CN113239555B - Method for judging vertical seepage failure mode of composite soil layer - Google Patents
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Abstract
The invention discloses a method for judging a vertical seepage failure mode of a composite soil layer, which comprises the following steps: (1) numbering soil layers and acquiring soil layer calculation parameters; (2) calculating a critical water head difference according to the critical hydraulic gradient; (3) determining the total water head difference, calculating 'the calculation undertaking water head difference' of each soil layer, and starting the 1 st soil layer seepage failure mode discrimination cycle; (4) comparing the 'soil layer critical water head difference' with the 'soil layer calculation bearing water head difference', and distinguishing in 3 conditions; (5) and starting corresponding discrimination circulation according to different discrimination conditions of each soil layer. The invention provides concepts of 'water head difference is born by soil layer calculation', 'critical water head difference' and 'extra water head is not born', the concept of seepage force transmission in soil mechanics is replaced by the transmission of water head loss, and the problem of soil layer damage judgment under the condition that the soil layer is dispersed by water flow is solved by adopting a circular analysis method.
Description
Technical Field
The invention relates to a method for judging a vertical seepage failure mode of a composite soil layer, and belongs to the technical field of soil layer seepage stability calculation.
Background
The soil layer one-dimensional seepage model is a simplified seepage analysis model commonly used in engineering, the soil layer one-dimensional seepage model is analyzed by adopting Darcy's law and the theory of seepage force in soil mechanics, and the Darcy's law is only suitable for the problem of laminar flow, so the Darcy's law and the theory of seepage force can solve the problem of vertical seepage of a composite soil layer without soil layer damage, but when the soil layer seepage damage problem which occurs with flowing soil and is not constrained by deformation is solved, the theory cannot analyze the condition that the soil layer is broken by water flow.
Aiming at the problems, the invention provides concepts of 'soil layer calculation bearing water head difference', 'critical water head difference' and 'no bearing extra water head', replaces the concept of seepage force transmission in soil mechanics with the transmission of water head loss, and provides a circular analysis method for judging a soil layer seepage damage model in which soil layers are not dispersed by water flow.
Disclosure of Invention
In order to solve the technical problems, the invention provides a method for judging the vertical seepage failure mode of the composite soil layer, which solves the problem that the existing theory cannot analyze the condition that the soil layer is dispersed by water flow.
The invention is realized by the following technical scheme.
The invention provides a method for judging a vertical seepage failure mode of a composite soil layer, which comprises the following steps:
the method comprises the following steps: numbering n layers of layered soil from bottom to top in sequence: soil layer 1, soil layer 2, …, soil layer i …, soil layer n-1 and soil layer n, wherein the soil particle specific weight G of each soil layer is determined according to the test si Permeability coefficient k i Pore ratio e i Seepage length L of each soil layer i 。
Step two: critical hydraulic gradient through each soil layer i cri Calculating the critical water head difference delta h of each soil layer cri ", the calculation formula is shown below.
Δh cri ＝i cri L i
Step three: determining total water head difference delta H of all initial soil layers 1 Starting the 1 st soil layer seepage failure mode discrimination cycle, and calculating the 'calculation borne water head difference delta h of each soil layer according to the water flow continuous principle and Darcy's law 1ti ”。
Δh 1t1 +Δh 1t2 +…+Δh 1ti +…+Δh 1tn ＝ΔH 1
Step four: contrast' soil layer critical water head difference delta h cri 'and' soil layer calculation borne water head difference delta h 1ti ", the actual bearing water head difference delta h of the soil layer 1i The following 3 cases can be distinguished:
(1) when Δ h is 1ti ≤Δh cri Then "the soil layer calculates the bearing water head difference delta h 1ti "not exceeding" critical head difference Δ h cri ", the soil layer i is in stable state, at this moment, the soil layer actually bears the water head difference delta h 1i ＝Δh 1ti 。
(2) When Δ h 1ti >Δh cri And if i is not equal to n, then the soil layer calculates the borne water head difference delta h 1ti Has been greater than the critical head difference Deltah cri ", the soil layer is in suspension state, the soil layer actually bears the water head difference delta h 1i ＝Δh cri (ii) a At the moment, the soil layer calculates the borne water head difference delta h 1ti And critical head difference Δ h cri The difference value of 'will be transmitted to the soil layer which is nearest to the soil layer and the upper part of which is in a stable state, the difference value is named as the soil layer' without bearing extra water head difference delta h 1ei "is represented by the following formula.
