CN113962475A - Method for estimating maximum water inflow peak value of tunnel passing through karst sky pit in rainstorm period - Google Patents

Method for estimating maximum water inflow peak value of tunnel passing through karst sky pit in rainstorm period Download PDF

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CN113962475A
CN113962475A CN202111319014.6A CN202111319014A CN113962475A CN 113962475 A CN113962475 A CN 113962475A CN 202111319014 A CN202111319014 A CN 202111319014A CN 113962475 A CN113962475 A CN 113962475A
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谢艺伟
张鹏
张翾
陈基武
黄俊谍
陈俊典
甘恭锞
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Nanjing Intelligent Geotechnical Engineering Technology Research Institute Co ltd
Research Institute of Highway Ministry of Transport
CCCC First Highway Xiamen Engineering Co Ltd
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Research Institute of Highway Ministry of Transport
CCCC First Highway Xiamen Engineering Co Ltd
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Abstract

The invention discloses a method for estimating a maximum water inflow peak value of a tunnel penetrating a karst sky pit in a rainstorm period. The method comprises the following specific steps: (1) surveying and mapping karst sky pit microtopography; (2) determining a watershed characteristic parameter; (3) acquiring rainfall statistic parameters; (4) calculating the designed rainfall; (5) calculating the rain force; (6) calculating a loss parameter and a birth flow duration; (7) calculating a confluence parameter; (8) calculating the sink duration and the design peak flow of the drainage basin; (9) calculating an underground water confluence parameter; (10) and (4) calculating the maximum water inflow of the tunnel. The method can accurately predict the maximum water inflow of the karst sky pit runoff replenishing tunnel in the rainstorm period, so that the drainage prevention capacity and the water pressure load of the lining structure in the tunnel construction period and the operation period are reasonably designed, and the safety of tunnel construction and operation is guaranteed.

Description

Method for estimating maximum water inflow peak value of tunnel passing through karst sky pit in rainstorm period
Technical Field
The invention relates to a method for estimating maximum water inflow in a rainstorm period of a tunnel passing through a karst sky pit. The method belongs to the field of design and construction of a down-penetrating karst sky-pit tunnel, and particularly relates to a tunnel water inflow estimation method caused by sky-pit catchment under rainstorm conditions. The method is suitable for accurately predicting the maximum water inflow of the karst sky pit runoff replenishment tunnel in the rainstorm period, so that the drainage prevention capacity and the lining structure hydraulic load in the tunnel construction period and the operation period are reasonably designed.
Background
In the design and construction of roads and railway tunnels in karst areas, underground river systems in karst areas are generally encountered. The karst underground river system usually takes various karst cavities such as karst caves and the like as main parts, the flow of the karst underground river system is supplemented by underground water systems of the karst underground river system, the karst underground river system has close correlation with surface runoff, the flow of the karst underground river system is rapidly increased in a rainstorm period, the flow speed is accelerated, and flood peaks can be formed in a short time.
The tunnel construction takes over the original runoff path of the underground river, the influence of the karst underground river on the tunnel needs to be effectively treated no matter in the tunnel construction period or the operation period, flood forecasting needs to be carried out on the underground river in the tunnel construction, the reasonable embankment height is set to guarantee flood control and disaster reduction, and the water passing capacity of the aqueduct and the culvert pipe of the underground river crossing tunnel is reasonably designed aiming at the tunnel operation safety.
At present, the method for predicting the water inflow of the tunnel comprises an atmospheric rainfall infiltration method, a groundwater runoff modulus method, a groundwater drainage hydrostatic quantity method, a spring flow summarizing method, a groundwater dynamics method, a numerical analysis method, a data mining method and the like.
