CN111024034B - Soft soil roadbed settlement prediction method and prediction system based on monitoring process data and storage medium - Google Patents
Soft soil roadbed settlement prediction method and prediction system based on monitoring process data and storage medium Download PDFInfo
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Abstract
The invention relates to a soft soil roadbed settlement prediction method, a prediction system and a storage medium based on monitoring process data. By adopting the soft soil roadbed settlement prediction method, the prediction system and the storage medium based on the monitoring process data, a more accurate settlement prediction result can be obtained within a short time when the soft soil roadbed settlement prediction method enters the pre-pressing period.
Description
Technical Field
The invention relates to the field of road engineering construction, in particular to a soft soil roadbed settlement prediction method, a prediction system and a storage medium based on monitoring process data.
Background
Many researchers have studied subgrade settlement and foundation settlement.
The first is to study the structural design for accelerating the settlement process of the roadbed, for example, in the filed experimental study of pile sinking and soil squeezing effect of the drainage rigid pile by the applicant in the literature of Jiangqiang, Chen Min, Queen, et al, J.
The second type is to study the deformation law of subgrade settlement.
Such as: "simplified method of nonlinear settlement calculation of soft soil foundation considering lateral deformation", yanguanghua, report of geotechnical engineering, 9 th stage in 2017, consider that: the proportion of the lateral deformation of the soft soil foundation to the total settlement is large, the compression modulus in a limited one-dimensional compression state is applied to a layering summation method to calculate by a common calculation method, the influence of the lateral deformation on the total settlement cannot be reflected by the method, and an empirical coefficient of 1.1-1.7 is multiplied on the basis of the calculation result of the method by a standard method to correct the calculation error. But the selection of the empirical coefficients is more artificial. Therefore, a calculation method capable of considering lateral deformation is deduced on the basis of generalized Hooke's law, soft soil foundation settlement is divided into two parts, namely compression settlement Sc with lateral limitation and settlement Sd generated by lateral deformation, the soft soil foundation settlement is calculated by adopting a traditional e-p curve layering summation method, and the soft soil foundation settlement is calculated by adopting a concept based on an e-p curve and a Duncan-Chang constitutive model to obtain a nonlinear secant modulus Ep and apply the nonlinear secant modulus Ep to the layering summation method, so that nonlinear settlement calculation considering soft soil lateral deformation can be carried out by using the e-p curve. In addition, in view of the fact that the initial pore ratio e0 and the compression modulus Es1-2 (the compression modulus corresponding to the pressure of 100kPa and 200 kPa) are commonly used parameters in engineering, the method is relatively stable and can well reflect the characteristics of soft soil, a method for obtaining an e-p curve and an e-lgp curve by e0 and Es1-2 is established, so that the compression modulus Esi under different stress levels can be obtained, calculation of Sc and Sd is carried out by Esi, nonlinear settlement calculation considering the lateral deformation of the soft soil can be carried out by the initial pore ratio e0 and the compression modulus Es1-2, and great convenience is brought to engineering calculation.
In this article again, the settlement of the subgrade (foundation) is divided into two parts: 1) is sedimentation under side-limiting conditions; 2) is a vertical deformation caused by a lateral deformation.
Yangyua proposed the above concept, however, the method presented is mainly used for prior design.
The other idea of settlement calculation is to calculate the final settlement amount according to the measured data.
A Qiangsheng teacher at the university of three gorges relates to the technical field of highway subgrade construction at CN 105603955B, and provides a residual settlement calculation method based on measured data and application thereof. A method for calculating residual settlement based on measured data comprises the following steps: measuring and recording settlement data; recording the time from the roadbed filling to the pre-pressing height as day 0, and recording the measured settlement value as S0; and calculating the theoretical residual sedimentation amount. A construction method for unloading the pre-pressed load is characterized by that the calculation is performed according to the residual settlement calculation method to determine the unloading time. The residual settlement calculation method combines the calculation results of the exponential curve method and the hyperbolic curve method, the combination coefficient C of the method takes the monthly settlement rate as a determined index, the measurement error is small, the timeliness is high, and the method has practical physical significance, so the calculation result accuracy of the residual settlement calculation method is high. By utilizing the residual settlement calculation method, the unloading time of the pre-pressing load can be accurately calculated, and the construction for unloading the pre-pressing load is guided. The idea of this patent is also: the total settlement consists of settlement caused by lateral settlement and consolidation settlement, the hyperbolic method can reflect settlement caused by lateral deformation and consolidation settlement, and the exponential curve law reflects consolidation settlement. By combining the calculation results of the exponential curve method and the hyperbolic curve method, the obtained calculation method is high in accuracy and closer to the actual sedimentation condition. The proportion of consolidation settlement to settlement caused by lateral deformation is reflected by the combination coefficients C and 1-C.
CN 105603955B has the advantage that the combination of hyperbolic and exponential methods gives physical meaning, rather than simply treating it as a combination of two mathematical models. But it has the disadvantage of lacking theoretical support for the calculation of C.
Subsequently, a leap teacher provides a roadbed settlement prediction method in CN106649970B, and the deformation law of the settlement amount caused by lateral deformation and the deformation law of the settlement amount caused by consolidation drainage deformation are fitted respectively, so that the time course deformation law of roadbed settlement is obtained. The advantages are that: the deformation rule of the amount of settlement caused by lateral deformation is obtained by depending on measured data, and is not an empirical calculation formula in CN 105603955B.
