CN114065362A - Dynamic design method of drainage system based on tunnel prediction water inflow - Google Patents

Dynamic design method of drainage system based on tunnel prediction water inflow Download PDF

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CN114065362A
CN114065362A CN202111449657.2A CN202111449657A CN114065362A CN 114065362 A CN114065362 A CN 114065362A CN 202111449657 A CN202111449657 A CN 202111449657A CN 114065362 A CN114065362 A CN 114065362A
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water inflow
section
drainage system
tunnel
blind pipe
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弯晓林
马有良
张志强
肖子恩
王海峰
张洋
刘阔
钟云霄
陈博
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Southwest Jiaotong University
Second Engineering Co Ltd of China Railway 19th Bureau Group Co Ltd
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Second Engineering Co Ltd of China Railway 19th Bureau Group Co Ltd
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Abstract

The invention discloses a dynamic design method of a drainage system based on tunnel prediction water inflow, which comprises the following specific steps: s1: according to geological survey data, carrying out equivalent circle processing on tunnel profile data, and fitting a functional relation between the water head height and the profile mileage; s2: selecting a prediction section, and calculating the water inflow prediction value Q of the sectioni(ii) a S3: to the predicted value Q of water inflowiCorrecting; s4: determining parameters of the blind pipes, and calculating to obtain a blind pipe interval D; s5: arranging a drainage system; s6: determining the next predicted section, repeating S2-S5, and determining whether to modify the drainage system according to the variation value z of the calculated data of each measured arrangement interval and the data of the last arrangement intervalAnd (4) designing the circumferential blind pipe interval along the longitudinal direction of the tunnel until the blind pipe is communicated. The dynamic design method is adopted, the difference of the water-rich quantity of the surrounding rocks of different sections penetrated by the tunnel is considered, different circumferential blind pipe intervals are calculated, and the defect or interference of the design of the drainage system caused by the adoption of the same standard is avoided.

Description

Dynamic design method of drainage system based on tunnel prediction water inflow
Technical Field
The invention relates to a design method of a tunnel drainage system, in particular to a dynamic design method of a drainage system based on tunnel prediction water inflow.
Background
A tunnel is a linear structure buried under the earth's surface, and the tunnel needs to bear the action and influence of the groundwater environment for a long time in service. Engineering practices show that when a tunnel is built in a part of underground water development areas, the following problems often occur around the tunnel in waterproof and drainage mode: the excavation of the tunnel destroys the balance of underground water circulation, so that the tunnel becomes a channel for gathering nearby underground water, and when the drainage prevention and control facility of the tunnel is imperfect, the problem of water leakage can be caused, and the structure and the operation safety are influenced; due to the fact that a large amount of regional underground water is lost due to emission of underground water in the tunnel, water resources near the tunnel are exhausted, environmental hazards such as surface subsidence and sinking are caused, and the life and social stability of residents are affected, and therefore the fact that the reliable water prevention and drainage system is arranged is the basic requirement for the durability and the use function of the tunnel structure under the environmental conditions. The tunnel body drainage system mainly comprises a lining back drainage system such as a ring, a longitudinal blind pipe (ditch) and the like, and an in-tunnel trench drainage system such as a side ditch and a central ditch (pipe).
However, the working environment of the tunnel body drainage system generally changes continuously with time and seasons, most of the working environment is concealed engineering, and if the function of the drainage system is reduced and the drainage requirement is not met, the phenomenon of difficult reconstruction, maintenance and repair is caused. The existing tunnel drainage system generally adopts the same system along the longitudinal direction of the tunnel, and does not consider the difference of the water enrichment of surrounding rocks when the tunnel passes through different sections, thereby causing the deficiency or the interference of the drainage system design.
Disclosure of Invention
In order to solve the defects in the prior art, the invention provides a dynamic design method of a drainage system based on the predicted water inflow amount of a tunnel, which is suitable for the design of the drainage system when the tunnel passes through surrounding rocks rich in water at different degrees, and is particularly suitable for the situation that the water-rich amount of the surrounding rocks at the front section and the rear section has large difference.
