CN107194136A - A kind of pressure from surrounding rock computational methods suitable for many stratum shallow tunnels - Google Patents
A kind of pressure from surrounding rock computational methods suitable for many stratum shallow tunnels Download PDFInfo
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Abstract
The invention belongs to Tunnel Engineering technical field, and in particular to a kind of pressure from surrounding rock computational methods suitable for many stratum shallow tunnels, including：Step 1: the step of setting up many earth formation mechanical models；Step 2: the step of many earth formation mechanical models are converted into multiple single earth formation mechanical models.The present invention is directed to Application No. CN201610958955.7 Chinese patent application file《A kind of pressure from surrounding rock computational methods for shallow tunnel》Present in disclosed computational methods, it is only applicable to the confinement problems of single earth formation, offer is a kind of can be applied to the pressure from surrounding rock computational methods of many stratum shallow tunnels, and the application field of the pressure from surrounding rock computational methods extensively, disclosure satisfy that the complexity requirement of practice of construction environment.Using this method calculate obtained by pressure from surrounding rock value and actual pressure from surrounding rock value difference away from smaller, can represent the actual pressure from surrounding rock in tunnel more in consistent manner, practicality and accuracy more preferably, for engineers and technicians provide to refer to sexual valence value higher.
Description
Technical field
The invention belongs to Tunnel Engineering technical field, in particular it relates to which a kind of be applied to serve as reasons in the country rock of shallow tunnel
During the compound stratum that a variety of Different Stratas are combined, to the computational methods of pressure from surrounding rock.
Background technology
After tunnel excavation, along with the release of surrouding rock stress, rock deforms into hole around hole.Supporting construction is applied
Afterwards, surrouding rock deformation is inhibited, while generating the load for acting on supporting construction, i.e. pressure from surrounding rock.Such as Tunnel Engineering supporting
Scheme is overly conservative under certain conditions, then can cause to waste；And under certain conditions because pressure from surrounding rock considers insufficient, supporting
Parameter of structure design is on the weak side, then can cause the generation of security incident.Pressure from surrounding rock directly influences the structure design in tunnel with applying
The selection of work method, therefore, in Tunnel Engineering practice, pressure from surrounding rock is for constructing tunnel caused by Accurate Prediction tunnel excavation
The important in inhibiting that makes smooth advances.City underground engineering is generally shallow embedding engineering, and wall rock condition is poor, in this case, opens
Influence caused by digging more will directly be applied to earth's surface and neighboring buildings.How country rock that can a for reference pressure is calculated
Force value, and then control the influence in work progress to structures around, it is ensured that construction safety, quickly finish, as one
Urgent problem to be solved.
Application No. CN201610958955.7 Chinese patent application file《A kind of pressure from surrounding rock for shallow tunnel
Computational methods》Disclose：
" a kind of pressure from surrounding rock computational methods for shallow tunnel comprise the following steps：
(1) the convergent deformation monitoring point of country rock is chosen：The tunnel constructed using two side-wall pilot tunnel is researched and analysed,
It is convergent deformation monitoring point to choose the point on the pilot tunnel excavated at first by sequence of excavation；
(2) in monitoring point structural texture mechanical model；
(3) calculation relational expression between convergent deformation and pressure from surrounding rock is derived；
(4) engineering real data and convergence monitoring data are brought into the relational expression of step (3), monitoring point is calculated respectively
The displacement of arranged on left and right sides, and monitoring point convergent deformation；
(5) calculate country rock and calculate angle of friction and pressure from surrounding rock.”
This method is by analyzing in two side-wall pilot tunnel constructing tunnel between the convergent deformation and pressure from surrounding rock of side wall country rock
Relation, set up model of structural mechanics, pressure from surrounding rock tried to achieve by field monitoring data inverse.Wherein, model of structural mechanics is set up
The step of only for single stratum, and the practice of construction environment of shallow tunnel is all often relatively complicated, by a variety of differences
The compound stratum of stratigraphy assemblage.Therefore, the application field of the pressure from surrounding rock computational methods compares limitation, it is impossible to full well
The complexity requirement of full border construction environment.Using this method calculate obtained by pressure from surrounding rock value also deposited with actual pressure from surrounding rock value
In certain gap, it is impossible to represent the actual pressure from surrounding rock in tunnel more in consistent manner, sexual valence is referred to for what engineers and technicians provided
Value is not high.
The content of the invention
It is an object of the invention to：For Application No. CN201610958955.7 Chinese patent application file《It is a kind of
Pressure from surrounding rock computational methods for shallow tunnel》Present in disclosed computational methods, single earth formation is only applicable to
Confinement problems there is provided it is a kind of can be applied to many stratum shallow tunnels pressure from surrounding rock computational methods, the computational methods should
Wider with scope, practicality and accuracy more preferably, refer to sexual valence value higher.