However, CN106649970B also has a significant problem:
the mode of CN106649970B is as follows: the settlement prediction module is used for calculating according to the data of the elevation calculation module and the lateral displacement calculation module; and the sedimentation amount is divided into two parts: respectively performing fitting calculation on the two parts by adopting a mathematical model and then adding to obtain a predicted sedimentation amount result;
the method for converting and solving the settlement caused by the lateral displacement by the data obtained by the inclinometer comprises the following steps:
In the formula, CLeft t、CRight tRespectively representing inclinometer-based measurementsThe data of (A) is obtained as the deformation area of the lateral drum belly at the moment of entering the pre-pressing period t, SSide tThe method comprises the following steps of (1) obtaining subgrade center settlement caused by lateral deformation at the moment t of entering a pre-pressing period based on data obtained by inclinometers on two sides of a slope toe of a subgrade side slope, and B representing the distance between two lameness feet on the cross section of the subgrade;
the data obtained by directly measuring the inclinometer pipe is directly equal to the lateral deformation, so that the settlement caused by the lateral deformation is calculated, and the drainage condition of the soil body which is basically neglected from the lateral deformation exists.
Fig. 1 is a time curve of the lateral displacement area on the left side of certain engineering AK0+180, from which it can be found that: cLeft tFeatures that do not increase all the time, but increase first and then decrease; if calculated in the manner of CN106649970B, S thereofSide tThe lateral deformation gradually decreases with time, that is, the lateral deformation gradually decreases with time, and the subsidence caused by the lateral deformation gradually decreases with time, and the predicted result is inevitably smaller than that obtained by a hyperbolic method or an exponential method. A
Therefore, the accuracy of the above methods and the underlying physical significance remain questionable.
Disclosure of Invention
The invention aims to provide a soft soil subgrade settlement prediction method based on monitoring process data, which improves the method of CN106649970B and considers the influence of soil body drainage caused by lateral extrusion.
It is another object of the present invention to provide a system for predicting subsidence based on monitored process data.
It is another object of the present invention to provide a storage medium capable of storing a program for executing the above method.
The technical purpose of the invention is realized by the following technical scheme:
a soft soil roadbed settlement prediction method based on monitoring process data comprises the following steps:
firstly, burying monitoring equipment;
and secondly, setting the time of entering the pre-pressing period as 0, and obtaining the following data through monitoring equipment:
time series after entering Pre-compression period (0, t1, t2 … … t)N) The corresponding subgrade middle side settlement value is (S)Middle 0，SMiddle t1，SMiddle t2，……SMiddle tN)；
Obtaining a time sequence after entering the pre-compression period (0, t1, t2 … … t)N) The area of the bulge measured by the corresponding slope toe left inclinometer under the lower roadbed is (C)Left t0，CLeft t1，CLeft t2，……CLeft tN)；
Obtaining a time sequence after entering the pre-compression period (0, t1, t2 … … t)N) The area of the bulge measured by the corresponding slope toe right inclinometer pipe at the lower part is (C)Right t0，CRight t1，CRight t2，……CRight tN)；
Obtaining a time sequence after entering the pre-compression period (0, t1, t2 … … t)N) The corresponding subgrade left side toe settlement below is (S)Left foot 0，SLeft foot t1，SLeft foot t2，……SLeft foot tN) (ii) a The corresponding right slope toe of the roadbed is settled to (S)Right foot 0，SRight foot t1，SRight foot t2，……SRight foot tN)；
Thirdly, calculating the deformation rule of subgrade center settlement by adopting an incremental method:
step 3.1, fitting a deformation rule of a settlement increment caused by the incremental laterally deformed soil body after entering the pre-pressing period;
3.2, fitting a deformation rule of the sedimentation amount caused by incremental consolidation drainage deformation after entering the pre-pressing period;
a fourth step based on the following formula:
settlement in roadbed center is SMiddle 0+ the settlement increment caused by the incremental laterally deformed soil body after entering the pre-pressing period + the settlement amount caused by the incremental consolidation drainage deformation after entering the pre-pressing period; the settlement of the roadbed center at any moment after entering the pre-pressing period can be obtained;
wherein the content of the first and second substances,
incremental settlement increase S caused by incremental lateral deformation of soil bodySide tSolving as follows;
by the formula:
or
wherein D isLeft t、DRight tRespectively representing the areas of the lateral deformation increment of the left side and the right side of the roadbed at the time t after the pre-compaction period; b represents the distance between two lameness feet on the cross section of the roadbed;
wherein D isLeft t、DRight tThe solving method of (2) is as follows:
wherein, CLeft increase t，CRight increase tThe calculation is as follows:
in the above formula, CLeft increase t、CRight increase tObtaining the incremental deformation area of the lateral drum belly at the moment t of entering the pre-pressing period based on the data measured by the inclinometer pipe; cLeft increasing water t、CRight increasing water tThe water discharge size of the lateral drum bellies on the left side and the right side is calculated as follows:
wherein h isInclination measuring deviceRepresents the height of the inclinometer pipe;
wherein, left retraction C occurs from ti-1 to tiLeft retraction ti-1-tiThe calculation is as follows:
if CLeft ti-1＞CLeft tiThen, CLeft retraction ti-1-ti＝CLeft ti-1-CLeft ti；
If CLeft ti-1≤CLeft tiThen, CLeft retraction ti-1-ti＝0。
Wherein, the right side retraction C occurred from ti-1 to tiRight retraction ti-1-tiThe calculation is as follows:
if CRight ti-1＞CRight tiThen, CRight retraction ti-1-ti＝CRight ti-1-CRight ti；
If CRight ti-1≤CRight tiThen, CRight retraction ti-1-ti＝0。
A soft soil roadbed settlement prediction method based on monitoring process data comprises the following steps:
firstly, burying monitoring equipment;
and secondly, setting the time of entering the pre-pressing period as 0, and obtaining the following data through monitoring equipment:
time series after entering Pre-compression period (0, t1, t2 … … t)N) The corresponding subgrade middle side settlement value is (S)Middle 0，SMiddle t1，SMiddle t2，……SMiddle tN)；
Obtaining a time sequence after entering the pre-compression period (0, t1, t2 … … t)N) The area of the bulge measured by the corresponding slope toe left inclinometer under the lower roadbed is (C)Left t0，CLeft t1，CLeft t2，……CLeft tN)；
Obtaining a time sequence after entering the pre-compression period (0, t1, t2 … … t)N) The area of the bulge measured by the corresponding slope toe right inclinometer pipe at the lower part is (C)Right t0，CRight t1，CRight t2，……CRight tN)；
Obtaining a time sequence after entering the pre-compression period (0, t1, t2 … … t)N) The compression amount of each layer of soil body on the left side and the right side of the corresponding roadbed below;
thirdly, calculating the deformation rule of subgrade center settlement by adopting an incremental method:
step 3.1, fitting a deformation rule of a settlement increment caused by the incremental laterally deformed soil body after entering the pre-pressing period;
3.2, fitting a deformation rule of the sedimentation amount caused by incremental consolidation drainage deformation after entering the pre-pressing period;
a fourth step based on the following formula:
settlement in roadbed center is SMiddle 0+ the settlement increment caused by the incremental laterally deformed soil body after entering the pre-pressing period + the settlement amount caused by the incremental consolidation drainage deformation after entering the pre-pressing period; the settlement of the roadbed center at any moment after entering the pre-pressing period can be obtained;
wherein the content of the first and second substances,
incremental settlement increase S caused by incremental lateral deformation of soil bodySide tSolving as follows;
by the formula:
or
wherein D isLeft t、DRight tRespectively representing the areas of the lateral deformation increment of the left side and the right side of the roadbed at the time t after the pre-compaction period; b represents the distance between two lameness feet on the cross section of the roadbed;
wherein D isLeft t、DRight tThe solving method of (2) is as follows:
wherein, CLeft increase t，CRight increase tThe calculation is as follows:
in the above formula, CLeft increase t、CRight increase tObtaining the incremental deformation area of the lateral drum belly at the moment t of entering the pre-pressing period based on the data measured by the inclinometer pipe; cLeft increasing water t、CRight increasing water tThe water discharge size of the lateral drum bellies on the left side and the right side is calculated as follows:
wherein, left retraction C occurs from ti-1 to tiLeft retraction ti-1-tiThe calculation is as follows:
if CLeft ti-1＞CLeft tiThen, CLeft retraction ti-1-ti＝CLeft ti-1-CLeft ti；
If CLeft ti-1≤CLeft tiThen, CLeft retraction ti-1-ti＝0。
Wherein, the right side retraction C occurred from ti-1 to tiRight retraction ti-1-tiThe calculation is as follows:
if CRight ti-1＞CRight tiThen, CRight retraction ti-1-ti＝CRight ti-1-CRight ti；
If CRight ti-1≤CRight tiThen, CRight retraction ti-1-ti＝0。
Further, step 3.1, the deformation law of the settlement increment caused by the increment lateral deformation soil body after the fitting entering pre-compaction period comprises:
3.1.1, firstly calculating the settlement increment caused by the incremental laterally deformed soil body after entering the pre-compaction period, namely in the time sequence (0, t1, t2 … … t)N) The corresponding incremental lateral deformation soil body causes the settlement increment of (0, S)Side t1，SSide t2……SSide tN)；
3.1.2, then based on the above data, fitting:
the above equation may be changed as:
time series (0, t1, t2 … … t)N) And the settlement increment sequence (0, S) caused by the incremental lateral deformation soil bodySide t1，SSide t2……SSide tN) Substituting the linear fitting of the formula into the formula to obtain: a is1,b1。
Further, step 3.2, fitting the deformation law of the settlement caused by the incremental consolidation drainage deformation after entering the pre-pressing period, comprising:
3.2.1, actually measured data processing:
solving the time series (0, t1, t2 … … t)N) Consolidation drainage incremental deformation sequence (0, S) underDrainage t1，SDrainage t2……SDrainage tN) The consolidation drainage incremental deformation is calculated as follows:
3.2.2, then based on the above data, fitting:
the above equation may be changed as:
time series (0, t1, t2 … … t)N) Consolidation drainage incremental deformation sequence (0, S)Drainage t1，SDrainage t2……SDrainage tN) Substituting the linear fitting of the formula into the linear fitting of the formula to obtain parameters: a is2，b2；
Further, in the fourth step, the prediction formula of the settlement amount of the subgrade center is as follows:
the subgrade settlement value at any moment can be predicted by adopting the formula;
further, the first step includes: after the construction of the plastic plate or the bagged sand well is finished, the following monitoring devices are buried: and a settlement plate is buried at the middle side of the roadbed, inclinometers are buried at two sides of a slope toe of the roadbed, and a layered settlement ring or a settlement plate is buried at two sides of the slope toe of the roadbed.