In order to achieve the technical purpose, the invention adopts the technical scheme that:
a dynamic design method of a drainage system based on tunnel prediction water inflow comprises the following specific steps:
s1: according to geological survey data, carrying out equivalent circle processing on the data of the tunnel profile, and fitting a functional relation H of the water head height and the profile mileagei＝h(xi)；
Wherein HiThe distance (m) from the static water level of the section i to the center of the equivalent circle of the cross section of the hole body; h (x)i) Is HiMileage position x on section iiThe fitting function of (a);
s2: selecting a predicted section i, and calculating a water inflow predicted value Q of the section ii；
S3: to the predicted value Q of water inflowiCorrecting to obtain the water inflow prediction correction value Q of the section iic；
S4: it doesDetermining parameters of the used blind pipe, and predicting a correction value Q according to water inflowicCalculating to obtain a blind pipe distance D;
s5: arranging a drainage system, and arranging a use interval D/gamma towards the blind pipe in an interval from n meters ahead of the section to the next section, wherein gamma is a safety coefficient;
s6: and determining the next predicted section, repeating S2-S5, and judging whether the drainage system is corrected or not through the variation value z of the calculated data of the arrangement distance actually measured each time and the data of the arrangement distance arranged last time, so as to continuously design the circumferential blind pipe distance along the longitudinal direction of the tunnel until the blind pipe distance is communicated.
Further, in step S2, the inflow amount predicted value QiCalculating according to a Goodman empirical formula;
Figure BDA0003384958280000021
wherein: qiThe predicted value (m) of water inflow per linear meter at the section i2D); r is the radius (m) of the equivalent circle of the cross section of the tunnel body; and K is the formation permeability coefficient.
Further, in step S3, the predicted water inflow value is corrected, including based on the measured water inflow QirCorrecting the predicted value of the water inflow amount, wherein the correction coefficient is alpha;
Figure BDA0003384958280000031
wherein: qirIs the measured water inflow of the section i, QiThe predicted value of the water inflow at the section i is shown.
Further, in step S3, the method further includes correcting the predicted water inflow value according to the local hydrological meteorological conditions, where the correction coefficient is β;
Figure BDA0003384958280000032
wherein: l ismThe maximum precipitation of the whole year is the local area; l is the local season rainfall.
Further, in step S4, the blind pipe distance D is obtained by the Bernoulli equation arrangement calculation based on the short pipe hydraulic calculationi；
Figure BDA0003384958280000033
Wherein: delta is the water pressure reduction coefficient of the lining; lambda is the on-way resistance coefficient of the annular blind pipe; xiInto、ξGo out、ξBendThe local resistance coefficient of the annular blind pipe is shown; l is the length (m) of the drainage relative annular blind pipe, and pi r is simply taken; upsilon is the water outlet speed (m/s) of the blind pipe; d is the diameter (m) of the blind pipe; diArranging a space (m) for each ring of blind pipes; a is the area of the water outlet of the blind pipe per linear meter (m)2)。
Preferably, in step S5, the safety factor γ is 1.2 to 1.4.
Further, in step S6, the variation value z is calculated by:
Figure BDA0003384958280000034
further, if the obtained distance D and the calculated change value z of the previous section are smaller than a preset value, the distance n of the next section is increased, and the blind pipe distance D is not corrected.
Further, if the obtained distance D and the previous section calculation change value z are larger than a preset value, the section distance n is reduced, and D is corrected.
Preferably, the preset value is 30%.
Compared with the prior art, the invention has the beneficial effects that:
according to the method, when the drainage system is arranged longitudinally along the tunnel, a dynamic design method is adopted, the difference of the water enrichment amount of surrounding rocks passing through different sections of the tunnel is considered, different circumferential blind pipe intervals are calculated, the defect or interference of the design of the drainage system caused by the adoption of the same standard is avoided, and the method is particularly suitable for the case that the water enrichment amount of the surrounding rocks at the front section and the rear section is greatly different.
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In order to more clearly illustrate the technical solutions of the embodiments of the present application, the drawings that are required to be used in the embodiments will be briefly described below, it should be understood that the following drawings only illustrate some embodiments of the present application and therefore should not be considered as limiting the scope, and for those skilled in the art, other related drawings can be obtained from the drawings without inventive effort.