Modulus of groundwater runoff method:
q is 86.4M · a, where M is the runoff modulus; a is catchment area;
atmospheric rainfall infiltration method:
the rainfall infiltration coefficient eta is obtained according to the water equilibrium principle
Figure BDA0003344805040000011
In the formula: delta Q + QoutSupplementing the rainfall infiltration amount; qoutMonitoring the average flow rate for the drainage point of the underground water system; the delta Q can be solved according to a spring water flow attenuation equation; a is catchment area; p is rainfall;
Qi＝2.74ηi·h·Ai Q＝∑Qi
in the formula: q is the total water inflow of the tunnel; qiWater inflow of each geological section of the tunnel; etaiSegmented infiltration coefficients are obtained for each geological region of the tunnel; h is the maximum annual rainfall of the region for many years; a. theiThe water collection area of each geological segment is obtained;
the groundwater dynamics method:
the principle formula is as follows:
Figure BDA0003344805040000021
in the formula: b is the length through the aquifer; k is the permeability coefficient; h is the thickness of the aquifer; r is the radius of influence;
many scholars propose hydrodynamic formulas under respective assumptions as follows:
the fur fabric is based on a theoretical formula:
Figure BDA0003344805040000022
the formula for zolteng:
Figure BDA0003344805040000023
Qs＝Qmax-0.584ε·K·r
the formula of landimelang:
Figure BDA0003344805040000024
costagkoff formula:
Figure BDA0003344805040000025
goodman empirical formula:
Figure BDA0003344805040000026
the Daisy ocean log formula:
Figure BDA0003344805040000027
gilingsky formula:
Figure BDA0003344805040000028
y＝26.89K0.5709
empirical formula of railway survey specifications: qmax＝(0.0255+1.9224KH)L；Qs＝KLH(0.676-0.06K)
In the formula: qmax-predicting the maximum possible water inflow (m3/d) of the tunnel through the water-bearing body; qs-predicting a steady amount of water gushing (m3/d) through the water-bearing body in the tunnel; k-permeability coefficient of rock mass (m/d); h-vertical distance (m) from original hydrostatic level in aquifer to tunnel floor; h0-the distance (m) from the original hydrostatic level to the centre of the equivalent circle of the cross section of the body; s-groundwater level drawdown (m); h, assuming the water depth of the drainage ditch in the tunnel, and taking 1m according to experience; h isc-an aqueous body thickness (m); h is0-distance (m) of tunnel bottom to underlying water barrier; length (m) of L-tunnel through aquifer; r-tunnel water burst influence radius (m); r-is the equivalent circle radius (m) of the cross section of the tunnel body, (the single tunnel experience value is 3.5m, and the double tunnel experience value is 7 m); d-is the equivalent circle diameter (m) of the cross section of the tunnel body, and d is 2 r; epsilon-test coefficient, typically 12.8; m-conversion coefficient, generally 0.86; i-empirical coefficient (d/m), 0.0105.
Numerical analysis method:
mainly including finite element method (FEFLOW, fet move), finite difference method (MODFLOW, GMS), etc.;
a data mining method comprises the following steps:
the method mainly comprises a nonlinear theoretical method (a neuron network and a system identification method) and a random mathematical method (a fuzzy mathematical method, a multivariate statistical method and a time sequence analysis method);
although the atmospheric rainfall infiltration method considers the rainfall replenishment factor, the method is only a rough approximate calculation total amount of rainfall reduction, and cannot calculate the surface runoff caused by rainfall to cause the surface water to converge at a flood peak, and then the flood peak is replenished to an underground river to form the flood peak in the underground river. Other methods do not consider the replenishment effect of rainfall, and the methods are based on the concepts of groundwater seepage or groundwater pumping and recharging and do not relate to the principle of flood peak formation caused by the time effect in runoff collection.
Patent CN 107730151B provides a flood planning method based on conceptual hydrological model, which is mainly suitable for flood peak formation of rivers and does not relate to the relationship between flood peak formation of ground runoff and tunnel water inrush.
Patent CN 102289570B provides a flood forecasting method based on rainfall-runoff-flood evolution calculation, which is mainly based on deduction and regression of actually measured rain and water situation data, and cannot be estimated based on historical data and actual topographic data, and even does not relate to the relationship between surface flood peaks and tunnel water gushing.