And further, in the second step, the elevation of the settlement plate, the depth of the inclinometer and the layered settlement ring (measured by a settlement meter) are measured according to the relevant specifications or design requirements, and the measurement frequency is measured according to the relevant specifications or design requirements.
A subsidence prediction system based on monitored process data, comprising: the device comprises a data acquisition module, a lateral displacement calculation module, a settlement prediction module and a display module;
the data acquisition module is used for acquiring the settlement of the middle side of the roadbed, the settlement of the left side slope toe and the right side slope toe or the inclination measurement data of the left side slope toe and the right side slope toe;
a lateral displacement calculation module, comprising: the lateral drum belly incremental deformation calculation module and the lateral drum belly area incremental drainage calculation module are respectively used for calculating the lateral drum belly incremental deformation and the lateral drum belly area incremental drainage;
the settlement prediction module is used for measuring and calculating according to the data of the data acquisition module and the lateral displacement calculation module; the settlement amount prediction is predicted by adopting an increment method, namely the settlement increment of the settlement amount after the pre-pressing period is reduced by selecting the settlement increment of the settlement amount just entering the pre-pressing period, and the settlement increment is divided into two parts: and respectively calculating the settlement increment and the consolidation settlement increment caused by the lateral displacement by adopting mathematical model fitting, and then adding to obtain a predicted settlement result.
Further, still include: and the display module is used for drawing a relation curve of subgrade center settlement-time according to the result calculated by the settlement prediction module.
A storage medium in which a program for executing the above method is stored.
Compared with the prior art, the invention has the following advantages and beneficial effects:
1) the application is improved on the basis of CN106649970B, and the core concept is to propose the following formula:
the method of CN106649970B is essentially:
that is, CN106649970B neglects that there is drainage in the soil body which is bulged laterally. Unexplained for the presence of lateral tube retraction; moreover, the calculation result is also small.
2) The difficulty of the application is how to solve the evaluation CLeft increasing water t、CRight increasing water tThe size (the drainage is divided into compression deformation of soil body and retraction deformation of soil body); to this end, the present application proposes two methods:
firstly, a settlement plate is also buried at the burying positions of the inclinometer pipes on two sides to monitor the settlement of a slope toe;
and the second is to embed a layered settlement meter at the left and right slope toe.
3) The difference of calculation of the method, the CN106649970B method, the standard increment hyperbolic method and the standard index curve method is mainly reflected in that the actually measured data only has the prepressing period of 1-2 months (the higher the roadbed height is, the larger the difference is);
and when the measured data has a prepressing period of more than 8 months, the basic prediction results tend to be consistent.
The method disclosed by the application can be known that the method disclosed by the application, the CN106649970B method, the normalized increment hyperbolic method and the normalized exponential curve method are essentially all prediction methods by an increment method, namely prediction is only carried out from measured data entering a prepressing period; the CN106649970B method and the method of the application divide incremental settlement (namely, the settlement just entering the pre-pressing period is removed) into two parts: one part is caused by lateral deformation and one part is consolidation settlement.
When the measured data has a pre-pressing period of more than 8 months, the lateral deformation is basically completed (namely, the soil body is basically not extruded towards two sides any more), at the moment, only consolidation settlement is performed (namely, when prediction is performed, the selected measured data is more than 8 months, and the previous elimination is not used), and no matter which method is adopted, the prediction results are basically the same (the difference is not large).
However, in practical engineering, the construction unit needs to determine when to unload the concrete at the time of 1 month in the pre-pressing period, and the construction unit also needs to know the height of the pre-throwing height at the time of 1 month in the pre-pressing period. Therefore, it is important to estimate the settlement based on the pre-compaction period of 1 month (data in a short time).
Drawings
The invention will be further described in detail with reference to examples of embodiments shown in the drawings to which, however, the invention is not restricted.
Fig. 1 is a time curve of the lateral displacement area on the left side of a certain engineering AK0+180 in the background art.
FIG. 2 is a schematic view of the present inclinometer retraction.
Fig. 3 is a schematic diagram of a sedimentation prediction system based on monitored process data according to the present application.
Detailed Description
In the first embodiment, the present application is improved on the basis of CN 106649970B.
