CN112013915A - Rainfall infiltration flow measurement system and method suitable for tunnel region - Google Patents

Rainfall infiltration flow measurement system and method suitable for tunnel region Download PDF

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CN112013915A
CN112013915A CN202011121094.XA CN202011121094A CN112013915A CN 112013915 A CN112013915 A CN 112013915A CN 202011121094 A CN202011121094 A CN 202011121094A CN 112013915 A CN112013915 A CN 112013915A
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tunnel
rainfall
flow
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CN112013915B (en
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吴玲玲
王正勇
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Bureau Of Hydrology And Water Resources Of Sichuan Province
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    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01F—MEASURING VOLUME, VOLUME FLOW, MASS FLOW OR LIQUID LEVEL; METERING BY VOLUME
    • G01F7/00—Volume-flow measuring devices with two or more measuring ranges; Compound meters
    • G—PHYSICS
    • G01—MEASURING; TESTING
    • G01F—MEASURING VOLUME, VOLUME FLOW, MASS FLOW OR LIQUID LEVEL; METERING BY VOLUME
    • G01F15/00—Details of, or accessories for, apparatus of groups G01F1/00 - G01F13/00 insofar as such details or appliances are not adapted to particular types of such apparatus
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    • G01F15/185—Connecting means, e.g. bypass conduits

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Abstract

The invention relates to the field of hydrological flow measurement, in particular to a rainfall infiltration flow measurement system and method suitable for a tunnel region. Aiming at the problems that the manual water replenishing of a Ma bottle is difficult, the recording data needs to be watched manually for a long time, the precision of manual reading is poor, the experimental data is difficult to store and process and the like in an indoor rainfall infiltration experiment in the prior art; the concentric ring method is only suitable for the condition of shallow soil layers, and is not suitable for the problems of large soil layer thickness and more soil layer types. The invention provides a flow measurement system and a flow measurement method. According to the system, the flowmeter is arranged in the tunnel side ditch, and the rainfall infiltration flow calculation in the tunnel area can be realized according to the flow measured by the flowmeter. The rainfall infiltration flow is calculated by utilizing the existing tunnel engineering, the cost is saved, and the influence of severe environment can be overcome because the measurement environment is in the tunnel and the test is not needed on site.

Description

Rainfall infiltration flow measurement system and method suitable for tunnel region
Technical Field
The invention relates to the field of hydrological flow measurement, in particular to a rainfall infiltration flow measurement system and method suitable for a tunnel region.
Background
In the field of hydrology and water resource engineering, the internal relation among rainfall, infiltration and runoff is analyzed, the rainfall infiltration process is described quantitatively and is an important basic content of water circulation and water utilization, the simulation of the runoff process is realized, and the method has wide application in the aspects of water resource evaluation management, flood control and disaster reduction, crop water utilization efficiency improvement and the like.
In the prior art, an indoor rainfall infiltration experiment is generally adopted, artificial rainfall is carried out on a soil column with free drainage at the bottom by using a Mariotte bottle, and the infiltration flow of soil is obtained through measuring the artificial rainfall and the runoff of the surface of the soil column and the conservation of water. However, the manual water replenishing difficulty of the Mariotte bottle exists in the experimental process; the data is recorded by manual guard for a long time; poor manual reading precision, difficult preservation and processing of experimental data and the like.
The common rainfall infiltration flow measuring method also comprises a concentric ring method, wherein two concentric rings are arranged on the ground, water is added into the inner ring and the outer ring simultaneously, the water depth is kept constant, the water surfaces of the inner ring and the outer ring are kept flush, and the flow of the added water is regarded as the infiltration flow. However, the method is only suitable for the case of shallow soil layers, and is not suitable for the case of large soil layer thickness and more soil layer types.
Therefore, it is necessary to provide a convenient, efficient, accurate and stable rainfall infiltration measuring system and method.
Disclosure of Invention
The invention aims to: aiming at the problems in the prior art, a rainfall infiltration flow measuring system and method suitable for a tunnel region are provided.
In order to achieve the purpose, the invention adopts the technical scheme that:
a rainfall infiltration flow measurement system suitable for a tunnel region comprises a plurality of measurement units, wherein each measurement unit comprises an annular blind pipe, a transverse blind pipe and a flowmeter;
the annular blind pipes are arranged between the primary support and the secondary lining of the tunnel, the annular blind pipes are connected with the transverse blind pipes, the transverse blind pipes are connected into the side ditch, the annular blind pipes are arranged in the tunnel at equal intervals along the longitudinal direction of the tunnel, and the annular blind pipes and the transverse blind pipes are used for introducing infiltration water in an infiltration region of the tunnel into the side ditch of the tunnel;
the number of the flow meters is multiple, and the multiple flow meters are arranged in the tunnel side ditch and used for measuring the flow in the tunnel side ditch;
the calculation process of calculating the rainfall infiltration flow through the measurement result of the flowmeter is as follows:
s1, dividing a measuring area needing to calculate rainfall infiltration flow into m surface units along the longitudinal direction of a tunnel, covering preset ranges on two sides of the tunnel in the transverse direction by each surface unit, and measuring the surface area S of the jth surface unitj；
S2, before rainfall occurs, measuring the sum of the flow of all flowmeters in the inner side ditch of the tunnel below the jth earth surface unit to be the initial water seepage flow Q of the tunnel1jCalculating the underground water head H outside the secondary lining of the tunnel before rainfall according to the following formula1j：
Figure 964325DEST_PATH_IMAGE001
Wherein Q is1jIs the initial water seepage flow of the tunnel before rainfall, and the unit is m3/s；
n is the structural quantity of water seepage existing between the tunnel and the mountain land surface along the radial direction of the tunnel before rainfall occurs, wherein the primary support is a first-layer structure, and the water seepage existing in the n-1-layer stratum structure before rainfall occurs;
rithe distance between a structural boundary line between the tunnel and the earth surface and the center of the tunnel is m;
kithe permeability coefficient of the structure between the tunnel and the earth surface is expressed in m/s;
when i =1, riThe distance, k, of the inner wall of the preliminary bracing from the center of the tunneliThe permeability coefficient of the primary supporting structure;
when 1 is<i<n is, riIs the distance from the i-1 th stratum inner boundary line from the tunnel to the center of the tunnel, kiThe permeability coefficient of the i-1 st stratum outward of the tunnel;
when i = n, ri+1The distance between the water level line of the infiltration water and the center of the tunnel before rainfall, r before the rainfall occursn+1=H1j+r1；
Figure 493526DEST_PATH_IMAGE002
The length of the permeable section of the jth earth surface unit along the longitudinal direction of the tunnel is m;
H1jthe unit of the underground water head of the jth surface unit outside the secondary lining before rainfall is m;
s3, after rainfall occurs for t time, measuring the flow sum of all flowmeters in the tunnel inside ditch below the jth earth surface unit to be the initial water seepage flow Q of the tunnel2jCalculating the underground water head H outside the secondary lining of the tunnel before rainfall according to the following formula2j：
Figure 453392DEST_PATH_IMAGE003
Q2jThe unit is m for the tunnel water seepage flow after rainfall3/s；
H2jThe unit of the underground water head outside the secondary lining of the jth surface unit after rainfall is m;
z is the structural quantity of water seepage existing between the tunnel and the mountain land surface along the radial direction of the tunnel after rainfall occurs, wherein the primary support is a first-layer structure, and the water seepage exists in a z-1-layer stratum structure after rainfall;
rithe distance between a structural boundary line between the tunnel and the earth surface and the center of the tunnel is m;
kithe permeability coefficient of the structure between the tunnel and the earth surface is expressed in m/s;
when i = z, rz+1Is the distance from the water seepage line to the center of the tunnel after rainfall, and r is the distance from the water seepage line to the center of the tunnel after the rainfall occursz+1=H2j+r1；
S4, calculating the rainfall infiltration flow F of the jth surface unitjAccording to the following formula:
Figure 104953DEST_PATH_IMAGE004
Fjthe rainfall infiltration flow of the jth surface unit is m3/h；
t is rainfall occurrence time and the unit is h;
Sjis the area of the jth surface cell, and has a unit of m2；
S5, repeating the steps S1-S4, averaging the rainfall infiltration flow of all the surface units, and obtaining the rainfall infiltration flow of the measurement area as follows:
Figure 884691DEST_PATH_IMAGE005
the rainfall infiltration flow measuring method suitable for the tunnel area provided by the invention has the advantages that the existing tunnel engineering is utilized to calculate the rainfall infiltration flow, the cost is saved, and the influence of severe environment can be overcome because the measuring environment is in the tunnel and the field test is not needed. The rainfall infiltration flow of the measuring area is obtained by measuring the water flow in the side ditch of the tunnel and calculating based on the calculation model.
According to the calculation model, the measurement area is divided into a plurality of measurement units along the longitudinal direction of the tunnel, the rainfall infiltration quantity of each unit is averaged, and a more reliable rainfall infiltration quantity calculation result can be obtained. Meanwhile, the difference of permeability coefficients of different stratums and primary supporting structures is considered, and the defects that the prior art cannot adapt to large soil layer thickness and large soil layer thickness are overcome.
The water infiltration level line is the location of the upper surface of the infiltration water. The structural boundaries refer to the boundaries between two adjacent different ground structures and/or tunnel structures, e.g. between primary supports and the next ground structure, between two adjacent ground structures of different permeability coefficient.
The primary support inner wall is a wall surface of the primary support structure with a small radius. The inner boundary of the stratum refers to a boundary on a side of the stratum structure closer to the center of the tunnel.
As an optional aspect of the present invention, the flow meter includes a communication module, configured to transmit a flow rate measured by the flow meter to a server. Through the flowmeter with the communication module, measurement and data transmission at any time can be realized, personnel do not need to arrive at the field to collect data, and the labor cost is saved.
As an optional solution of the present invention, the transverse blind pipe and the circumferential blind pipe are both HDPE perforated corrugated pipes.
As an optional scheme of the invention, geotextiles are arranged on the outer sides of the transverse blind pipe and the circumferential blind pipe.
As an optional scheme of the invention, a circumferential blind pipe is arranged every 3-7 meters in the longitudinal direction of the tunnel.