To achieve these goals, the technical solution adopted in the present invention is：
A kind of pressure from surrounding rock computational methods suitable for many stratum shallow tunnels, including：
Step 1: the step of setting up many earth formation mechanical models；
Step 2: the step of many earth formation mechanical models are converted into single earth formation mechanical model.
In Application No. CN201610958955.7 Chinese patent application file《A kind of country rock pressure for shallow tunnel
Power computational methods》On the basis of disclosed pressure from surrounding rock computational methods, above step will set up single earth formation mechanics mould
The step of type, the step of setting up many earth formation mechanical models is converted to, is then again converted to many earth formation mechanical models
Single earth formation mechanical model.Multiple single earth formation mechanical models after conversion can be according to《It is a kind of for shallow tunnel
Pressure from surrounding rock computational methods》Disclosed pressure from surrounding rock computational methods are calculated.Compared to《A kind of country rock for shallow tunnel
Calculation of pressure method》, the computational methods can be applied to it is relatively complicated, by a variety of Different Stratas combine it is compound
The Shallow Tunnel Construction environment of layer.Therefore, the application field of the pressure from surrounding rock computational methods is more extensive.Institute is calculated using this method
The pressure from surrounding rock value obtained can represent the actual pressure from surrounding rock in tunnel more in consistent manner further close to actual pressure from surrounding rock value.
Preferably, the step one includes：Load within the scope of Different Strata is respectively seen as linearly
Load.The step be with《Vcehicular tunnel design specification》Annex E shallow tunnel loads computational methods are foundation, the model set up
Related specifications can be met.
Preferably, the step 2 includes：Using stratum line of demarcation as boundary, load is divided into the portion of respective amount
Point.Although whole country rock is made up of multiple stratum, it is impossible to utilized《A kind of pressure from surrounding rock computational methods for shallow tunnel》
Disclosed pressure from surrounding rock computational methods are calculated, and still, using stratum line of demarcation as boundary, many stratum dynamics models are divided into multiple lists
One stratum dynamics model, single stratum after segmentation can be according to《A kind of pressure from surrounding rock computational methods for shallow tunnel》Institute
Disclosed pressure from surrounding rock computational methods are calculated.In addition, when splitting stratum, can split according to layer attribute, and
Adjacent layer attribute is very approximate, it is not necessary that during segmentation, can be considered as same stratum and be calculated, and is walked with simplifying to calculate
Suddenly.
Preferably, the assumed condition that the step one sets up left base tunnel top bar mechanical model is：
(1) left base tunnel top bar is considered as sector；
(2) right side wall of left base tunnel top bar and circular arch part are reduced to rigid material；
(3) two end nodes of the right side wall of left base tunnel top bar and circular arch are accordingly to be regarded as being rigidly connected；
(4) right side wall is considered as statically indeterminate beam, and the circular arch is considered as indeterminate arch.
Further, the step 2 is：Statically indeterminate beam is divided into the linear lotus of respective amount by boundary of stratum line of demarcation
Carry.
Further, the step 2 is：Indeterminate arch is divided into the linear lotus of respective amount by boundary of stratum line of demarcation
Carry.
The modeling conditions of the step with《A kind of pressure from surrounding rock computational methods for shallow tunnel》It is consistent, to cause
When the model that the step is set up is replaced with master mould step, whole calculating logic is not influenceed, you can with directly by the step
The former computational methods of model insertion set up.
Preferably, the step one sets up the get out of a predicament or an embarrassing situation assumed condition of mechanical model of left base tunnel and is：
(1) left base tunnel is got out of a predicament or an embarrassing situation and is considered as triangle；
(2) left side wall and right side wall part left base tunnel got out of a predicament or an embarrassing situation are reduced to rigid material；
(3) left side wall and two end nodes of right side wall left base tunnel got out of a predicament or an embarrassing situation are accordingly to be regarded as being rigidly connected；
(4) left side wall and right side wall are considered as statically indeterminate beam, and the convergence that total convergent deformation is considered as two statically indeterminate beams becomes
Shape sum.
Further, the step 2 is：Statically indeterminate beam is divided into the linear lotus of respective amount by boundary of stratum line of demarcation
Carry.
The modeling conditions of the step with《A kind of pressure from surrounding rock computational methods for shallow tunnel》It is consistent, to cause
When the model that the step is set up is replaced with master mould step, whole calculating logic is not influenceed, you can with directly by the step
The former computational methods of model insertion set up.