Δh 1ei ＝Δh 1ti -Δh cri
(3) When Δ h 1tn >Δh crn In the process, the uppermost soil layer n is already in a flowing soil state, and the upper part of the soil layer n is not restrained by other soil layers to deform, so that the soil layer n is not dispersed by water flow and does not exist, and the actual borne water head difference delta h 1n 0; at this time theSoil layer 'without bearing extra water head difference' delta h 1en ＝Δh 1tn And because the soil layer n does not exist, the soil layer n-1 is changed into a new soil layer n, the total number of the soil layers is reduced by 1 layer, and all the soil layers need to repeat the step three and recalculate the calculation bearing water head difference delta h of each soil layer 1ti ", until there is a layer of the uppermost soil n, satisfy its Δ h 1tn ≤Δh crn Until now.
Step five: after the 1 st cycle of the third step and the fourth step, if the soil layer exists, the extra water head difference delta h is not born 1ei And starting to perform a 2 nd soil layer seepage failure mode discrimination cycle. From bottom to top, the water has' extra head difference delta h not borne 1ei "layer i of earth,. DELTA.h 1ei Is born by the soil layer j which is closest to the upper part of the soil layer and is in a stable state, and the' calculation born water head difference delta h of the soil layer j at the moment 2tj "the calculation formula is as follows.
Step six: bearing the lower soil layer 'un-borne extra water head difference delta h' in the fifth step 1ei "and critical water head difference Δ h of soil layer j in steady state crj And calculates the absorbed head difference Deltah 2tj And (3) judging according to 3 conditions in the fourth step, if the soil layer without the extra water head difference exists, starting the 3 rd circulation until the actual water head difference born by all the soil layers is less than or equal to the critical water head difference or all the soil layers are dispersed by water flow and do not exist any more.
The states of all the soil layers can be obtained through the multiple circulation, and whether seepage damage occurs to the soil layers is judged.
The cyclic process is not applicable to soil layers with piping.
The invention has the advantages that concepts of 'water head difference is calculated and born in soil layer', 'critical water head difference' and 'extra water head is not born', the concept of seepage force transmission in soil mechanics is replaced by transmission of water head loss, and the problem of soil layer damage judgment under the condition that the soil layer is dispersed by water flow is solved by adopting a circular analysis method.
Drawings
FIG. 1 is a flow chart of a method for judging a vertical seepage failure mode of a composite soil layer according to the invention;
fig. 2 is a calculation parameter required for discriminating each soil layer seepage failure mode in the embodiment of the invention.
Detailed Description
The invention is further described with reference to the accompanying drawings and specific embodiments.
As shown in fig. 1 and fig. 2, the method for discriminating the damage mode of the vertical seepage of the composite soil layer comprises the following steps:
the method comprises the following steps: as shown in fig. 2, 5 layers of layering soil are numbered from bottom to top in sequence: soil layer 1, soil layer 2, soil layer 3, soil layer 4 and soil layer 5, and determining soil particle specific weight G of each soil layer according to tests si Permeability coefficient k i Pore ratio e i Seepage length L of each soil layer i 。
Step two: critical hydraulic gradient through each soil layer i cri Calculating the critical water head difference delta h of each soil layer cri ", the calculation formula is shown below.
Δh cri ＝i cri L i
And (3) calculating the result: i.e. i cr1 ＝0.75、i cr2 ＝0.895、i cr3 ＝0.579、i cr4 ＝0.9、i cr5 ＝0.556，Δh cr1 ＝1.5m、h cr2 ＝2.684m、Δh cr3 ＝0.579mΔh cr4 ＝2.7mΔh cr5 ＝1.111m。
Step three: determining total water head difference delta H of all initial soil layers 1 Starting the 1 st soil layer seepage failure mode discrimination circulation according to 6m, and calculating the 'calculation bearing water head difference delta h of each soil layer according to the water flow continuous principle and Darcy's law 1ti ”。
Δh 1t1 +Δh 1t2 +…+Δh 1ti +…+Δh 1tn ＝ΔH 1
And (3) calculating a result: Δ h 1t1 ＝1.951m、h 1t2 ＝0.976m、Δh 1t3 ＝0.732m、Δh 1t4 ＝0.878m、Δh 1t5 ＝1.463m。
Step four: contrast' soil layer critical water head difference delta h cri 'and' soil layer calculation borne water head difference delta h 1ti ", the actual water head difference delta h born by the soil layer 1i The following 3 cases can be distinguished:
(1) when Δ h 1ti ≤Δh cri Then "the soil layer calculates the bearing water head difference delta h 1ti "not exceeding" critical head difference Δ h cri ", the soil layer i is in stable state, at this moment, the soil layer actually bears the water head difference delta h 1i ＝Δh 1ti 。
(2) When Δ h 1ti >Δh cri And if i is not equal to n, then the soil layer calculates the borne water head difference delta h 1ti Has been greater than the critical head difference Deltah cri ", the soil layer is in suspension state, the soil layer actually bears the water head difference delta h 1i ＝Δh cri (ii) a At the moment, the soil layer calculates the borne water head difference delta h 1ti And critical head difference Δ h cri The difference value of 'will be transmitted to the soil layer which is nearest to the soil layer and the upper part of which is in a stable state, the difference value is named as the soil layer' without bearing extra water head difference delta h 1ei "is represented by the following formula.