The invention also provides a rainfall infiltration flow measurement structure suitable for the tunnel region, which comprises a plurality of measurement units, wherein each measurement unit comprises an annular blind pipe, a transverse blind pipe and a flowmeter;
the annular blind pipes are arranged between the primary support and the secondary lining of the tunnel, the annular blind pipes are connected with the transverse blind pipes, the transverse blind pipes are connected into the side ditch, the annular blind pipes are arranged in the tunnel at equal intervals along the longitudinal direction of the tunnel, and the annular blind pipes and the transverse blind pipes are used for introducing the infiltration water in the measurement area into the side ditch of the tunnel;
a grouting layer is also arranged on the outer side of the primary support of the tunnel;
the number of the flow meters is multiple, and the multiple flow meters are arranged in the tunnel side ditch and used for measuring the flow in the tunnel side ditch;
the calculation process of calculating the rainfall infiltration flow through the measurement result of the flowmeter is as follows:
s1, dividing a measurement area needing to calculate rainfall infiltration flow into m surface units along the longitudinal direction of a tunnel, covering preset ranges on two sides of the tunnel in the transverse direction by each surface unit, and measuring the surface area S of the jth surface unitj；
S2, before rainfall occurs, measuring the sum of the flow of all flowmeters in the inner side ditch of the tunnel below the jth earth surface unit to be the initial water seepage flow Q of the tunnel1jCalculating the underground water head H outside the secondary lining of the tunnel before rainfall according to the following formula1j：
Figure 217583DEST_PATH_IMAGE006
Wherein Q is1jIs the initial water seepage flow of the tunnel before rainfall, and the unit is m3/s；
n is the structural quantity of water seepage existing between the tunnel and the mountain land surface along the radial direction of the tunnel before rainfall occurs, the primary support is a first layer structure, the grouting layer is a second layer structure, and the water seepage existing in the n-2 layers of stratum structures before rainfall occurs;
rithe distance between a structural boundary line between the tunnel and the earth surface and the center of the tunnel is m;
kithe permeability coefficient of the structure between the tunnel and the earth surface is expressed in m/s;
when i =1, riThe distance, k, of the inner wall of the preliminary bracing from the center of the tunneliThe permeability coefficient of the primary supporting structure;
when i =2, riIs the distance, k, of the inner wall of the grouting layer from the center of the tunneliThe permeability coefficient of the grouting layer;
when 2 is in<i<n is, riIs the distance from the i-2 th stratum inner boundary line from the tunnel to the center of the tunnel, kiThe permeability coefficient of the i-2 th stratum outside the tunnel;
when i = n, ri+1The distance between the water level line of the infiltration water and the center of the tunnel before rainfall, r before the rainfall occursn+1=H1j+r1；
Figure 31955DEST_PATH_IMAGE002
The length of the permeable section of the jth earth surface unit along the longitudinal direction of the tunnel is m;
H1jthe underground water head of the jth surface unit outside the secondary lining before rainfall is in the unit of m;
s3, after rainfall occurs for t time, measuring the flow sum of all flowmeters in the tunnel inside ditch below the jth earth surface unit to be the initial water seepage flow Q of the tunnel2jCalculating a tunnel II before rainfall according to the following formulaGroundwater head H outside secondary lining2j：
Figure 854418DEST_PATH_IMAGE003
Q2jThe unit is m for the tunnel water seepage flow after rainfall3/s；
H2jThe unit of the underground water head outside the secondary lining of the jth surface unit after rainfall is m;
z is the structural quantity of water seepage existing between the tunnel and the mountain land surface along the radial direction of the tunnel after rainfall occurs, wherein the primary support is a first-layer structure, the grouting layer is a second-layer structure, and the water seepage exists in a z-2-layer stratum structure after rainfall occurs;
rithe distance between a structural boundary line between the tunnel and the earth surface and the center of the tunnel is m;
kithe permeability coefficient of the structure between the tunnel and the earth surface is expressed in m/s;
when i = z, rz+1Is the distance from the water seepage line to the center of the tunnel after rainfall, and r is the distance from the water seepage line to the center of the tunnel after the rainfall occursz+1=H2j+r1；
S4, calculating the rainfall infiltration flow F of the jth surface unitjAccording to the following formula:
Figure 59134DEST_PATH_IMAGE004
Fjthe rainfall infiltration flow of the jth surface unit is m3/h；
t is rainfall occurrence time and the unit is h;
Sjis the area of the jth surface cell, and has a unit of m2；
S5, repeating the steps S1-S4, averaging the rainfall infiltration flow of all the surface units, and obtaining the rainfall infiltration flow of the measurement area as follows:
Figure 258034DEST_PATH_IMAGE005
。
a rainfall infiltration flow measuring method suitable for a tunnel region is based on the rainfall infiltration flow measuring system suitable for the tunnel region and comprises the following steps:
step one, dividing a mountain area needing to calculate rainfall infiltration flow into m surface units along the longitudinal direction of a tunnel, and measuring the surface area S of the jth surface unitj；
Step two, acquiring the sum of the flow of each flowmeter in the tunnel inner side ditch below the jth earth surface unit before rainfall to be the initial water seepage flow Q of the tunnel1jAcquiring the sum of the flow of each flowmeter in the inner side ditch of the tunnel below the j surface units as the initial water seepage flow Q of the tunnel after rainfall occurs2j；
Step three, calculating to obtain a groundwater head H of the jth surface unit outside the secondary lining before rainfall1jAnd ground water head H outside secondary lining before rainfall2j；
Step four, calculating to obtain the rainfall infiltration flow F of the jth surface unitj；
And step five, repeating the step one to the step four, and averaging the rainfall infiltration flow of all the surface units to obtain the rainfall infiltration flow of the whole measurement area.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
the rainfall infiltration flow measuring method suitable for the tunnel area provided by the invention has the advantages that the existing tunnel engineering is utilized to calculate the rainfall infiltration flow, the cost is saved, and the influence of severe environment can be overcome because the measuring environment is in the tunnel and the field test is not needed. The rainfall infiltration flow of the measuring area is obtained by measuring the water flow in the side ditch of the tunnel and calculating based on the calculation model.
According to the calculation model, the measurement area is divided into a plurality of measurement units along the longitudinal direction of the tunnel, the rainfall infiltration quantity of each unit is averaged, and a more reliable rainfall infiltration quantity calculation result can be obtained. Meanwhile, the difference of permeability coefficients of different stratums and primary supporting structures is considered, and the defects that the prior art cannot adapt to large soil layer thickness and large soil layer thickness are overcome.
The flowmeter can be with data remote transmission to server, need not to the field survey, and convenient high efficiency can real-time measurement along with rainfall emergence. The measurement time interval can be freely set, so that measurement results of different time scales are obtained, and the measurement precision is high.
Drawings
Fig. 1 is a schematic structural diagram of a rainfall infiltration flow measurement system suitable for a tunnel region and a schematic water level diagram before rainfall, provided in embodiment 1 of the present invention.
Fig. 2 is a schematic structural diagram of a rainfall infiltration flow measurement system suitable for a tunnel region and a schematic water level diagram after rainfall, provided in embodiment 1 of the present invention.
Fig. 3 is a schematic view of the measurement area divided into ten areas in the longitudinal direction of the tunnel.
Fig. 4 is a schematic diagram of the calculation of groundwater head before rainfall.
Fig. 5 is a schematic diagram of the calculation of groundwater head after rainfall.
Fig. 6 is a schematic structural diagram of a rainfall infiltration flow measurement system suitable for a tunnel region and a schematic water level diagram before rainfall according to embodiment 2 of the present invention.