In summary, by adopting the above-described technical solution, compared to prior art, the beneficial effects of the invention are as follows：
Offer is a kind of can be applied to the pressure from surrounding rock computational methods of many stratum shallow tunnels, and this method sets up structural mechanics
The step of model can for country rock be many earth formations situation, can adapt to it is relatively complicated in shallow tunnel, by a variety of
The practice of construction environment for the compound stratum that Different Strata is combined.Therefore, the application field ratio of the pressure from surrounding rock computational methods
It is wide, the complexity requirement of practice of construction environment can be met well.Pressure from surrounding rock value obtained by being calculated using this method
With actual pressure from surrounding rock value difference away from smaller, the actual pressure from surrounding rock in tunnel can be represented more in consistent manner, practicality and accuracy are more
It is good, for engineers and technicians provide to refer to sexual valence value higher.
Brief description of the drawings
Fig. 1 is double stratum and tunnel top bar position relationship schematic diagram.
Fig. 2 is the left base tunnel top bar Load Model figure in double stratum.
Fig. 3 is double left base tunnel top bar statically indeterminate beam load q in stratumsWith load qcIllustraton of model.
Fig. 4 is double left base tunnel top bar statically indeterminate beam load q in stratumlIllustraton of model.
Fig. 5 is double left base tunnel top bar statically indeterminate beam load q in stratuml1Illustraton of model.
Fig. 6 is double left base tunnel top bar statically indeterminate beam load q in stratuml2Illustraton of model.
Fig. 7 is the indeterminate arch load q of the left base tunnel top bar in double stratumsWith load q3Illustraton of model and load qs1With load qs2
Illustraton of model.
Fig. 8 is the left base tunnel top bar stratum geometrical relationship figure in double stratum.
Fig. 9 is double stratum and tunnel is got out of a predicament or an embarrassing situation position relationship schematic diagram.
Figure 10 is that double left base tunnels in stratum are got out of a predicament or an embarrassing situation Load Model figure.
Figure 11 is three stratum and tunnel is got out of a predicament or an embarrassing situation position relationship schematic diagram.
Figure 12 is that the left base tunnel in three stratum is got out of a predicament or an embarrassing situation Load Model figure.
Figure 13 is that the left base tunnel in three stratum is got out of a predicament or an embarrassing situation statically indeterminate beam load qsWith load qcIllustraton of model.
Figure 14 is that the left base tunnel in three stratum is got out of a predicament or an embarrassing situation statically indeterminate beam load q1, load q2With load q3Illustraton of model.
The corresponding component names are marked to be in accompanying drawing：
The left base tunnel top bars of 1-, the left base tunnels of 2- are got out of a predicament or an embarrassing situation, and the right base tunnel top bars of 3-, the right base tunnels of 4- are got out of a predicament or an embarrassing situation, base tunnel in 5-
Base tunnel is got out of a predicament or an embarrassing situation in top bar, 6-, the left base tunnel top bar Convergence monitoring positions of 7-, 8- up/down steps line of demarcation, at the beginning of 9- first layers
Phase supporting, 10- second layer preliminary bracings.
Embodiment
Below in conjunction with the accompanying drawings, the present invention is explained.In order that the objects, technical solutions and advantages of the present invention are more
Plus it is clear, below in conjunction with drawings and Examples, the present invention will be described in further detail.It should be appreciated that this place is retouched
The specific embodiment stated only to explain the present invention, is not intended to limit the present invention.
The present invention be directed to Application No. CN201610958955.7 Chinese patent application file《One kind is used for shallow embedding tunnel
The pressure from surrounding rock computational methods in road》The Optimal improvements that disclosed computational methods are carried out, improvement is that mechanical model will be set up
The step of be improved to two steps, be Step 1: the step of setting up many earth formation mechanical models respectively；Step 2: will more
The step of Rotating fields mechanical model is converted to multiple single earth formation mechanical models.Individually below using double stratum and three stratum as
Example, illustrates the calculating process of the present invention, and the part mutually repeated with basis application principle is not repeated.Based on two side-wall pilot tunnel
Construction method, excavates and is sequentially completed get out of a predicament or an embarrassing situation 2, right base tunnel top bar 3, right base tunnel of left base tunnel top bar 1, left base tunnel and get out of a predicament or an embarrassing situation
4th, middle base tunnel top bar 5 and middle base tunnel get out of a predicament or an embarrassing situation 6, left and right excavation with guide pit order also interchangeable, true with specific reference to project situation
It is fixed, but the right and left symmetrical configuration, have no effect on the structure of model.Seen for convergence left base tunnel top bar Convergence monitoring position 7
Value position is measured, is determined with specific reference to position to be measured.Up/down steps line of demarcation 8, which will be excavated in hole, is divided into upper and lower step, completes out
First layer preliminary bracing 9 and second layer preliminary bracing 10 are applied after digging successively.