The patent CN 102930357B provides a method for predicting peak values and peak time of torrential rainfall surge of karst underground rivers, the method is based on a conceptual formula, actual measurement and correction of empirical data are not combined, and the accuracy of a calculation result is questionable; meanwhile, flood peak calculation is only simple addition of surface runoff and underground runoff, and the relation between surface runoff replenishment and replenishment of an underground river and the flood discharge capacity of the underground river are not fully considered. Meanwhile, the method only relates to estimation of water inflow of the tunnel and does not have the problem of underground river
Therefore, when the traditional hydrogeological tunnel water inflow prediction method is adopted to realize the peak value and the peak value time of the water inflow flood of the karst tunnel, the excessive calculation process is too rough, and the special karst geological condition of passing through a karst sky pit is not involved.
Disclosure of Invention
The technical problem is as follows: the invention aims to provide a method for estimating a maximum water inflow peak value of a tunnel passing through a karst sky pit in a rainstorm period. The method mainly aims at the special karst geological condition of a downward-penetrating karst sky pit, and solves the problems that the traditional tunnel water inflow calculation method is over conceptualized, the consideration factors are few, and the calculation result is low in precision and large in error. According to the method, on the basis of combining measured data and statistical data, karst sky pit catchment flood peak formation and tunnel water gushing and drainage mechanism are calculated around the small-watershed rainstorm data.
The technical scheme is as follows: the invention relates to a method for estimating a maximum water inflow peak value of a tunnel penetrating a karst sky pit in a rainstorm period, which comprises the following steps:
step 1, mapping karst sky pit microtopography:
carrying out photogrammetry and topographic mapping of micro-terrain unmanned aerial vehicle of the karst sky pit to obtain terrain data of a high-precision digital elevation model DEM (digital elevation model) in the sky pit area;
step 2, determining the characteristic parameters of the drainage basin:
according to the topographic data of the high-precision digital elevation model of the karst sky-pit area, calculating the area F of a drainage basin of the karst sky-pit, the flow length L of the farthest point of the drainage basin and the average longitudinal gradient J of the farthest flow by adopting a digital topographic analysis method;
step 3, acquiring rainfall statistic parameters:
the maximum 24-hour rainfall of the river basin where the karst sky pit is located is found from the hydrologic manual
Figure BDA0003344805040000049
And corresponding coefficient of variation C24，vCoefficient of skewness C24，s(ii) a A rainstorm decreasing index n with a rainfall frequency of 0.2%;
step 4, calculating the designed rainfall;
determining a rainstorm frequency curve according to a Pearson III type frequency curve and the rainfall mean value, the variation coefficient and the skewness coefficient, and determining a dispersion coefficient phi according to a rainstorm frequency P value24(ii) a Modulus ratio coefficient K24，P＝Φ24·C24，v+1, so the design rainfall for 24 hours design storm frequency P
Figure BDA0003344805040000041
Step 5, calculating the rainfall:
rain power APThe calculation formula of (2) is as follows: a. theP＝H24，P·24n-1，
Step 6, calculating the loss parameter mu and the duration t of the birth flowc：
H is calculated according to the regional storm runoff correlation diagram24，PCorresponding net rainfall
Figure BDA0003344805040000042
And preliminarily judge tcIf < 24h, then
Figure BDA0003344805040000043
Will be provided with
Figure BDA0003344805040000044
Substituting the obtained value into a mu calculation formula to obtain mu; mixing mu and APN into tcCalculating formula to obtain tcAnd determine tcIf < 24h is true, if not, using a formula
Figure BDA0003344805040000045
Recalculating μ and tc，
When t iscWhen the reaction time is less than or equal to 24 hours,
Figure BDA0003344805040000046
Figure BDA0003344805040000047
Figure BDA0003344805040000048
when t iscWhen the reaction time is more than 24 hours,
Figure BDA0003344805040000051
alpha is a runoff coefficient of 24h of rainfall duration, and can be obtained by inquiring a local hydrological manual;
step 7, calculating a confluence parameter:
an empirical relationship is established between the basin characteristic factor theta and the confluence parameter m to calculate the value m, and the computing formula of the basin characteristic factor theta is as follows:
Figure BDA0003344805040000052
then, consulting the regional hydrology manual according to the theta value to obtain a convergence parameter m value;
step 8, calculating the sink convergence duration and the design flood peak flow:
basin confluence duration tau and inference formula for solving design flood peak flow Qm，PCalculated according to the following formula:
tcis greater than or equal to tau
Figure BDA0003344805040000053
tcAt time of < tau
Figure BDA0003344805040000054
Wherein m is a confluence parameter, J is an average longitudinal gradient of the farthest flow path, and L is a flow path length of the farthest pointDuration of laborc；
Step 9, calculating an underground water confluence parameter;
and step 10, calculating the maximum water inflow amount of the tunnel.