Fig. 7 is a schematic structural diagram of a rainfall infiltration flow measuring system suitable for a tunnel region and a schematic water level diagram after rainfall according to embodiment 2 of the present invention.
Icon: 1-a tunnel; 2-secondary lining; 3-primary support; 4-annular blind pipe; 5-transverse blind pipes; 6-a flow meter; 7-lateral groove; 8-grouting layer.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings.
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
The embodiment of the invention provides a rainfall infiltration flow measurement system suitable for a tunnel 1 area, which comprises a plurality of measurement units, wherein each measurement unit comprises an annular blind pipe 4, a transverse blind pipe 5 and a flowmeter 6.
The hoop blind pipe 4 sets up between tunnel 1 preliminary bracing 3 and secondary lining 2, and the hoop blind pipe 4 connects horizontal blind pipe 5, and horizontal blind pipe 5 inserts side ditch 7, and the hoop blind pipe 4 sets up along tunnel 1 longitudinal direction equidistance in tunnel 1, and hoop blind pipe 4 and horizontal blind pipe 5 are arranged in introducing tunnel 1 side ditch 7 with the infiltration water that tunnel 1 infiltrates in the region.
The transverse blind pipe 5 and the circumferential blind pipe 4 are HDPE (high density polyethylene) perforated corrugated pipes with the outer surfaces coated with geotextile. And arranging one annular blind pipe 4 every 3-7 meters in the longitudinal direction of the tunnel 1. Specifically, one annular blind pipe 4 is arranged every 5 meters.
The number of the flow meters 6 is plural, and a plurality of the flow meters 6 are provided in the tunnel 1 side trench 7 for measuring the flow rate in the tunnel 1 side trench 7. The flow meter 6 comprises a communication module for communicating the measured data to a server. Specifically, in this embodiment, a meter-SUP type LDG-SUP flow meter 6 may be used, which may support remote transmission of data.
From the measurements of the plurality of flowmeters 6, the rainfall infiltration flow of the area can be calculated according to the following calculation model:
s1, dividing a measurement area needing to calculate rainfall infiltration flow into m surface units along the longitudinal direction of a tunnel 1, covering preset ranges on two sides of the tunnel 1 in the transverse direction by each surface unit, and measuring the surface area S of the jth surface unitj；
S2, before rainfall occurs, measuring the total flow of all flowmeters 6 in an inner side ditch 7 of the tunnel 1 below the jth earth surface unit as the initial seepage flow Q of the tunnel 11jCalculating the underground water head H outside the secondary lining 2 of the tunnel 1 before rainfall according to the following formula1j：
Figure 926913DEST_PATH_IMAGE006
Wherein Q is1jIs the initial water seepage flow of the tunnel 1 before rainfall, and the unit is m3/s；
n is the structural quantity of water seepage existing between the tunnel 1 and the mountain land surface along the radial direction of the tunnel 1 before rainfall occurs, wherein the primary support 3 is a first-layer structure, and the water seepage exists in an n-1-layer stratum structure before rainfall;
rithe distance between a structural boundary between the tunnel 1 and the earth surface and the center of the tunnel 1 is m;
kithe permeability coefficient of the structure between the tunnel 1 and the earth surface is expressed in m/s;
when i =1, riThe distance, k, from the inner wall of the primary support 3 to the center of the tunnel 1iThe permeability coefficient of the primary support 3 structure;
when 1 is<i<n is, riIs the distance, k, from the i-1 st stratigraphic inner boundary outward from the tunnel 1 to the center of the tunnel 1iThe permeability coefficient of the i-1 st stratum outward of the tunnel 1;
when i = n, ri+1The distance between the water level line of the infiltration water and the center of the tunnel 1 before rainfall occurs, rn+1=H1j+r1；
Figure 920277DEST_PATH_IMAGE002
The length of the jth earth surface unit along the longitudinal permeable section of the tunnel 1 is m;
H1jthe underground water head of the jth surface unit outside the secondary lining 2 before rainfall is provided, and the unit is m;
s3, after rainfall occurs for t time, measuring the total flow of all flowmeters 6 in the inner side ditch 7 of the tunnel 1 below the jth earth surface unit as the initial seepage flow Q of the tunnel 12jCalculating the underground water head H outside the secondary lining 2 of the tunnel 1 before rainfall according to the following formula2j：
Figure 612289DEST_PATH_IMAGE003
Q2jThe water seepage flow of the tunnel 1 after rainfall is in the unit of m3/s；
H2jThe unit of the underground water head of the jth earth surface unit outside the secondary lining 2 after rainfall is m;
rithe distance between a structural boundary line between the tunnel and the earth surface and the center of the tunnel is m;
kithe permeability coefficient of the structure between the tunnel and the earth surface is expressed in m/s;
z is the structural quantity of water seepage existing between the tunnel 1 and the mountain land surface along the radial direction of the tunnel 1 after rainfall occurs, wherein the primary support 3 is a first-layer structure, and the water seepage exists in a z-1-layer stratum structure after rainfall;
when i =1, riThe distance, k, from the inner wall of the primary support 3 to the center of the tunnel 1iThe permeability coefficient of the primary support 3 structure;
when 1 is<i<z is, riIs the distance, k, from the i-1 st stratigraphic inner boundary outward from the tunnel 1 to the center of the tunnel 1iThe permeability coefficient of the i-1 st stratum outward of the tunnel 1;
when i = z, rz+1Is the distance from the water seepage line to the center of the tunnel 1 after rainfall, and r is the distance from the water seepage line to the center of the tunnel 1 after the rainfall occursz+1=H2j+r1；
S4, calculating the rainfall infiltration flow F of the j unitjAccording to the following formula:
Figure 614880DEST_PATH_IMAGE004
Fjthe rainfall infiltration flow of the jth surface unit is m3/h；
t is rainfall occurrence time and the unit is h;
Sjis the area of the jth surface unitBit is m2；
S5, repeating the steps S1-S4, averaging the rainfall infiltration flow of all the surface units, and obtaining the rainfall infiltration flow of the measurement area as follows:
Figure 75949DEST_PATH_IMAGE005
。
the calculation model provided by the embodiment is derived in the following way:
assuming the fluid is incompressible; the groundwater seepage is assumed to obey Darcy's law; the seepage section is assumed to be approximate to a circular section, and the permeability coefficients of the rock and soil mass are equal in all directions.