A soft soil roadbed settlement prediction method considering lateral deformation comprises the following steps:
step one, after the construction of a plastic plate or a bagged sand well is completed, burying the following monitoring equipment:
embedding a settlement plate at the middle side of a roadbed, embedding inclinometer pipes at two sides of a slope toe of the roadbed, and embedding layered settlement rings at two sides of the slope toe of the roadbed;
secondly, measuring the elevations (leveling instrument measurement), the inclinometer (inclinometer measurement) and the depths of the layered settlement rings (settlement instrument measurement) of the settlement plate according to the relevant specifications or design requirements, wherein the measuring frequency is carried out according to the relevant specifications or design requirements;
setting the time of entering the pre-pressing period as 0;
obtaining a time sequence after entering the pre-compression period (0, t1, t2 … … t)N) The lower roadbed has a side sinking sequence of (S)Middle 0，SMiddle t1，SMiddle t2，……SMiddle tN)；
Obtaining a time sequence after entering the pre-compression period (0, t1, t2 … … t)N) The sequence of the area of the bulge measured by the inclinometer pipe on the left side of the slope toe of the lower roadbed is (C)Left t0，CLeft t1，CLeft t2，……CLeft tN)；
Obtaining a time sequence after entering the pre-compression period (0, t1, t2 … … t)N) The sequence of the area of the bulge measured by the inclinometer pipe on the right side of the slope toe of the lower roadbed is (C)Right t0，CRight t1，CRight t2，……CRight tN)；
The method for calculating the deformation area of the lateral drum belly based on the inclinometer data comprises the following steps:
thirdly, calculating the deformation rule of subgrade center settlement by adopting an incremental method:
step 3.1, fitting a deformation rule of a settlement increment caused by the incremental laterally deformed soil body after entering the pre-pressing period;
3.1.1, firstly, calculating the settlement increment caused by the incremental laterally deformed soil body after entering the pre-compaction period based on the measured data, namely, in the time sequence (0, t1, t2 … … t)N) Sequence of incremental settlement caused by incremental laterally deformed soil mass (0, S)Side t1，SSide t2……SSide tN)；
3.1.2, then based on the above data, fitting:
the above equation may be changed as:
time series (0, t1, t2 … … t)N) And the settlement increment sequence (0, S) caused by the incremental lateral deformation soil bodySide t1，SSide t2……SSide tN) Substituting the linear fitting of the formula into the formula to obtain: a is1,b1；
3.2, fitting a deformation rule of the sedimentation amount caused by consolidation drainage deformation;
3.2.1, actually measured data processing:
solving the time series (0, t1, t2 … … t)N) Consolidation drainage incremental deformation sequence (0, S) underDrainage t1，SDrainage t2……SDrainage tN) The consolidation drainage incremental deformation is calculated as follows:
3.2.2, then based on the above data, fitting:
the above equation may be changed as:
time series (0, t1, t2 … … t)N) Consolidation drainage incremental deformation sequence (0, S)Drainage t1，SDrainage t2……SDrainage tN) Substituting the linear fitting of the formula into the linear fitting of the formula to obtain parameters: a is2，b2；
3.3 prediction of the settlement of the road base center:
the settlement value of the roadbed at any moment can be predicted by adopting the formula.
Based on the above formula, the final value of subgrade settlement is:
and 3.1.1, calculating and solving based on measured data: incremental precipitation sequence (0, S) caused by incremental lateral deformation of the soil massSide t1，SSide t2……SSide tN) Is the core point of the present application.
The method of the application is as follows: incremental settlement increase S caused by incremental lateral deformation of soil bodySide tSolving as follows;
by the formula:
or
wherein D isLeft t、DRight tRespectively representing the areas of the lateral deformation increment of the left side and the right side of the roadbed at the time t after the pre-compaction period; b represents the distance between two lameness feet on the cross section of the roadbed;
wherein D isLeft t、DRight tThe solving method of (2) is as follows:
wherein, CLeft increase t，CRight increase tThe calculation is as follows:
Cleft increase t、CRight increase tThe incremental deformation area of the lateral drum belly at the t moment of entering the pre-pressing period is obtained based on the data measured by the inclinometer pipe (namely, the incremental deformation volume of the lateral drum belly at the t moment of entering the pre-pressing period is obtained based on the data measured by the inclinometer pipe in each linear meter); and CLeft increasing water t、CRight increasing water tIs the length per meter of the inclinometer pipes on the left side and the right side of the roadbedThe incremental displacement volume of the soil in the lateral bulge area;
the above is to solve the problems mentioned in the background art.
As shown in fig. 2, the explanation for the case of fig. 1 is as follows: the time t1 is earlier than the time t2, and the area of the bulge obtained by the inclinometer at the time t1 is larger than that of the bulge obtained by the inclinometer at the time t 2; this means that the soil mass is not only not squeezed outwards, but also squeezed inwards, which is a confusing situation. No matter in-situ test or numerical simulation, under the action of the load, the soil body must be extruded towards two sides, and along with the time, the extruded soil body cannot be extruded back, and then the soil body below the load is lifted.
However, in practical engineering the above-mentioned impossible situation does arise (situation of fig. 1): the reason for this is that: the soil body (that is, the belly is crowded) that produces lateral deformation that the deviational survey pipe measured can make the deviational survey pipe to retract because of the drainage, has caused: the extruded soil body contracts.
In other words, the inclinometer tube will not retract, provided that the laterally bulging soil does not drain.