Wherein,
solving the drainage basin confluence duration tau according to a trial algorithm:
step a, calculating t according to step 6cA value;
step b, assume one Q'm，PValue using a formula
Figure BDA0003344805040000055
Calculating the corresponding T value if TcR is greater than or equal to τ, R is usedτ，P＝n·AP·τ1-nCalculation of Rτ，PR and Rτ，PSubstitution formula
Figure BDA0003344805040000056
Calculate the corresponding Qm，PValue if tcIf < tau, then use
Figure BDA0003344805040000059
Calculation of Rτ，PR and Rτ，PSubstitution formula
Figure BDA0003344805040000057
Figure BDA0003344805040000058
Calculate the corresponding Qm，PA value;
step c, comparing the putative Q'm，PAnd calculating Qm，PIf they are completely equal, Q 'is assumed'm，PAnd calculating Qm，PThat is, to do, otherwise re-assume a Q'm，PThe above calculation is repeated until the difference between the two is small.
The step 9 specifically comprises:
carrying out actual measurement of tunnel water burst flow in the rainfall period, and respectively recording daily water burst flow Q without rainfalln，0And the peak water burst flow Q in the rainy periodn，1Stable water flow Q during raining period and rain stopn，2And Qn，1And Qn，2Time duration t betweennFor hours, the following formula is adopted to calculate the groundwater convergence parameter Kn：
Figure BDA0003344805040000061
The rainfall measurement should select the average rainfall of the corresponding tunnel site area exceeding the average rainfall of the area in rainy season for many years and months.
The step 10 specifically comprises:
according to the peak of the outlet section flood at the bottom of the karst sky pit as Qm，PWater inflow Q of roof pit runoff replenishment tunneln，PCalculated according to the following formula:
Figure BDA0003344805040000062
water inflow peak value Q of sky pit runoff replenishment tunneln，PWith the daily water burst flow Qn，0The sum is the maximum water inflow Q of the tunneln，P，MaxI.e. is Qn，P，Max＝Qn，P+Qn，0。
Has the advantages that: the invention provides a method for estimating the maximum water inflow amount of a tunnel penetrating a karst sky pit in a rainstorm period by combining actual measurement data and statistical data. The method solves the problems that under the special karst geological condition of a karst sky pit penetrating downwards, the traditional tunnel water inflow calculation method is over conceptualized, the consideration factors are few, and the calculation result is low in precision and large in error. The method can accurately predict the maximum water inflow of the karst sky pit runoff replenishing tunnel in the rainstorm period, so that the drainage prevention capacity and the water pressure load of the lining structure in the tunnel construction period and the operation period are reasonably designed, and the safety of tunnel construction and operation is guaranteed.
Detailed Description
The technical solution of the present invention is described in detail below by way of example:
the invention discloses a method for estimating a maximum water inflow peak value of a tunnel penetrating a karst sky pit in a rainstorm period. The method comprises the following specific steps: (1) surveying and mapping karst sky pit microtopography; (2) determining a watershed characteristic parameter; (3) acquiring rainfall statistic parameters; (4) calculating the designed rainfall; (5) calculating the rain force; (6) calculating a loss parameter and a birth flow duration; (7) calculating a confluence parameter; (8) calculating the sink duration and the design peak flow of the drainage basin; (9) calculating an underground water confluence parameter; (10) and (4) calculating the maximum water inflow of the tunnel.
The first step is as follows: karst sky-hole microtopography survey and drawing
And carrying out photogrammetry topographic mapping of the micro-terrain unmanned aerial vehicle of the karst sky pit, and acquiring high-precision DEM topographic data of the sky pit area.