From darcy's law:
Figure 240214DEST_PATH_IMAGE007
（1）
wherein the content of the first and second substances,
Figure 481839DEST_PATH_IMAGE008
for the jth surface unit:
Figure 960225DEST_PATH_IMAGE009
（2）
in the radial direction of the tunnel 1, the permeability coefficients of different stratum structures and primary supports 3 are different, so that r needs to be integrated in a segmented manner by taking the interface of the structure as a segmented reference.
In addition, p is represented by H1jDetermining, namely: upper bound of p is
Figure 338117DEST_PATH_IMAGE010
。
Therefore, by integrating equation (2), the following can be obtained:
Figure 938862DEST_PATH_IMAGE011
（3）
therefore, the underground water head of the tunnel 1 before rainfall is obtained;
Figure 339888DEST_PATH_IMAGE012
（4）
and, when i = n, rn+1=H1j+r1。
As can be seen from this, the formula (4) relates to H1jBased on the thickness parameters of each stratum structure and primary support 3 structure, H can be obtained by calculation1j。
In formula (1) to formula (4):
Q1jis the initial water seepage flow of the tunnel 1 before rainfall, and the unit is m3/s；
I is the gradient;
a is the area of the permeable cross section in m2；
l jThe length of the jth earth surface unit along the longitudinal permeable section of the tunnel 1 is m;
rho is the density of water and takes 1000kg/m3；
g is gravity acceleration in m/s2；
H1jIs the groundwater head outside the secondary lining 2 before rainfall in the jth ground unit, unit m;
n is the structural quantity of water seepage existing between the tunnel 1 and the mountain land surface along the radial direction of the tunnel 1 before rainfall occurs, wherein the primary support 3 is a first-layer structure, and the water seepage exists in an n-1-layer stratum structure before rainfall;
rithe distance between each structural boundary line between the tunnel 1 and the earth surface and the center of the tunnel 1 is m;
kithe permeability coefficient of each structure between the tunnel 1 and the earth surface is expressed in m/s;
when i =1, riThe distance, k, from the inner wall of the primary support 3 to the center of the tunnel 1iPermeability coefficient of primary support 3 structure；
When 1 is<i<n is, riIs the distance, k, from the i-1 st stratigraphic inner boundary outward from the tunnel 1 to the center of the tunnel 1iThe permeability coefficient of the i-1 st stratum outward of the tunnel 1;
when i = n, ri+1The distance between the water level line of the infiltration water and the center of the tunnel 1 before rainfall occurs, rn+1=H1j+r1。
Also in the above manner, H provided by the embodiments of the present invention can be derived2jThe calculation formula of (2).
Based on the rainfall infiltration flow measurement system suitable for the tunnel 1 area, the embodiment of the invention also provides a rainfall infiltration flow measurement method suitable for the tunnel 1 area, which comprises the following steps:
step one, dividing a mountain area needing to calculate rainfall infiltration flow into m ground surface units along the longitudinal direction of a tunnel 1, and measuring the ground surface area S of the jth ground surface unitj；
Step two, acquiring the sum of the flow of each flowmeter 6 in the inner side ditch 7 of the tunnel 1 below the jth earth surface unit before rainfall to be the initial seepage flow Q of the tunnel 11jAcquiring the sum of the flow of each flowmeter 6 in the inner side ditch 7 of the tunnel 1 below j surface units after rainfall occurrence to be the initial seepage flow Q of the tunnel 12j；
Step three, calculating to obtain a groundwater head H of the jth surface unit outside the secondary lining 2 before rainfall1jAnd ground water head H outside secondary lining 2 before rainfall2j；
Step four, calculating to obtain the rainfall infiltration flow F of the jth surface unitj；
And step five, repeating the step one to the step four, summing the rainfall infiltration flow of all the surface units, and then taking an average value to obtain the rainfall infiltration flow of the whole measurement area.
The rainfall infiltration flow measuring system and method suitable for the tunnel 1 area provided by the embodiment of the invention have the beneficial effects that:
the rainfall infiltration flow measuring method suitable for the tunnel 1 area provided by the invention utilizes the existing tunnel 1 project to calculate the rainfall infiltration flow, saves the cost, does not need to carry out the test on site because the measuring environment is in the tunnel 1, and can overcome the influence of severe environment. The rainfall infiltration flow of the measuring area is obtained by measuring the water flow in the side ditch 7 of the tunnel 1 and calculating based on a calculation model.
According to the calculation model, the measurement area is divided into a plurality of measurement units along the longitudinal direction of the tunnel 1, the rainfall infiltration flow of each unit is averaged, and a more reliable rainfall infiltration flow meter 6 calculation result can be obtained. Meanwhile, the difference of the permeability coefficients of different stratums and the structures of the primary support 3 is considered, and the defects that the prior art cannot adapt to large soil thickness and large soil thickness are overcome.
The flowmeter 6 can remotely transmit data to a server, on-site measurement is not needed, convenience and high efficiency are achieved, and real-time measurement can be achieved along with rainfall occurrence. The measurement time interval can be freely set, so that measurement results of different time scales are obtained, and the measurement precision is high.
The invention is further illustrated by the following examples.
There are two types of strata in the area where the tunnel 1 is located. As shown in fig. 1 and 4, before rainfall, the water level of the groundwater is located in the first formation D1 outward from the tunnel 1. As shown in fig. 2 and 5, after rainfall, the water level of the groundwater is located in a second formation D2 outward from the tunnel 1.