FIG. 1 is a flow chart of the steps of the present invention;
FIG. 2 is a schematic view of the design of the blind pipe of the drainage system of the present invention;
FIG. 3 is a cross-sectional view of a tunnel;
reference numerals: 1-a drainage system annular blind pipe; 2-longitudinal blind pipes of the drainage system; 3-the section of the tunnel is round; 4-advance drilling.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. The components of the embodiments of the present application, generally described and illustrated in the figures herein, can be arranged and designed in a wide variety of different configurations. Thus, the following detailed description of the embodiments of the present application, presented in the accompanying drawings, is not intended to limit the scope of the claimed application, but is merely representative of selected embodiments of the application. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
A dynamic design method of a drainage system based on tunnel prediction water inflow comprises the following specific steps:
s1: according to geological survey data, as shown in fig. 2, the tunnel profile data is subjected to equivalent circle processing, a better functional relation (1) of the static water level height (water head height) and the profile mileage is fitted, meanwhile, the permeability coefficient K of the stratum is obtained through indoor tests, and the permeability coefficient K of the stratum is assumed to be a fixed value.
Hi＝h(xi) Formula (1)
Wherein HiThe distance (m) from the static water level of the section i to the center of the equivalent circle of the cross section of the hole body; h (x)i) Is HiMileage position x on section iiThe fitting function of (1).
S2: selecting a prediction section i, and calculating a water inflow prediction value Q of the section i according to a Goodman empirical formula (2)i；
Figure BDA0003384958280000051
Wherein QiThe predicted value (m) of water inflow per linear meter at the section i2D); r is the radius (m) of the equivalent circle of the cross section of the tunnel body; and K is the formation permeability coefficient.
S3: to the predicted value Q of water inflowiAnd (6) correcting.
S3.1 obtaining the actually measured water inflow Q through drillingirTo the predicted value Q of water inflowiCorrecting;
excavating an advanced drilling hole 4 on the same level of the circle center of the equivalent circle 3 of the tunnel section, testing and calculating the actually measured water inflow QirAnd head height h at that depthi；
Because the predicted water inflow amount and the actually measured water inflow amount have a certain error, a correction coefficient alpha is introduced, namely when a certain section is excavated, a water amount test is carried out by using an advanced drilling hole, and the predicted value of the water inflow amount is corrected based on the formula (3) through the actually measured water inflow amount;
Figure BDA0003384958280000061
alpha is a correction coefficient; qirIs the measured water inflow of the section i, QiThe predicted value of the water inflow at the section i is shown.
S3.2: forecasting value of water inflow through meteorological dataQiCorrecting;
because the tunnel drainage system needs to keep a normal working state all year round, a weather correction coefficient beta is introduced according to local hydrological weather conditions, and a formula (4) is calculated on the assumption that the weather correction coefficient beta of the water inflow prediction value of each section along the longitudinal direction of the tunnel is constant;
Figure BDA0003384958280000062
wherein beta is a meteorological correction coefficient; l ismThe maximum precipitation of the whole year is the local area; l is the local season rainfall.
S3.3: calculating a water inflow prediction correction value in a calculation mode shown in formula (5);
Qic＝αβQiformula (5)
Wherein QicPredicting the corrected value (m) of water inflow per linear meter of section i2/d)。
S4: determining the diameters D and lambda of the blind pipes, and performing arrangement calculation according to Bernoulli equation of short pipe hydraulic calculation to obtain the blind pipe distance Di。
As can be seen from the bernoulli equation,
Figure BDA0003384958280000063
wherein:
Figure BDA0003384958280000064
Figure BDA0003384958280000071
the blind pipe distance D can be obtained by reverse thrusti：
Figure BDA0003384958280000072
Wherein: delta is the water pressure reduction coefficient of the lining; lambda is the on-way resistance coefficient of the annular blind pipe; xiInto、ξGo out、ξBendThe local resistance coefficient of the annular blind pipe is shown; l is the length (m) of the drainage relative annular blind pipe, and pi r is simply taken; upsilon is the water outlet speed (m/s) of the blind pipe; d is the diameter (m) of the blind pipe; diArranging a space (m) for each ring of blind pipes; a is the area of the water outlet of the blind pipe per linear meter (m)2)。
S5: arranging a drainage system annular blind pipe 1 and a drainage system longitudinal blind pipe 2, and arranging a use interval D/gamma to the drainage system annular blind pipe 1 in a section from n meters ahead of the section to the next section, wherein gamma is a safety coefficient, and the drainage design needs to be redundant, so that the value of gamma is 1.2-1.4.