The second step is that: determining watershed feature parameters
According to the high-precision DEM topographic data of the karst sky-pit area, calculating the drainage basin area F of the karst sky-pit to be 0.3937km by adopting a DEM digital topographic analysis method2The length L of the flow path at the farthest point in the flow field is 0.47km, and the average longitudinal drop J of the farthest flow path is 3.235 ‰.
The third step: obtaining rainfall statistic parameters
The maximum 24-hour rainfall of the river basin where the karst sky pit is located is found from the hydrologic manual
Figure BDA0003344805040000072
And corresponding coefficient of variation C24，v0.426, coefficient of skewness C24，s1.491; decreasing index of heavy rain n (n)1，n2)＝(0.414，0.533)。
The fourth step: calculating design rainfall H24，P
According to the Pearson type III frequency curve, a rainstorm frequency curve can be determined according to the rainfall mean value, the variation coefficient and the skewness coefficient, and the dispersion coefficient phi is determined according to the rainstorm frequency P which is 0.2 percent242.375. Modulus ratio coefficient K24，P＝Φ24·C24，vSince +1 is 2.375 × 0.426+1 is 2.012, the design rainfall for the storm frequency P is designed for 24 hours
Figure BDA0003344805040000073
Figure BDA0003344805040000074
Table 1: coefficient of variation of pearson type III frequency curve
Figure BDA0003344805040000071
The fifth step: calculating the rainfall force AP
Rain power APThe calculation formula of (2) is as follows: a. theP＝H24，P·24n-1＝215.284×240.533-1＝48.804mm。
And a sixth step: calculating the loss parameter mu and the duration t of labor flowc
H is calculated according to the regional storm runoff correlation diagram24，PCorresponding net rainfall
Figure BDA0003344805040000081
Figure BDA0003344805040000082
And preliminarily judge tcIf < 24h, then
Figure BDA0003344805040000083
Will be provided with
Figure BDA0003344805040000084
Substituting into the mu calculation formula to obtain mu. Mixing mu and APN into tcCalculating formula to obtain tcAnd determine tcIf < 24h is true, if not, using a formula
Figure BDA0003344805040000085
Recalculating μ and tc
When t iscWhen the reaction time is less than or equal to 24 hours,
Figure BDA0003344805040000086
Figure BDA0003344805040000087
Figure BDA0003344805040000088
when t iscWhen the reaction time is more than 24 hours,
Figure BDA0003344805040000089
alpha is a runoff coefficient of 24h of rainfall duration, and can be obtained by inquiring a local hydrology manual.
The seventh step: calculating a convergence parameter m
Generally, an empirical relationship is established between a basin characteristic factor theta and a confluence parameter m to calculate a value m, wherein the basin characteristic factor theta is calculated according to the following formula:
Figure BDA00033448050400000810
then, the regional hydrology manual is consulted according to the value of theta, and the confluence parameter m is 0.62.
Table 2: small watershed m value lookup table
Figure BDA00033448050400000811
Figure BDA0003344805040000091
Eighth step: calculating sink confluence duration tau and design peak flow Qm，P
Basin confluence duration tau and inference formula for solving design flood peak flow Qm，PCan be calculated as follows:
tcis greater than or equal to tau
Figure BDA0003344805040000092
tcAt time of < tau
Figure BDA0003344805040000093
Wherein m is confluence parameter, J is average longitudinal gradient of farthest flow path, L is length of farthest flow path, and productive flow duration tc。
Solving the basin confluence duration tau according to a trial algorithm:
(1) calculating t according to the sixth stepcA value;
(2) suppose one Q'm，PValue using a formula
Figure BDA0003344805040000094
Calculating the corresponding value of tau if tcR is greater than or equal to τ, R is usedτ，P＝n·AP·τ1-nCalculation of Rτ，PR and Rτ，PSubstitution formula
Figure BDA0003344805040000095
Calculate the corresponding Qm，PValue if tcIf < tau, then use
Figure BDA0003344805040000096
Calculation of Rτ，PR and Rτ，PSubstitution formula
Figure BDA0003344805040000097
Figure BDA0003344805040000101
Calculate the corresponding Qm，PA value;
(3) comparison of hypothetical Q'm，PAnd calculating Qm，PIf they are completely equal, Q 'is assumed'm，PAnd calculating Qm，PThat is, to do, otherwise re-assume a Q'm，PThe above calculation is repeated until the difference between the two is small.