Referring to fig. 3, a measurement area in which rainfall infiltration flow needs to be calculated is divided into 10 surface units along the longitudinal direction of the tunnel 1. Specifically, the ranges of 50 meters left and right along the width direction of the tunnel 1 are taken as measurement areas for calculating the rainfall infiltration flow, that is: each of the surface units covers a 50 m range on both sides of the tunnel 1 in the transverse direction, and measures the surface area S of the jth surface unitj；
Before rainfall occurs, the sum of the flow rates of all the flow meters 6 in the inner side ditch 7 of the tunnel 1 below the first surface unit is measured to be used as the initial seepage water flow rate Q of the tunnel 111Calculating the underground water head H outside the secondary lining 2 of the tunnel 1 before rainfall according to the following formula11：
Before rainfall, groundwater heads are located in the first formation D1 outward from the tunnel 1. Therefore, before rainfall, groundwater is present in the preliminary bracing 3 and the ground layer D1, and at this time, the above-mentioned H1jIn the calculation formula (2), j is 1, and n is 2:
Figure 684282DEST_PATH_IMAGE013
please refer to fig. 4, r1The distance, k, from the inner wall of the primary support 3 to the center of the tunnel 11The permeability coefficient of the preliminary bracing 3;
r2delimiting the distance, k, from the center of the tunnel 1 for the inner side of the formation D12Is the permeability coefficient of formation D1;
r3the distance r from the water level line of the infiltration water to the center of the tunnel 1 before rainfall3=H11+r1。
R obtained by measurement1，r2，k1，k2，Q11，l 1Substituting the numerical data to obtain H11。
Measuring the total flow of all flowmeters 6 in an inner side ditch 7 of the tunnel 1 below the first surface unit as the initial seepage flow Q of the tunnel 1 after the rainfall occurs for t time21Calculating the underground water head H outside the secondary lining 2 of the tunnel 1 before rainfall according to the following formula21：
Referring to fig. 5, after rainfall, groundwater head is located in the second formation D2 outward from the tunnel 1. Therefore, after rainfall, groundwater was present in the preliminary bracing 3, the ground layer D1, and the ground layer D2, at which time H2jIn the calculation formula (2), j is 1, and the value of z is 3:
Figure 916680DEST_PATH_IMAGE014
r4is the distance from the water level line of the infiltration water to the center of the tunnel 1 after rainfall, r4=H21+r1。
R obtained by measurement1To r3，k1To k is3，Q21，l 1Substituting the numerical value of (A) to obtain H21。
Calculating the rainfall infiltration flow F of the first surface unit1According to the following formula:
Figure 688327DEST_PATH_IMAGE015
repeating the above steps for ten surface units to obtain F1To F10To F1To F10And (3) calculating an average value, wherein the result is the rainfall infiltration flow of the measurement area:
Figure 573719DEST_PATH_IMAGE016
。
example 2
The embodiment of the invention provides a rainfall infiltration flow measurement system suitable for a tunnel region, which has basically the same structure and measurement method as those in embodiment 1, and is characterized in that: referring to fig. 6 and 7, in the present embodiment, the rainfall infiltration flux measurement system is directed to a tunnel having a grout blanket 8 disposed between primary support 3 and a formation D1. In this embodiment:
before rainfall occurs, the sum of the flow of each flowmeter 6 in the inner side ditch 7 of the tunnel 1 below the jth earth surface unit is measured to be the initial seepage flow Q of the tunnel 11jCalculating the underground water head H outside the secondary lining 2 of the tunnel 1 before rainfall according to the following formula1j：
Figure 456224DEST_PATH_IMAGE017
Wherein Q is1jIs the initial water seepage flow of the tunnel 1 before rainfall, and the unit is m3/s；
n is the structural quantity of water seepage existing between the tunnel 1 and the mountain land surface along the radial direction of the tunnel 1 before rainfall occurs, wherein the primary support 3 is a first-layer structure, and the water seepage exists in an n-1-layer stratum structure before rainfall;
rithe distance between a structural boundary between the tunnel 1 and the earth surface and the center of the tunnel 1 is m;
kithe permeability coefficient of the structure between the tunnel 1 and the earth surface is expressed in m/s;
referring to fig. 6, when i =1, riThe distance, k, from the inner wall of the primary support 3 to the center of the tunnel 1iThe permeability coefficient of the primary support 3 structure;
when i =2, riIs the distance, k, of the inner wall of the grouting layer 8 from the center of the tunnel 1iThe permeability coefficient of the grouting layer 8;
when 2 is in<i<n is, riIs the distance, k, from the i-2 th inner boundary of the stratum from the tunnel 1 to the center of the tunnel 1iThe permeability coefficient of the i-2 th stratum outward of the tunnel 1;
when i = n, ri+1The distance between the water level line of the infiltration water and the center of the tunnel 1 before rainfall occurs, rn+1=H1j+r1；
Figure 808708DEST_PATH_IMAGE002
The length of the jth earth surface unit along the longitudinal permeable section of the tunnel 1 is m;
H1jthe underground water head of the jth surface unit outside the secondary lining 2 before rainfall is provided, and the unit is m;
measuring the total flow of all flow meters 6 in the inner side ditch 7 of the tunnel 1 below the jth surface unit as the initial seepage flow Q of the tunnel 1 after the rainfall occurs for t time2jCalculating the underground water head H outside the secondary lining 2 of the tunnel 1 after rainfall according to the following formula2j：
Figure 688939DEST_PATH_IMAGE003
Q2jThe water seepage flow of the tunnel 1 after rainfall is in the unit of m3/s；
H2jThe unit of the underground water head of the jth earth surface unit outside the secondary lining 2 after rainfall is m;
z is the structural quantity of water seepage existing between the tunnel 1 and the mountain land surface along the radial direction of the tunnel 1 after rainfall occurs, wherein the primary support 3 is a first-layer structure, the grouting layer 8 is a second-layer structure, and the water seepage exists in a z-2-layer stratum structure after rainfall occurs;
rithe distance between a structural boundary line between the tunnel and the earth surface and the center of the tunnel is m;
kithe permeability coefficient of the structure between the tunnel and the earth surface is expressed in m/s;
when i =1, riThe distance, k, from the inner wall of the primary support 3 to the center of the tunnel 1iThe permeability coefficient of the primary support 3 structure;
when i =2, riIs the distance, k, of the inner wall of the grouting layer 8 from the center of the tunnel 1iThe permeability coefficient of the grouting layer 8;
when 2 is in<i<z is, riIs the distance, k, from the i-2 th inner boundary of the stratum from the tunnel 1 to the center of the tunnel 1iThe permeability coefficient of the i-2 th stratum outward of the tunnel 1;
when i = z, rz+1Is the distance from the water seepage line to the center of the tunnel 1 after rainfall, and r is the distance from the water seepage line to the center of the tunnel 1 after the rainfall occursz+1=H2j+r1。
The above description is only for the purpose of illustrating the preferred embodiments of the present invention and is not to be construed as limiting the invention, and any modifications, equivalents and improvements made within the spirit and principle of the present invention are intended to be included within the scope of the present invention.