Therefore, the error of CN106649970B (or neglecting a large effect) is that: it is wrong to consider the area of the upset stomach measured by the inclinometer as lateral deformation directly, if according to this method it is found that: the conclusion that the settlement caused by lateral deformation is gradually reduced leads to a smaller calculated total settlement and a smaller residual settlement.
The improvement of the present application is therefore that in calculating the lateral deformation induced settlement, it must be taken into account that the inclinometer measurement results are not equivalent to the true lateral deformation soil mass size.
How to estimate the real size of the soil body with lateral deformation (mainly how to estimate the drainage size of the soil body with lateral deformation) becomes a problem to be solved urgently.
The first method is that a settlement plate is also buried at the burying part of the inclinometer pipes at two sides, and the settlement of the slope toe is monitored; obtaining a time sequence after entering the pre-compression period (0, t1, t2 … … t)N) The left side of the roadbed has a slope toe settlement of (S)Left foot 0，SLeft foot t1，SLeft foot t2，……SLeft foot tN) (ii) a Correspondingly, the right side toe of the subgrade is settled to (S)Right foot 0，SRight foot t1，SRight foot t2，……SRight foot tN)；
The drainage of the laterally deformed soil body is embodied in two aspects: firstly, the laterally deformed soil body is settled, and secondly, the laterally bulging belly is retracted.
And for more accurate calculation of CLeft increasing water tA process-based calculation method is used.
Wherein, left retraction C occurs from ti-1 to tiLeft retraction ti-1-tiThe calculation is as follows:
if CLeft ti-1＞CLeft tiThen, CLeft retraction ti-1-ti＝CLeft ti-1-CLeft ti；
If CLeft ti-1≤CLeft tiThen, CLeft retraction ti-1-ti＝0。
Wherein, the right side retraction C occurred from ti-1 to tiRight retraction ti-1-tiThe calculation is as follows:
if CRight ti-1＞CRight tiThen, CRight retraction ti-1-ti＝CRight ti-1-CRight ti；
If CRight ti-1≤CRight tiThen, CRight retraction ti-1-ti＝0。
And for more accurate calculation of CRight increasing water tA process-based calculation method is used.
Wherein, left retraction C occurs from ti-1 to tiLeft retraction ti-1-tiThe calculation is as follows:
if CLeft ti-1＞CLeft tiThen, CLeft retraction ti-1-ti＝CLeft ti-1-CLeft ti；
If CLeft ti-1≤CLeft tiThen, CLeft retraction ti-1-ti＝0。
Wherein, the right side retraction C occurred from ti-1 to tiRight retraction ti-1-tiThe calculation is as follows:
if CRight ti-1＞CRight tiThen, CRight retraction ti-1-ti＝CRight ti-1-CRight ti；
If CRight ti-1≤CRight tiThen, CRight retraction ti-1-ti＝0。
The second method is to embed a layered settlement gauge at the left and right toe of the slope, and then to obtain the time sequence (0, t1, t2 … … t) after entering the pre-compression periodN) The compression amount of each layer of soil body;
at this time, CLeft increasing water tThe calculation method of (c) is as follows:
the method comprises the following steps: bury the layering settlement appearance underground, divide into the soil body m layer, wherein under the left side slope foot: t thiThe compressed drainage volume of the jth layer of soil at the moment is as follows:
Sj left compression tiAnd (3) representing the compression amount of the j-th layer soil body at the moment ti of the left slope toe.
The second method has the significance that the compression degrees of different layers of soil bodies (the compression degrees are part of drainage) are different, so that the arrangement of adopting layered settlement to analyze different soil bodies is beneficial to more accurate calculation.
Specifically, it is to be noted that: the difference of calculation of the method, the CN106649970B method, the standard increment hyperbolic method and the standard index curve method is mainly reflected in that the actually measured data only has the prepressing period of 1-2 months (the higher the roadbed height is, the larger the difference is); and when the measured data has a prepressing period of more than 8 months, the basic prediction results tend to be consistent.
The method disclosed by the application can be known that the method disclosed by the application, the CN106649970B method, the normalized increment hyperbolic method and the normalized exponential curve method are essentially all prediction methods by an increment method, namely prediction is only carried out from measured data entering a prepressing period; the CN106649970B method and the method of the application divide incremental settlement (namely, the settlement just entering the pre-pressing period is removed) into two parts: one part is caused by lateral deformation and one part is consolidation settlement.
When the measured data has a pre-pressing period of more than 8 months, the lateral deformation is basically completed (namely, the soil body is basically not extruded towards two sides any more), at the moment, only consolidation settlement is performed (namely, when prediction is performed, the selected measured data is more than 8 months, and the previous elimination is not used), and no matter which method is adopted, the prediction results are basically the same (the difference is not large).
However, in practical engineering, the construction unit needs to determine when to unload the concrete at the time of 1 month in the pre-pressing period, and the construction unit also needs to know the height of the pre-throwing height at the time of 1 month in the pre-pressing period. Therefore, it is important to estimate the settlement based on the pre-compaction period of 1 month (data in a short time).