Δh 1ei ＝Δh 1ti -Δh cri
(3) When Δ h is 1tn >Δh crn In the process, the uppermost soil layer n is already in a flowing soil state, and the upper part of the soil layer n is not restrained by other soil layers to deform, so that the soil layer n is not dispersed by water flow and does not exist, and the actual borne water head difference delta h 1n 0; at the moment, the soil layer is not subjected to extra water head difference delta h 1en ＝Δh 1tn FromThe soil layer n does not exist, so the soil layer n-1 is changed into a new soil layer n, the total number of the soil layers is reduced by 1 layer, and all the soil layers need to repeat the steps three and recalculate the calculation bearing water head difference delta h of each soil layer 1ti ", until there is a layer of the uppermost soil n, satisfy its Δ h 1tn ≤Δh crn Until now.
And (3) judging the result: Δ h of soil layer 5 1t5 ＝1.463m>Δh cr5 1.111m, according to the condition (3), the soil layer 5 is not scattered by water flow, the number of soil layers is reduced to 4, and the step three is repeated to recalculate the calculation borne water head difference delta h of the residual 4 layers of soil 1ti "are respectively: Δ h 1t1 ＝2.581m、h 1t2 ＝1.291m、Δh 1t3 ＝0.968m、Δh 1t4 1.161 m. The judgment is continued according to 3 conditions, and the judgment result is as follows:
and a soil layer 1: Δ h 1t1 ＝2.581m>Δh cr1 1.5m, the soil layer is in a suspension state, and the soil layer actually bears the water head difference delta h 11 ＝Δh cr1 1.5m, without bearing the extra head difference Δ h 1e1 ＝Δh 1t1 -Δh cr1 ＝1.081m。
And 2, soil layer: Δ h 1t2 ＝1.291m≤Δh cr2 2.684m, the soil layer is in stable state, and the soil layer actually bears the water head difference delta h 12 ＝Δh 1t2 ＝1.291m。
And a soil layer 3: Δ h 1t3 ＝0.968m>Δh cr3 0.579m, the soil layer is in suspension state, and the soil layer actually bears the water head difference delta h 13 ＝Δh cr3 0.579m without bearing extra head difference deltah 1e3 ＝Δh 1t3 -Δh cr3 ＝0.389m。
And (4) a soil layer: Δ h 1t4 ＝1.161m≤Δh cr4 2.7m, the soil layer is in a stable state, and the soil layer actually bears the water head difference delta h 14 ＝Δh 1t4 ＝1.161m。
Step five: after the 1 st cycle of the third step and the fourth step is finished, the soil layer 1 and the soil layer 3 have' extra water head difference delta h not born 1ei And starting to perform a 2 nd soil layer seepage failure mode judgment cycle. From bottom to top, has "no charge extraHead difference Δ h 1ei "soil layers 1 and 3, Δ h thereof 1e1 And Δ h 1e3 Respectively borne by soil layers 2 and 4 which are nearest to the upper part of the soil layer in a stable state, wherein the calculated borne water head difference delta h of the soil layers 2 and 4 2tj "the calculation formula is as follows.
The calculated result is Δ h 2t2 ＝1.291+1.081＝2.372m，Δh 2t4 ＝1.161+0.389＝1.55m。
Step six: the critical water head difference delta h of the soil layers 2 and 4 crj The 'AND' calculation of the differential head Δ h 2tj "judge according to 3 cases in the step four, the judgement result is as follows:
and (2) soil layer: Δ h 2t2 ＝2.372m≤Δh cr2 2.684m, the soil layer is in stable state, and the soil layer actually bears the water head difference delta h 22 ＝Δh 2t2 ＝2.372m。
And (4) a soil layer: Δ h 2t4 ＝1.55m≤Δh cr4 2.7m, the soil layer is in a stable state, and the soil layer actually bears the water head difference delta h 24 ＝Δh 2t4 ＝1.55m。
The judgment results of all soil layer seepage failure modes are as follows: soil layer 5 is washed away by water flow and does not exist, soil layer 1 and soil layer 3 are in a suspension state, and soil layer 2 and soil layer 4 are in a stable state.
