. deep tunnel country rock deformation load calculation method according to claim 5, which is characterized in that the Grades of Surrounding Rock
It is divided into I, II, III, IV, V and VI.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910015444.5A CN109885866A (en) | 2019-01-08 | 2019-01-08 | Deep tunnel country rock deformation load calculation method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910015444.5A CN109885866A (en) | 2019-01-08 | 2019-01-08 | Deep tunnel country rock deformation load calculation method |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CN109885866A true CN109885866A (en) | 2019-06-14 |
Family
ID=66925776
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201910015444.5A Withdrawn CN109885866A (en) | 2019-01-08 | 2019-01-08 | Deep tunnel country rock deformation load calculation method |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN109885866A (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111581785A (en) * | 2020-04-18 | 2020-08-25 | 中铁二院工程集团有限责任公司 | High hump stress surrounding rock grading method |
| CN111967119A (en) * | 2019-12-19 | 2020-11-20 | 西南交通大学 | Method for calculating deformation pressure of surrounding rock of deep-buried tunnel based on BQ value |
| CN112613106A (en) * | 2020-12-24 | 2021-04-06 | 中铁二院工程集团有限责任公司 | Method for calculating tunnel bottom load of tunnel bottom drum section |
| CN112664174A (en) * | 2020-12-21 | 2021-04-16 | 中铁四局集团第五工程有限公司 | Tunnel surrounding rock grade determination method and system based on multiple drill holes |
-
2019
- 2019-01-08 CN CN201910015444.5A patent/CN109885866A/en not_active Withdrawn
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111967119A (en) * | 2019-12-19 | 2020-11-20 | 西南交通大学 | Method for calculating deformation pressure of surrounding rock of deep-buried tunnel based on BQ value |
| CN111967119B (en) * | 2019-12-19 | 2023-05-09 | 西南交通大学 | Method for calculating deformation pressure of surrounding rock of deep-buried tunnel based on BQ value |
| CN111581785A (en) * | 2020-04-18 | 2020-08-25 | 中铁二院工程集团有限责任公司 | High hump stress surrounding rock grading method |
| CN112664174A (en) * | 2020-12-21 | 2021-04-16 | 中铁四局集团第五工程有限公司 | Tunnel surrounding rock grade determination method and system based on multiple drill holes |
| CN112613106A (en) * | 2020-12-24 | 2021-04-06 | 中铁二院工程集团有限责任公司 | Method for calculating tunnel bottom load of tunnel bottom drum section |
| CN112613106B (en) * | 2020-12-24 | 2022-03-25 | 中铁二院工程集团有限责任公司 | Method for calculating tunnel bottom load of tunnel bottom drum section |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN109885866A (en) | Deep tunnel country rock deformation load calculation method | |
| CN110795878B (en) | Tunnel water inflow prediction method | |
| CN106952003B (en) | Method for predicting surrounding rock damage type of underground cavern of stratified rock mass in high ground stress region | |
| CN102253423B (en) | Proper water supply position intelligent recognition technology based on multi-source hydrogeology survey information | |
| CN114201922A (en) | Dynamic landslide sensitivity prediction method and system based on InSAR technology | |
| CN103778480A (en) | Fissure-zone height prediction method based on sensitivity analysis | |
| CN114357678B (en) | Novel optimization design method for regional underground water level monitoring network | |
| Tahershamsi et al. | Modeling groundwater surface by MODFLOW math code and geostatistical method | |
| CN104063626A (en) | Predication method of outer-source entrapment fullness degree | |
| CN103628816B (en) | The method of seismic properties Guidance Levels well guiding and device thereof | |
| Liu et al. | Late Quaternary terrace formation from knickpoint propagation in the headwaters of the Yellow River, NE Tibetan Plateau | |
| CN105022098A (en) | Continental deposition body identification and prediction method based on slice interlayer information | |
| Namitha et al. | Ground water flow modelling using visual modflow | |
| Wheater | Hydrological processes, groundwater recharge and surface-water/groundwater interactions in arid and semi-arid areas | |
| Yang et al. | Numerical modeling of groundwater flow in Daxing (Beijing), China | |
| CN109542995B (en) | Method for analyzing landslide of reservoir area | |
| Gu et al. | Evolutionary dynamics of the main-stem longitudinal profiles of ten kongdui basins within Inner Mongolia, China | |
| NAM et al. | Groundwater modeling for groundwater management in the coastal area of Mekong Delta, Vietnam | |
| CN104166796A (en) | Method and device for determining scale of maximum single oil and gas reservoir in accumulation system | |
| CN115187735A (en) | Method capable of rapidly evaluating risk of regional shallow landslide | |
| Hussein et al. | Hydrogeological and hydro chemical evaluation of groundwater in Karbala region using Geographic Information System (GIS) | |
| Chantome et al. | The Value of Structure-Specific Borings: Statistical Analysis of Electrical Transmission Line Structure Foundation Costs Based on Structure-Specific Borings versus No Borings or Variable Boring Spacing | |
| Ding et al. | Ground Subsidence, Driving Factors, and Risk Assessment of the Photovoltaic Power Generation and Greenhouse Planting (PPG&GP) Projects in Coal-Mining Areas of Xintai City Observed from a Multi-Temporal InSAR Perspective | |
| Kumar et al. | Groundwater resources management through flow modeling in lower part of Bhagirathi—Jalangi interfluve, Nadia, West Bengal | |
| Gresswell et al. | Hydrogeological modelling to inform closure planning for Hazelwood Mine |
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 | ||
| WW01 | Invention patent application withdrawn after publication |
Application publication date: 20190614 |
|
| WW01 | Invention patent application withdrawn after publication |