Claims (7)

1. A rainfall infiltration flow measurement system suitable for a tunnel region is characterized by comprising a plurality of measurement units, wherein each measurement unit comprises an annular blind pipe, a transverse blind pipe and a flowmeter;
the annular blind pipes are arranged between the primary support and the secondary lining of the tunnel, the annular blind pipes are connected with the transverse blind pipes, the transverse blind pipes are connected into the side ditch, the annular blind pipes are arranged in the tunnel at equal intervals along the longitudinal direction of the tunnel, and the annular blind pipes and the transverse blind pipes are used for introducing the infiltration water in the measurement area into the side ditch of the tunnel;
the number of the flow meters is multiple, and the multiple flow meters are arranged in the tunnel side ditch and used for measuring the flow in the tunnel side ditch;
the calculation process of calculating the rainfall infiltration flow through the measurement result of the flowmeter is as follows:
s1, dividing a measurement area needing to calculate rainfall infiltration flow into m surface units along the longitudinal direction of a tunnel, covering preset ranges on two sides of the tunnel in the transverse direction by each surface unit, and measuring the surface area S of the jth surface unitj；
S2, before rainfall occurs, measuring the sum of the flow of all flowmeters in the inner side ditch of the tunnel below the jth earth surface unit to be the initial water seepage flow Q of the tunnel1jCalculating the underground water head H outside the secondary lining of the tunnel before rainfall according to the following formula1j：
Figure 721938DEST_PATH_IMAGE001
Wherein Q is1jIs the initial water seepage flow of the tunnel before rainfall, and the unit is m3/s；
n is the structural quantity of water seepage existing between the tunnel and the mountain land surface along the radial direction of the tunnel before rainfall occurs, the primary support is a first-layer structure, and the water seepage existing in the n-1-layer stratum structure before rainfall occurs;
rithe distance between a structural boundary line between the tunnel and the earth surface and the center of the tunnel is m;
kithe permeability coefficient of the structure between the tunnel and the earth surface is expressed in m/s;
when i =1, riThe distance, k, of the inner wall of the preliminary bracing from the center of the tunneliThe permeability coefficient of the primary supporting structure;
when 1 is<i<n is, riIs the distance from the i-1 th stratum inner boundary line from the tunnel to the center of the tunnel, kiFor the tunnel to face outwardsPermeability coefficient of the i-1 st formation;
when i = n, ri+1The distance between the water level line of the infiltration water and the center of the tunnel before rainfall, r before the rainfall occursn+1=H1j+r1；
Figure 798478DEST_PATH_IMAGE002
The length of the permeable section of the jth earth surface unit along the longitudinal direction of the tunnel is m;
H1jthe underground water head of the jth surface unit outside the secondary lining before rainfall is in the unit of m;
s3, after rainfall occurs for t time, measuring the flow sum of all flowmeters in the tunnel inside ditch below the jth earth surface unit to be the initial water seepage flow Q of the tunnel2jCalculating the underground water head H outside the secondary lining of the tunnel before rainfall according to the following formula2j：
Figure 116327DEST_PATH_IMAGE003
Q2jThe unit is m for the tunnel water seepage flow after rainfall3/s；
H2jThe unit of the underground water head outside the secondary lining of the jth surface unit after rainfall is m;
z is the structural quantity of water seepage existing between the tunnel and the mountain land surface along the radial direction of the tunnel after rainfall occurs, wherein the primary support is a first-layer structure, and the water seepage exists in a z-1-layer stratum structure after rainfall;
rithe distance between a structural boundary line between the tunnel and the earth surface and the center of the tunnel is m;
kithe permeability coefficient of the structure between the tunnel and the earth surface is expressed in m/s;
when i = z, rz+1Is the distance from the water seepage line to the center of the tunnel after rainfall, and r is the distance from the water seepage line to the center of the tunnel after the rainfall occursz+1=H2j+r1；
S4, calculating the jth surface sheetRainfall infiltration flow rate of YuanjAccording to the following formula:
Figure 631622DEST_PATH_IMAGE004
Fjthe rainfall infiltration flow of the jth surface unit is m3/h；
t is rainfall occurrence time and the unit is h;
Sjis the area of the jth surface cell, and has a unit of m2；
S5, repeating the steps S1-S4, averaging the rainfall infiltration flow of all the surface units, and obtaining the rainfall infiltration flow of the measurement area as follows:
Figure 554578DEST_PATH_IMAGE005
。
2. the rainfall infiltration flow measurement system suitable for tunnel regions of claim 1, wherein the flow meter comprises a communication module for transmitting the flow measured by the flow meter to a server.
3. The rainfall infiltration flow measurement system suitable for tunnel regions of claim 1, wherein the lateral blind pipe and the circumferential blind pipe are both HDPE perforated corrugated pipes.