Embodiment 1
As shown in figure 1, the situation when line of demarcation that the present embodiment is double stratum is located between left base tunnel top bar.Analysis is left
The load of base tunnel top bar, the assumed condition for setting up model is：
(1) left base tunnel top bar is considered as sector；
(2) right side wall of left base tunnel top bar and circular arch part are reduced to rigid material；
(3) two end nodes of the right side wall of left base tunnel top bar and circular arch are considered as and be rigidly connected.
As shown in Fig. 2 setting up the left base tunnel top bar Load Model in double stratum, if fan-shaped radius is r, angle is θ, and is drawn
Enter constant EI.Right side wall is considered as statically indeterminate beam, and circular arch is considered as indeterminate arch, and both are rigidly connected.Individually below to statically indeterminate beam
Analysis calculating is carried out with indeterminate arch.
First, the calculation procedure of statically indeterminate beam displacement
As shown in figure 3, the Load Model both horizontally and vertically being subject to for the left base tunnel top bar statically indeterminate beam in double stratum,
The horizontal loading that statically indeterminate beam is subject to is qs, vertical load is qc.As shown in figure 4, due to statically indeterminate beam two ends to be rigidly connected,
Do not influenceed by xial feed, therefore only consider horizontal loading qsWith vertical load qcIn the load q on statically indeterminate beam directionl's
Effect, load ql=qs·sinθ+qcCos θ, load qlQ is divided into according to stratigraphic boundaryl1And ql2Two parts.Individually below to lotus
Carry ql1And ql2Calculated.
1st, as shown in figure 5, being load ql1Computation model, its calculation procedure is as follows：
Formula 1-2 substitutions 1-1 can be tried to achieve into constraint load x1、x2, and then try to achieve the moment of flexure of arbitrfary point on beam：
2nd, as shown in fig. 6, being load ql2Computation model, the same q of its Computing Principlel1, calculation procedure is as follows：
Formula 1-5 substitutions 1-4 can be tried to achieve into constraint load x3、x4, then on beam arbitrfary point moment of flexure：
To sum up, by load ql1And ql2Bemding moment formula 1-3, the 1-6 tried to achieve under effect, which is added, can obtain load qlIt is curved under effect
Square：
Double integral is asked moment of flexure to obtain：
2nd, the calculation procedure of indeterminate arch displacement
Similarly, as shown in Fig. 7 a, b, be double left base tunnel top bars in stratum it is indeterminate encircle be subject to both horizontally and vertically
Load Model, the horizontal loading that indeterminate arch is subject to is qs, vertical load is q3；And by load qsIt is divided into q by stratigraphic boundarys1With
qs2Two parts.
Load qs1Calculation procedure it is as follows：
Load qsΔ under effectiqCalculation procedure is as follows：
Load q3The lower Δ of effectiqCalculation procedure is as follows：
As shown in figure 8, being the geometrical relationship between stratum.
By the Δ tried to achieveiqResult of calculation substitutes into formula 1-1 with formula 1-2 can try to achieve constraint load x1、x2、x3, and then try to achieve on arch
The moment of flexure of arbitrfary point：
Double integral is asked moment of flexure to obtain：
Embodiment 2
As shown in figure 9, the line of demarcation that the present embodiment is double stratum be located at left base tunnel get out of a predicament or an embarrassing situation between when situation.Such as Figure 10
It is shown, it is that double left base tunnels in stratum are got out of a predicament or an embarrassing situation Load Model.Exponent part of appearing on the stage only is influenceed by single stratum load action, so nothing
Method uses the model in embodiment 1 to calculate, it is contemplated that the influence of two side-wall pilot tunnel excavation effect, and up/down steps are excavated and completed
Knowable to left base tunnel afterwards is analyzed, horizontal direction restrains the deformation sum that can be considered two statically indeterminate beams, the meter of statically indeterminate beam
Calculation is equal to statically indeterminate beam in embodiment 1, can similarly try to achieve：
Embodiment 3
As shown in figure 11, the present embodiment be three stratum line of demarcation be respectively positioned on left base tunnel get out of a predicament or an embarrassing situation between when situation.