And (3) performing advanced drilling every n meters due to the difference of the water-rich amount of each section, and judging whether to correct the drainage system or not according to the change value z of the arrangement distance calculation data and the arrangement distance data of the last time in actual measurement each time.
Figure BDA0003384958280000073
If the obtained distance D and the calculated change value z of the previous section are smaller than a preset value, for example, 30%, the distance n of the next section can be increased, and the distance D of the blind pipes is not corrected; if z is larger than the preset value, reducing the section spacing n and correcting D.
S6: and determining the next predicted section, repeating S2-S5, and continuously designing the circumferential blind pipe interval along the longitudinal direction of the tunnel until the blind pipe is communicated.
The correctness of the method is verified by combining the actual case.
Taking Qilian mountain tunnel engineering as an example, the geology is mainly sandstone and the permeability coefficient K is 0.005m/d according to the drilling data shown in the table 1. The annular blind pipe of the drainage system is supposed to have a diameter d of 105mm and an on-way resistance coefficient lambda of 0.1; local resistance coefficient xiInto＝30、ξGo out＝5、ξ Bend1 is ═ 1; the safety coefficient gamma is 1.3, and the water pressure reduction coefficient delta is 0.7.
TABLE 1 Qilianshan Tunnel drilling data
Figure BDA0003384958280000081
Fitting a quadratic polynomial to obtain a function relation between the static head height (unit: m) and the section position (unit: km) as follows:
h(x)＝0.347x4-54.806x3+3230x2-84168x-818333(R2＝0.9162)
note: r2The greater the fitting degree of the representative formula to the existing data, the better the fitting effect is, the more representative is the true prediction, and R is constant2≤1。
The height H of a static water head of a certain section is 51.8m, the radius r of an equivalent circle of the section of the tunnel is 5.6m, and the diameter is 11.2 m. The water inflow of the section is predicted by adopting a Goodman empirical formula, and the method comprises the following steps:
Figure BDA0003384958280000091
the actual water inflow measured by the advanced drilling hole beside the section of the tunnel is 0.7157m2And d, and the water head height h at the lining is 1.58m, so the correction coefficient alpha is 0.7157/0.5574 is 1.284.
The maximum precipitation amount obtained from the meteorological data of the area where the tunnel is located is about 90mm in months 7 and 8, the geological data is obtained in months 9, and the precipitation amount is 62mm, so that the meteorological correction coefficient beta is 90/62-1.452.
So that the corrected and predicted water inflow Q of the sectionic＝1.0392m2/d。
According to the Bernoulli equation, the calculated blind pipe distance D is 9.2m, and the actual arrangement blind pipe distance D/gamma is 7.1 m.
The distance between the next predicted section and the next section is 100m, the required blind pipe distance D is calculated to be 6.3m, the actual blind pipe arrangement distance D/gamma is 4.8m, the difference between the actual blind pipe arrangement distance and the previous section is 32.4% > 30%, and the difference is too large, so that the blind pipe distance is corrected to be 4.8m from 7.1 m.
According to the method, when the drainage system is arranged longitudinally along the tunnel, a dynamic design method is adopted, the difference of the water enrichment amount of surrounding rocks passing through different sections of the tunnel is considered, different circumferential blind pipe intervals are calculated, the defect or interference of the design of the drainage system caused by the adoption of the same standard is avoided, and the method is particularly suitable for the case that the water enrichment amount of the surrounding rocks at the front section and the rear section is greatly different.
The present invention is capable of other embodiments, and various changes and modifications may be made by one skilled in the art without departing from the spirit and scope of the invention.