The specific results are shown in Table 3.
Table 3: design flood peak flow trial calculation table
Suppose Q'm，PValue of τ Rτ，P Qm，P
55611 9.195 56.893 67720
63180 8.906 56.893 69918
71456 8.636 56.893 72104
72330 8.610 56.893 72329
72360 8.609 56.893 72335
The ninth step: calculating groundwater convergence parameter Kn
Carrying out actual measurement of tunnel water burst flow in the rainfall period, and respectively recording daily water burst flow Q without rainfalln，0＝38915m3Flow Q of gushing water during/d and rainy periodn，1＝155660m3D, stable water flow Q of gushing of rainy periodn，2＝58373m3D and Qn，1And Qn，2Time duration t betweennA hour meter. The following formula is adopted to calculate the groundwater convergence parameter Kn：
Figure BDA0003344805040000102
Figure BDA0003344805040000103
Kn＝1.266
The rainfall measurement should select the average rainfall of the corresponding tunnel site area exceeding the average rainfall of the area in rainy season for many years and months.
The tenth step: calculation of maximum water inflow of tunnel
According to the peak of the outlet section flood at the bottom of the karst sky pit as Qm，PWater inflow Q of roof pit runoff replenishment tunneln，PCan be calculated as follows:
Figure BDA0003344805040000104
Figure BDA0003344805040000105
water inflow peak value Q of sky pit runoff replenishment tunneln，PWith the daily water burst flow Qn，0The sum isMaximum water inflow Q of tunneln，P，MaxI.e. is Qn，P，Max＝Qn，P+Qn，0＝25528+38915＝64443m3/d。

Claims (4)

1. A method for estimating the maximum water inflow peak value of a tunnel penetrating a karst sky pit in a rainstorm period is characterized by comprising the following steps:
step 1, mapping karst sky pit microtopography:
carrying out photogrammetry and topographic mapping of micro-terrain unmanned aerial vehicle of the karst sky pit to obtain terrain data of a high-precision digital elevation model DEM (digital elevation model) in the sky pit area;
step 2, determining the characteristic parameters of the drainage basin:
according to the topographic data of the high-precision digital elevation model of the karst sky-pit area, calculating the area F of a drainage basin of the karst sky-pit, the flow length L of the farthest point of the drainage basin and the average longitudinal gradient J of the farthest flow by adopting a digital topographic analysis method;
step 3, acquiring rainfall statistic parameters:
the maximum 24-hour rainfall of the river basin where the karst sky pit is located is found from the hydrologic manual
Figure FDA0003344805030000015
And corresponding coefficient of variation C24，vCoefficient of skewness C24，s(ii) a A rainstorm decreasing index n with a rainfall frequency of 0.2%;
step 4, calculating the designed rainfall;
determining a rainstorm frequency curve according to a Pearson III type frequency curve and the rainfall mean value, the variation coefficient and the skewness coefficient, and determining a dispersion coefficient phi according to a rainstorm frequency P value24(ii) a Modulus ratio coefficient K24，P＝Φ24·C24，v+1, so the design rainfall for 24 hours design storm frequency P
Figure FDA0003344805030000011
Step 5, calculating the rainfall:
rain power APThe calculation formula of (2) is as follows: a. theP＝H24，P·24n-1，
Step 6, calculating the loss parameter mu and the duration t of the birth flowc：
H is calculated according to the regional storm runoff correlation diagram24，PCorresponding net rainfall
Figure FDA0003344805030000016
And preliminarily judge tcIf < 24h, then
Figure FDA0003344805030000017
Will be provided with
Figure FDA0003344805030000018
Substituting the obtained value into a mu calculation formula to obtain mu; mixing mu and APN into tcCalculating formula to obtain tcAnd determine tcIf < 24h is true, if not, using a formula
Figure FDA0003344805030000012
Recalculating μ and tc，
When t iscWhen the reaction time is less than or equal to 24 hours,
Figure FDA0003344805030000013
Figure FDA0003344805030000014
Figure FDA0003344805030000021
when t iscWhen the reaction time is more than 24 hours,
Figure FDA0003344805030000022
alpha is a runoff coefficient of 24h of rainfall duration, and can be obtained by inquiring a local hydrological manual;
step 7, calculating a confluence parameter:
an empirical relationship is established between the basin characteristic factor theta and the confluence parameter m to calculate the value m, and the computing formula of the basin characteristic factor theta is as follows:
Figure FDA0003344805030000023
then, consulting the regional hydrology manual according to the theta value to obtain a convergence parameter m value;
step 8, calculating the sink convergence duration and the design flood peak flow:
basin confluence duration tau and inference formula for solving design flood peak flow Qm，PCalculated according to the following formula:
tcis greater than or equal to tau
Figure FDA0003344805030000024
tcAt time of < tau
Figure FDA0003344805030000025
Wherein m is confluence parameter, J is average longitudinal gradient of farthest flow path, L is length of farthest flow path, and productive flow duration tc；
Step 9, calculating an underground water confluence parameter;
and step 10, calculating the maximum water inflow amount of the tunnel.