The method is used for the construction of a certain level of highway subgrade, only the result of 1 month in the pre-pressing period is adopted for predicting 7 different settlement observation points, and the settlement results after the pre-pressing period of 3 years are respectively obtained by adopting a hyperbolic curve method, an exponential curve method, an Asaoka method and the method of the invention as shown in the following table:
example two: a subsidence prediction system based on process data, comprising: the device comprises a data acquisition module, a lateral displacement calculation module, a settlement prediction module and a display module;
the data acquisition module is used for acquiring the settlement of the middle side of the roadbed, the settlement of the left side slope toe and the right side slope toe or the inclination measurement data of the left side slope toe and the right side slope toe;
a lateral displacement calculation module, comprising: the device comprises a lateral drum belly incremental deformation calculation module and a lateral drum belly area incremental drainage calculation module, wherein the lateral drum belly incremental deformation calculation module is used for calculating the lateral drum belly incremental deformation and the lateral drum belly area incremental drainage;
the settlement prediction module is used for measuring and calculating according to the data of the data acquisition module and the lateral displacement calculation module; the settlement amount prediction is predicted by adopting an increment method, namely the settlement increment of the settlement amount after the pre-pressing period is reduced by selecting the settlement increment of the settlement amount just entering the pre-pressing period, and the settlement increment is divided into two parts: and respectively calculating the settlement increment and the consolidation settlement increment caused by the lateral displacement by adopting mathematical model fitting, and then adding to obtain a predicted settlement result.
And the display module is used for drawing a relation curve of subgrade center settlement-time according to the result calculated by the settlement prediction module.
The specific mathematical model may be a hyperbola as in the first embodiment, or may be other methods such as an exponential method and a three-point method.
In a third embodiment, a storage medium stores a program for executing the method of the first embodiment and/or a program for executing the system of the second embodiment.
The above-mentioned embodiments are only for convenience of description, and are not intended to limit the present invention in any way, and those skilled in the art will understand that the technical features of the present invention can be modified or changed by other equivalent embodiments without departing from the scope of the present invention.
Claims (8)
1. A soft soil roadbed settlement prediction method based on monitoring process data is characterized by comprising the following steps:
firstly, burying monitoring equipment;
and secondly, setting the time of entering the pre-pressing period as 0, and obtaining the following data through monitoring equipment:
time series after entering Pre-compression period (0, t1, t2 … … t)N) The corresponding subgrade middle side settlement value is (S)Middle 0，SMiddle t1，SMiddle t2，……SMiddle tN)；
Time series after entering Pre-compression period (0, t1, t2 … … t)N) The area of the bulge measured by the corresponding slope toe left inclinometer under the lower roadbed is (C)Left t0，CLeft t1，CLeft t2，……CLeft tN)；
Time series after entering Pre-compression period (0, t1, t2 … … t)N) The area of the bulge measured by the corresponding slope toe right inclinometer pipe at the lower part is (C)Right t0，CRight t1，CRight t2，……CRight tN)；
Time series after entering Pre-compression period (0, t1, t2 … … t)N) The corresponding subgrade left side toe settlement below is (S)Left foot 0，SLeft foot t1，SLeft foot t2，……SLeft foot tN) (ii) a The corresponding right slope toe of the roadbed is settled to (S)Right foot 0，SRight foot t1，SRight foot t2，……SRight foot tN)；
Thirdly, calculating the deformation rule of subgrade center settlement by adopting an incremental method:
step 3.1, fitting a deformation rule of a settlement increment caused by the incremental laterally deformed soil body after entering the pre-pressing period;
3.2, fitting a deformation rule of the sedimentation amount caused by incremental consolidation drainage deformation after entering the pre-pressing period;
a fourth step based on the following formula:
settlement in roadbed center is SMiddle 0+ the settlement increment caused by the incremental laterally deformed soil body after entering the pre-pressing period + the settlement amount caused by the incremental consolidation drainage deformation after entering the pre-pressing period; the settlement of the roadbed center at any moment after entering the pre-pressing period can be obtained;
wherein the content of the first and second substances,
incremental settlement increase S caused by incremental lateral deformation of soil bodySide tSolving as follows;
by the formula:
or
Wherein D isLeft t、DRight tRespectively representing the areas of the lateral deformation increment of the left side and the right side of the roadbed at the time t after the pre-compaction period; b represents the distance between two lameness feet on the cross section of the roadbed;
wherein D isLeft t、DRight tThe solving method of (2) is as follows:
wherein, CLeft increase t、CRight increase tObtaining the incremental deformation area of the lateral drum belly at the t moment of entering the pre-pressing period based on the measured data of the inclinometer pipe CLeft increase t，CRight increase tThe calculation is as follows:
wherein, CLeft increasing water t、CRight increasing water tThe water discharge size of the lateral drum bellies on the left side and the right side is calculated as follows:
wherein h isInclination measuring deviceRepresents the height of the inclinometer pipe;
wherein, CLeft retraction ti-1-tiThe calculation is as follows:
if CLeft ti-1＞CLeft tiThen, CLeft retraction ti-1-ti＝CLeft ti-1-CLeft ti；
If CLeft ti-1≤CLeft tiThen, CLeft retraction ti-1-ti＝0；
Wherein, CRight retraction ti-1-tiThe calculation is as follows:
if CRight ti-1＞CRight tiThen, CRight retraction ti-1-ti＝CRight ti-1-CRight ti；
If CRight ti-1≤CRight tiThen, CRight retraction ti-1-ti＝0。
2. A soft soil subgrade settlement predicting method based on monitored process data according to claim 1, characterized in that the first step comprises: after the construction of the plastic plate or the bagged sand well is finished, the following monitoring devices are buried: and (3) burying a settlement plate at the middle side of the roadbed, burying inclinometer pipes at two sides of a slope toe of the roadbed, and burying the settlement plate at two sides of the slope toe of the roadbed.