The above description is only an embodiment of the present invention, but the scope of the present invention is not limited thereto, and any person skilled in the art can easily conceive of changes or substitutions within the technical scope of the present invention, and therefore, the scope of the present invention should be determined by the scope of the claims.
Claims (3)
1. A method for judging a vertical seepage failure mode of a composite soil layer is characterized by comprising the following steps: the method comprises the following steps:
the method comprises the following steps:numbering n layers of layered soil from bottom to top in sequence: soil layer 1, soil layer 2, …, soil layer i …, soil layer n-1 and soil layer n, wherein the soil particle specific weight G of each soil layer is determined according to the test si Permeability coefficient k i Pore ratio e i Seepage length L of each soil layer i ；
Step two: critical hydraulic gradient through the respective soil layers i cri Calculating the critical water head difference delta h of each soil layer cri ", the calculation formula is shown as follows:
Δh cri ＝i cri L i
step three: determining total water head difference delta H of all initial soil layers 1 Starting the 1 st soil layer seepage failure mode discrimination cycle, and calculating the 'calculation borne water head difference delta h of each soil layer according to the water flow continuous principle and Darcy's law 1ti ”：
Δh 1t1 +Δh 1t2 +…+Δh 1ti +…+Δh 1tn ＝ΔH 1
Step four: contrast' soil layer critical water head difference delta h cri 'and' soil layer calculation borne water head difference delta h 1ti ", the actual bearing water head difference delta h of the soil layer 1i The judgment is carried out according to the following 3 conditions:
(1) when Δ h 1ti ≤Δh cri Then "the soil layer calculates the bearing water head difference delta h 1ti "not exceeding" critical head difference Δ h cri ", the soil layer i is in stable state, at this moment, the soil layer actually bears the water head difference delta h 1i ＝Δh 1ti ；
(2) When Δ h 1ti >Δh cri And when i is not equal to n, then "the soil layer calculates the borne water head difference Δ h 1ti Has been greater than the critical head difference Deltah cri ", the soil layer is in suspension state, the soil layer actually bears the water head difference delta h 1i ＝Δh cri (ii) a At the moment, the soil layer calculates the borne water head difference delta h 1ti And critical head difference Δ h cri The difference value of 'is transmitted to the soil layer which is nearest to the soil layer and has the upper part in a stable state, and the difference value is named as the soil layer' without bearing extra water head difference delta h 1ei ", as shown below:
Δh 1ei ＝Δh 1ti -Δh cri
(3) when Δ h 1tn >Δh crn In the process, the uppermost soil layer n is already in a flowing soil state, and the upper part of the soil layer n is not restrained by other soil layers to deform, so that the soil layer n is not dispersed by water flow and does not exist, and the actual borne water head difference delta h 1n 0; at the moment, the soil layer is not subjected to extra water head difference delta h 1en ＝Δh 1tn Because the soil layer n does not exist, the soil layer n-1 is changed into a new soil layer n, the total number of the soil layers is reduced by 1 layer, and all the soil layers need to repeat the steps three and recalculate the calculation bearing water head difference delta h of each soil layer 1ti ", until there is a layer of the uppermost soil n, satisfy its Δ h 1tn ≤Δh crn Until the end;
step five: after the 1 st cycle of the third step and the fourth step, if the soil layer exists, the extra water head difference delta h is not born 1ei And starting to perform the 2 nd time soil layer seepage failure mode discrimination cycle, and having the' unaided extra water head difference delta h from bottom to top 1ei "layer i of earth,. DELTA.h 1ei The soil layer j with the nearest upper distance in a stable state bears the water head difference delta h calculated and borne by the soil layer j 2tj ", the calculation formula is as follows:
step six: bearing the lower soil layer 'un-borne extra water head difference delta h' in the fifth step 1ei "and critical water head difference Δ h of soil layer j in steady state crj And calculating the absorbed head differenceΔh 2tj And (3) judging according to 3 conditions in the fourth step, if the soil layer without the extra water head difference exists, starting the 3 rd circulation until the actual water head difference born by all the soil layers is less than or equal to the critical water head difference, or all the soil layers are dispersed by water flow and do not exist any more.
2. The method for distinguishing the damage mode of the vertical seepage of the composite soil layer according to claim 1, characterized by comprising the following steps: the states of all the soil layers can be obtained through the multiple circulation, and whether seepage damage occurs to the soil layers is judged.
3. The method for distinguishing the damage mode of the vertical seepage of the composite soil layer according to claim 1, characterized by comprising the following steps: the cyclic process is not applicable to soil layers with piping.
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