Concentrate the possibility for three stratum occur extremely low in the limited height of top bar, such as when three stratum concentrate on top bar, due to upper
Shoulder height is limited, and three stratum can be reduced to single or double stratum, so the present embodiment only considers three distribution of strata in a left side
The situation that base tunnel is got out of a predicament or an embarrassing situation.
As shown in figure 12, it is that the left base tunnel in three stratum is got out of a predicament or an embarrassing situation Load Model, left base tunnel is got out of a predicament or an embarrassing situation and analyzed, due to meter
Only consider that moment of flexure is deformed during calculation, it is possible to left base tunnel left-side petrosa point is considered as statically indeterminate beam and calculated.Analysis is understood
Horizontal convergence deformation deforms sum equal to the statically indeterminate beam of the right and left, similarly the model hypothesis in embodiment 2, such as Figure 13 institutes
Show, the horizontal loading that statically indeterminate beam is subject to is qs, vertical load is qc。
As shown in figure 14, due to statically indeterminate beam two ends to be rigidly connected, so in axial direction power function influence is not considered,
Only consider horizontal loading qsWith vertical load qcIn the load q on statically indeterminate beam directionlEffect, and by stratigraphic boundary point
For load q1, load q2With load q3, the calculation procedure principle of the statically indeterminate beam of be the same as Example 1 is identical, ql=q1+q2+q3=qs·
sinθ+qcCos θ, specific calculation procedure is as follows：
Load q1、q2、q3Δ under effectiqCalculation procedure is as follows：
Formula 3-2~3-5 is substituted into 3-1 can try to achieve constraint load x3、x4, then on beam arbitrfary point moment of flexure：
Double integral is asked moment of flexure to obtain：
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all essences in the present invention
Any modifications, equivalent substitutions and improvements made within refreshing and principle etc., should be included in the scope of the protection.
Claims (8)
1. a kind of pressure from surrounding rock computational methods suitable for many stratum shallow tunnels, it is characterised in that including：
Step 1: the step of setting up many earth formation mechanical models；
Step 2: the step of many earth formation mechanical models are converted into single earth formation mechanical model.
2. the pressure from surrounding rock computational methods according to claim 1 suitable for many stratum shallow tunnels, it is characterised in that institute
Stating step one includes：Load within the scope of Different Strata is respectively seen as linear load.
3. the pressure from surrounding rock computational methods according to claim 2 suitable for many stratum shallow tunnels, it is characterised in that institute
Stating step 2 includes：Using stratum line of demarcation as boundary, load is divided into the part of respective amount.
4. the pressure from surrounding rock computational methods according to claim 3 suitable for many stratum shallow tunnels, it is characterised in that institute
State step one and set up the assumed condition of left base tunnel top bar mechanical model and be：
(1) left base tunnel top bar is considered as sector；
(2) right side wall of left base tunnel top bar and circular arch part are reduced to rigid material；
(3) two end nodes of the right side wall of left base tunnel top bar and circular arch are accordingly to be regarded as being rigidly connected；
(4) right side wall is considered as statically indeterminate beam, and the circular arch is considered as indeterminate arch.
5. the pressure from surrounding rock computational methods according to claim 4 suitable for many stratum shallow tunnels, it is characterised in that institute
Stating step 2 is：Statically indeterminate beam is divided into the linear load of respective amount by boundary of stratum line of demarcation.
6. the pressure from surrounding rock computational methods according to claim 4 suitable for many stratum shallow tunnels, it is characterised in that institute
Stating step 2 is：Indeterminate arch is divided into the linear load of respective amount by boundary of stratum line of demarcation.
7. the pressure from surrounding rock computational methods according to claim 3 suitable for many stratum shallow tunnels, it is characterised in that institute
State step one and set up the get out of a predicament or an embarrassing situation assumed condition of mechanical model of left base tunnel and be：
(1) left base tunnel is got out of a predicament or an embarrassing situation and is considered as triangle；
(2) left side wall and right side wall part left base tunnel got out of a predicament or an embarrassing situation are reduced to rigid material；
(3) left side wall and two end nodes of right side wall left base tunnel got out of a predicament or an embarrassing situation are accordingly to be regarded as being rigidly connected；
(4) left side wall and right side wall are considered as statically indeterminate beam, total convergent deformation be considered as two statically indeterminate beams convergent deformation it
With.
8. the pressure from surrounding rock computational methods according to claim 7 suitable for many stratum shallow tunnels, it is characterised in that institute
Stating step 2 is：Statically indeterminate beam is divided into the linear load of respective amount by boundary of stratum line of demarcation.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111141601A (en) * | 2019-12-24 | 2020-05-12 | 长安大学 | Shallow-buried ultra-large-span tunnel partition wall structure stress safety inspection scheme |
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