3. A soft soil subgrade settlement predicting method based on monitored process data according to claim 1, characterized in that the first step comprises: after the construction of the plastic plate or the bagged sand well is finished, the following monitoring devices are buried: and a settlement plate is buried at the middle side of the roadbed, inclinometer pipes are buried at two sides of a slope toe of the roadbed, and layered settlement rings are buried at two sides of the slope toe of the roadbed.
4. A soft soil subgrade settlement prediction method based on monitored process data according to claim 1, characterized in that,
step 3.1, fitting the deformation law of the settlement increment caused by the incremental lateral deformation soil body after entering the pre-compaction period, comprising the following steps of:
3.1.1, firstly calculating the settlement increment caused by the incremental laterally deformed soil body after entering the pre-compaction period, namely in the time sequence (0, t1, t2 … … t)N) The corresponding incremental lateral deformation soil body causes the settlement increment of (0, S)Side t1，SSide t2……SSide tN)；
3.1.2, then based on the above data, fitting:
the above equation may be changed as:
time series (0, t1, t2 … … t)N) And the settlement increment sequence (0, S) caused by the incremental lateral deformation soil bodySide t1，SSide t2……SSide tN) Substituting the linear fitting of the formula into the formula to obtain: a is1,b1。
5. A soft soil subgrade settlement prediction method based on monitored process data according to claim 4, characterized in that,
and 3.2, fitting a deformation rule of the settlement caused by incremental consolidation drainage deformation after entering the pre-pressing period, wherein the deformation rule comprises the following steps:
3.2.1, actually measured data processing:
solving the time series (0, t1, t2 … … t)N) Consolidation drainage incremental deformation sequence (0, S) underDrainage t1，SDrainage t2……SDrainage tN) The consolidation drainage incremental deformation is calculated as follows:
3.2.2, then based on the above data, fitting:
the above equation may be changed as:
time series (0, t1, t2 … … t)N) Consolidation drainage incremental deformation sequence (0, S)Drainage t1，SDrainage t2……SDrainage tN) Substituting the linear fitting of the formula into the linear fitting of the formula to obtain parameters: a is2，b2。
6. A soft soil subgrade settlement prediction method based on monitored process data according to claim 5, characterized in that,
step four, the prediction formula of the settlement amount of the roadbed center is as follows:
the settlement value of the roadbed at any moment can be predicted by adopting the formula.
7. A system for sedimentation prediction based on monitored process data, comprising: the device comprises a data acquisition module, a lateral displacement calculation module, a settlement prediction module and a display module;
the settlement prediction system based on the monitored process data uses the soft soil roadbed settlement prediction method based on the monitored process data as claimed in claim 1;
the data acquisition module is used for acquiring the settlement of the middle side of the roadbed, the settlement of the left side slope toe and the right side slope toe or the inclination measurement data of the left side slope toe and the right side slope toe;
a lateral displacement calculation module, comprising: the device comprises a lateral drum belly incremental deformation calculation module and a lateral drum belly area incremental drainage calculation module, wherein the lateral drum belly incremental deformation calculation module is used for calculating the lateral drum belly incremental deformation and the lateral drum belly area incremental drainage;
the settlement prediction module is used for measuring and calculating according to the data of the data acquisition module and the lateral displacement calculation module; the settlement amount prediction is predicted by adopting an increment method, namely the settlement increment of the settlement amount after the pre-pressing period is reduced by selecting the settlement increment of the settlement amount just entering the pre-pressing period, and the settlement increment is divided into two parts: respectively adopting mathematical model fitting calculation to the settlement increment and consolidation settlement increment caused by lateral displacement, and then adding to obtain a predicted settlement result;
a display module: and drawing a relation curve of subgrade center settlement-time according to the result calculated by the settlement prediction module.
8. A storage medium, characterized in that a program for executing the method according to any one of claims 1 to 6 is stored in the storage medium.
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| CN106503343A (en) * | 2016-11-18 | 2017-03-15 | 重庆三峡学院 | A kind of Ground Settlement method |
| CN106649970A (en) * | 2016-10-31 | 2017-05-10 | 重庆三峡学院 | Highway subgrade settlement prediction system in soft soil area |
| CN109255191A (en) * | 2018-09-20 | 2019-01-22 | 中铁第四勘察设计院集团有限公司 | A method of quantitatively calculating produced settling amount after railway bed piling prepressing |
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| CN106649970A (en) * | 2016-10-31 | 2017-05-10 | 重庆三峡学院 | Highway subgrade settlement prediction system in soft soil area |
| CN106777647A (en) * | 2016-10-31 | 2017-05-31 | 重庆三峡学院 | A kind of Forecasting Methodology of road foundation sedimentation |
| CN106503343A (en) * | 2016-11-18 | 2017-03-15 | 重庆三峡学院 | A kind of Ground Settlement method |
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