2. The method for estimating the maximum water inflow during the rainstorm period of the underpass karst crater tunnel according to claim 1, wherein the watershed duration τ is solved according to a trial algorithm:
step a, calculating t according to step 6cA value;
step b, assume one Q'm，PValue using a formula
Figure FDA0003344805030000026
Calculating the corresponding τ valueIf t iscR is greater than or equal to τ, R is usedτ，P＝n·AP·τ1-nCalculation of Rτ，PR and Rτ，PSubstitution formula
Figure FDA0003344805030000027
Calculate the corresponding Qm，PValue if tcIf < tau, then use
Figure FDA0003344805030000028
Calculation of Rτ，PR and Rτ，PSubstitution formula
Figure FDA0003344805030000029
Figure FDA00033448050300000210
Calculate the corresponding Qm，PA value;
step c, comparing the putative Q'm，PAnd calculating Qm，PIf they are completely equal, Q 'is assumed'm，PAnd calculating Qm，PThat is, to do, otherwise re-assume a Q'm，PThe above calculation is repeated until the difference between the two is small.
3. The method for estimating the maximum water inflow amount of the underpass karst sky-pit tunnel in the rainstorm period according to claim 1, wherein the step 9 is specifically as follows:
carrying out actual measurement of tunnel water burst flow in the rainfall period, and respectively recording daily water burst flow Q without rainfalln，0And the peak water burst flow Q in the rainy periodn，1Stable water flow Q during raining period and rain stopn，2And Qn，1And Qn，2Time duration t betweennFor hours, the following formula is adopted to calculate the groundwater convergence parameter Kn：
Figure FDA0003344805030000031
The rainfall measurement should select the average rainfall of the corresponding tunnel site area exceeding the average rainfall of the area in rainy season for many years and months.
4. The method for estimating the maximum water inflow amount of the underpass karst sky-pit tunnel in the rainstorm period as claimed in claim 1, wherein the step 10 is specifically as follows:
according to the peak of the outlet section flood at the bottom of the karst sky pit as Qm，PWater inflow Q of roof pit runoff replenishment tunneln，PCalculated according to the following formula:
Figure FDA0003344805030000032
water inflow peak value Q of sky pit runoff replenishment tunneln，PWith the daily water burst flow Qn，0The sum is the maximum water inflow Q of the tunneln，P，MaxI.e. is Qn，P，Max＝Qn，P+Qn，0。
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CN117669793A (en) * 2023-10-20 2024-03-08 广东省气象台(南海海洋气象预报中心、珠江流域气象台) Rainfall frequency estimation method and device for combined satellite and site data

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CN109113788A (en) * 2018-05-31 2019-01-01 中国地质大学（武汉） A kind of Karst Tunnel karst water inflow method
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CN108446436A (en) * 2018-02-08 2018-08-24 广州地理研究所 The spatial distribution method for early warning of storm flood nonlinear model rainwater loss parameter
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