Claims (10)

1. A dynamic design method of a drainage system based on tunnel prediction water inflow is characterized in that: the method comprises the following specific steps:
s1: according to geological survey data, carrying out equivalent circle processing on the data of the tunnel profile, and fitting a functional relation H of the water head height and the profile mileagei＝h(xi)；
Wherein HiThe distance (m) from the static water level of the section i to the center of the equivalent circle of the cross section of the hole body; h (x)i) Is HiMileage position x on section iiThe fitting function of (a);
s2: selecting a predicted section i, and calculating a water inflow predicted value Q of the section ii；
S3: to the predicted value Q of water inflowiCorrecting to obtain the water inflow prediction correction value Q of the section iic；
S4: determining the parameters of the blind pipe, and predicting the correction value Q according to the water inflowicCalculating to obtain a blind pipe distance D;
s5: arranging a drainage system, and arranging a use interval D/gamma towards the blind pipe in an interval from n meters ahead of the section to the next section, wherein gamma is a safety coefficient;
s6: and determining the next predicted section, repeating S2-S5, and judging whether the drainage system is corrected or not through the variation value z of the calculated data of the arrangement distance actually measured each time and the data of the arrangement distance arranged last time, so as to continuously design the circumferential blind pipe distance along the longitudinal direction of the tunnel until the blind pipe distance is communicated.
2. The dynamic design method of the drainage system based on the tunnel prediction water inflow of claim 1, wherein: in step S2, the inflow amount predicted value QiCalculating according to a Goodman empirical formula;
Figure FDA0003384958270000011
wherein: qiThe predicted value (m) of water inflow per linear meter at the section i2D); r is the radius (m) of the equivalent circle of the cross section of the tunnel body; and K is the formation permeability coefficient.
3. The dynamic design method of the drainage system based on the tunnel prediction water inflow of claim 1, wherein: in step S3, the predicted water inflow value is corrected, including based on the measured water inflow QirCorrecting the predicted value of the water inflow amount, wherein the correction coefficient is alpha;
Figure FDA0003384958270000021
wherein: qirIs the measured water inflow of the section i, QiThe predicted value of the water inflow at the section i is shown.
4. The dynamic design method of the drainage system based on the tunnel prediction water inflow of claim 1, wherein: correcting the predicted water inflow value in step S3, wherein the correction coefficient is beta;
Figure FDA0003384958270000022
wherein: l ismThe maximum precipitation of the whole year is the local area; l is the local season rainfall.
5. The dynamic design method of the drainage system based on the tunnel prediction water inflow of claim 1, wherein: in step S4, the blind pipe distance D is obtained by the Bernoulli equation arrangement calculation based on the short pipe hydraulic calculationi；
Figure FDA0003384958270000023
Wherein: delta is the water pressure reduction coefficient of the lining; lambda is the on-way resistance coefficient of the annular blind pipe; xiInto、ξGo out、ξBendThe local resistance coefficient of the annular blind pipe is shown; l is the length (m) of the drainage relative annular blind pipe, and pi r is simply taken; upsilon is the water outlet speed (m/s) of the blind pipe; d is the diameter (m) of the blind pipe; diArranging a space (m) for each ring of blind pipes; a is the area of the water outlet of the blind pipe per linear meter (m)2)。
6. The dynamic design method of the drainage system based on the tunnel prediction water inflow of claim 1, wherein: in step S5, the safety factor gamma is 1.2-1.4.
7. The dynamic design method of the drainage system based on the tunnel prediction water inflow of claim 1, wherein: in step S6, the variation z is calculated by:
Figure FDA0003384958270000031
8. the dynamic design method of the drainage system based on the tunnel prediction water inflow of claim 7, wherein: and if the obtained distance D and the calculated change value z of the previous section are smaller than the preset value, the distance n of the next section is increased, and the blind pipe distance D is not corrected.
9. The dynamic design method of the drainage system based on the tunnel prediction water inflow of claim 7, wherein: if the obtained distance D and the previous section calculation change value z are larger than the preset value, the section distance n is reduced, and D is corrected.
10. The dynamic design method of the drainage system based on the tunnel prediction water inflow of the claim 8 or 9, wherein: the preset value is 30%.
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