4. A rainfall infiltration flow measurement system suitable for tunnel regions according to claim 3, wherein the lateral blind pipe and the circumferential blind pipe are provided with geotextile on the outer sides.
5. A rainfall infiltration flow measurement system suitable for tunnel regions according to claim 1, wherein there is one circumferential blind pipe every 3-7 meters in the longitudinal direction of the tunnel.
6. A rainfall infiltration flow measurement system suitable for a tunnel region is characterized by comprising a plurality of measurement units, wherein each measurement unit comprises an annular blind pipe, a transverse blind pipe and a flowmeter;
the annular blind pipes are arranged between the primary support and the secondary lining of the tunnel, the annular blind pipes are connected with the transverse blind pipes, the transverse blind pipes are connected into the side ditch, the annular blind pipes are arranged in the tunnel at equal intervals along the longitudinal direction of the tunnel, and the annular blind pipes and the transverse blind pipes are used for introducing the infiltration water in the measurement area into the side ditch of the tunnel;
a grouting layer is also arranged on the outer side of the primary support of the tunnel;
the number of the flow meters is multiple, and the multiple flow meters are arranged in the tunnel side ditch and used for measuring the flow in the tunnel side ditch;
the calculation process of calculating the rainfall infiltration flow through the measurement result of the flowmeter is as follows:
s1, dividing a measurement area needing to calculate rainfall infiltration flow into m surface units along the longitudinal direction of a tunnel, covering preset ranges on two sides of the tunnel in the transverse direction by each surface unit, and measuring the surface area S of the jth surface unitj；
S2, before rainfall occurs, measuring the sum of the flow of all flowmeters in the inner side ditch of the tunnel below the jth earth surface unit to be the initial water seepage flow Q of the tunnel1jCalculating the underground water head H outside the secondary lining of the tunnel before rainfall according to the following formula1j：
Figure 864337DEST_PATH_IMAGE006
Wherein Q is1jIs the initial water seepage flow of the tunnel before rainfall, and the unit is m3/s；
n is the structural quantity of water seepage existing between the tunnel and the mountain land surface along the radial direction of the tunnel before rainfall occurs, the primary support is a first layer structure, the grouting layer is a second layer structure, and the water seepage existing in the n-2 layers of stratum structures before rainfall occurs;
rifor structural division between tunnel and earth surfaceThe distance of the boundary line from the center of the tunnel is m;
kithe permeability coefficient of the structure between the tunnel and the earth surface is expressed in m/s;
when i =1, riThe distance, k, of the inner wall of the preliminary bracing from the center of the tunneliThe permeability coefficient of the primary supporting structure;
when i =2, riIs the distance, k, of the inner wall of the grouting layer from the center of the tunneliThe permeability coefficient of the grouting layer;
when 2 is in<i<n is, riIs the distance from the i-2 th stratum inner boundary line from the tunnel to the center of the tunnel, kiThe permeability coefficient of the i-2 th stratum outside the tunnel;
when i = n, ri+1The distance between the water level line of the infiltration water and the center of the tunnel before rainfall, r before the rainfall occursn+1=H1j+r1；
Figure 669482DEST_PATH_IMAGE002
The length of the permeable section of the jth earth surface unit along the longitudinal direction of the tunnel is m;
H1jthe underground water head of the jth surface unit outside the secondary lining before rainfall is in the unit of m;
s3, after rainfall occurs for t time, measuring the flow sum of all flowmeters in the tunnel inside ditch below the jth earth surface unit to be the initial water seepage flow Q of the tunnel2jCalculating the underground water head H outside the secondary lining of the tunnel before rainfall according to the following formula2j：
Figure 657642DEST_PATH_IMAGE003
Q2jThe unit is m for the tunnel water seepage flow after rainfall3/s；
H2jThe unit of the underground water head outside the secondary lining of the jth surface unit after rainfall is m;
z is the structural quantity of water seepage existing between the tunnel and the mountain land surface along the radial direction of the tunnel after rainfall occurs, wherein the primary support is a first-layer structure, the grouting layer is a second-layer structure, and the water seepage exists in a z-2-layer stratum structure after rainfall occurs;
when i = z, rz+1Is the distance from the water seepage line to the center of the tunnel after rainfall, and r is the distance from the water seepage line to the center of the tunnel after the rainfall occursz+1=H2j+r1；
S4, calculating the rainfall infiltration flow F of the jth surface unitjAccording to the following formula:
Figure 497422DEST_PATH_IMAGE004
Fjthe rainfall infiltration flow of the jth surface unit is m3/h；
t is rainfall occurrence time and the unit is h;
Sjis the area of the jth surface cell, and has a unit of m2；
S5, repeating the steps S1-S4, averaging the rainfall infiltration flow of all the surface units, and obtaining the rainfall infiltration flow of the measurement area as follows:
Figure 978082DEST_PATH_IMAGE007
。
7. a method for measuring rainfall infiltration capacity suitable for a tunnel region, which is based on the system for measuring rainfall infiltration capacity suitable for a tunnel region of any one of claims 1 to 5 or claim 6, and comprises the following steps:
step one, dividing a mountain area needing to calculate rainfall infiltration flow into m surface units along the longitudinal direction of a tunnel, and measuring the surface area S of the jth surface unitj；
Step two, acquiring the sum of the flow of each flowmeter in the tunnel inner side ditch below the jth earth surface unit before rainfall to be the initial water seepage flow Q of the tunnel1jAfter rainfall occurs, getTaking the flow sum of all flowmeters in the inner side ditch of the tunnel below the j surface units as the initial water seepage flow Q of the tunnel2j；
Step three, calculating to obtain a groundwater head H of the jth surface unit outside the secondary lining before rainfall1jAnd ground water head H outside secondary lining before rainfall2j；
Step four, calculating to obtain the rainfall infiltration flow F of the jth surface unitj；
And step five, repeating the step one to the step four, and averaging the rainfall infiltration flow of all the surface units to obtain the rainfall infiltration flow of the whole measurement area.
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