CN110826286A - Method for calculating range of soil at periphery of diaphragm wall in numerical simulation - Google Patents
Method for calculating range of soil at periphery of diaphragm wall in numerical simulation Download PDFInfo
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- 239000002689 soil Substances 0.000 title claims abstract description 54
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- 238000009412 basement excavation Methods 0.000 claims abstract description 15
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- 239000011435 rock Substances 0.000 claims description 12
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- NTHWMYGWWRZVTN-UHFFFAOYSA-N sodium silicate Chemical compound [Na+].[Na+].[O-][Si]([O-])=O NTHWMYGWWRZVTN-UHFFFAOYSA-N 0.000 claims description 5
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Abstract
The invention relates to the technical field of calculating the range of earth outside a diaphragm wall, in particular to a method for calculating the range of earth outside the diaphragm wall in numerical simulation, which comprises the following steps: step S1: establishing a model of an underground diaphragm wall excavation stage; step S2: simplifying the diaphragm wall into a cylindrical curved surface, selecting a cylindrical curved surface on the diaphragm wall and establishing a curved surface coordinate system on the cylindrical curved surface; step S3: and (4) deducing a differential equation of the bending of the diaphragm wall and an equation of the thickness of the outer soil of the diaphragm wall by using a thin-shell theory. The determination of the range of the soil around the diaphragm wall is obtained by adopting the calculation method, and the method has the characteristics of simple and convenient calculation, high precision and the like, improves the effectiveness, reduces the operation of constructors, has the effectiveness on the later construction, reduces the construction measurement, improves the working efficiency and has wide popularization.
Description
[ technical field ] A method for producing a semiconductor device
The invention relates to the technical field of calculating the range of earth outside a diaphragm wall, in particular to a method for calculating the range of earth outside the diaphragm wall in numerical simulation.
[ background of the invention ]
The diaphragm wall is used as a soil-retaining and seepage-proofing structure in the excavation stage, and has great significance for the safe and smooth excavation construction. In order to accurately calculate each response of the diaphragm wall in the excavation stage, the simulation range of the thickness of the peripheral soil of the diaphragm wall needs to be determined, however, the thickness of the peripheral soil, which is 1-2 times of the radius of the diaphragm wall, is considered in the current common practice. Obviously, this practice is empirical and takes into account only the diaphragm wall radius. Because other parameters cannot be considered, the soil has applicability under specific conditions, so the soil lacks effectiveness and the thickness of the surrounding soil has no wider applicability. According to theoretical calculation and practical engineering experience, the properties of soil bodies outside the diaphragm walls and the height of the diaphragm walls have great influence on the value of peripheral soil. Therefore, the thickness of the earth outside the diaphragm wall is obtained only after the factors are comprehensively considered, and the thickness has greater applicability and reliability.
[ summary of the invention ]
The invention aims to solve the existing problems and provide a method for calculating the range of the soil around the diaphragm wall in numerical simulation, so that the method for determining the range of the soil around the diaphragm wall is effectively and quickly solved, the blind determination method selected according to experience is not needed, the effectiveness is improved, and the operation of constructors is reduced.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows: a method for calculating the range of soil around a diaphragm wall in numerical simulation comprises the following steps:
step S1: the method comprises the steps of establishing a finite element model of a diaphragm wall excavation stage, wherein the finite element model is a groove body, the finite element model comprises a diaphragm wall, a bottom plate, a lining and a filler, the diaphragm wall is a semi-cylindrical body, the bottom of the finite element model is provided with the bottom plate, the inner side of the diaphragm wall is tightly attached to the lining, and the filler is filled in the finite element model.
Step S2: simplifying the diaphragm wall into a cylindrical curved surface, selecting a cylindrical curved surface on the diaphragm wall and establishing a curved surface coordinate system on the cylindrical curved surface; the cylindrical diaphragm wall and the lining are assumed to be elastic bodies and are thin shells; the rock-soil material around the diaphragm wall is assumed to be an ideal elastic-plastic material; the wall body of the diaphragm wall and the wall body contact surface of rock soil are assumed to have no relative displacement; the pressure of the rock soil to the outer side of the diaphragm wall is assumed to be static soil pressure.
Step S3: under the thickness of different outer soil layers, the radial displacement change of the diaphragm wall is less than 95%, and the calculation formula determined by the range of the soil at the periphery of the diaphragm wall is as follows:
in equation 1:
t-is the thickness of soil outside the diaphragm wall, unit: m;
h-is the height of the diaphragm wall, unit: m;
Rd-diaphragm wall radius, unit: m;
wherein p is1、p2、p3、p4、p5Are characteristic numbers, whose values are respectively: p is a radical of1＝-2.69，p1＝-0.038，p3＝-3.33，p4＝-19.5，p5＝-0.007。
Furthermore, the bending differential equation of the axisymmetric cylindrical thin shell is the same as that of the elastic foundation beam in form, the space effect of the cylindrical diaphragm wall is simulated by adopting springs uniformly distributed along the wall body, and the bending differential equation when the diaphragm wall is excavated is obtained according to a calculation method of a shell structure as follows:
in the formula 2-4, E is the modulus of elasticity of the diaphragm wall, z is the depth below the ground or excavation surface, uzFor transverse displacement of diaphragm wall urFor radial displacement of diaphragm wall, uθThe combined displacement of the transverse displacement and the radial displacement of the diaphragm wall, v is the Poisson ratio of the diaphragm wall, R is the radius of the diaphragm wall, q is the total displacement of the diaphragm wall and the radial displacementrIn order to be a normal load,
the shear coefficient of the peripheral soil of the diaphragm wall, theta is the closed angle, h is the thickness of the diaphragm wall, qzIs a radial load, qθIs the resultant load.
Further, in the axial symmetry problem when the influence of gravity is neglected,
the formula 5 is substituted into the formula 6 to be solved,
in the formula 5-6, the compound is represented by,
e is the elastic modulus of the diaphragm wall, v is the Poisson ratio of the diaphragm wall, and I is the unit width section inertia moment of the diaphragm wall; h is the thickness of the diaphragm wall, z is the depth below the ground or excavation surface, R is the radius of the diaphragm wall, urFor radial displacement of diaphragm wall, uzFor transverse displacement of diaphragm wall, qrIs a normal load.
Furthermore, the formula 1 is calculated by adopting different combinations of the radius of the diaphragm wall, the height of the diaphragm wall and the shear coefficient of the soil around the diaphragm wall, wherein the height of the diaphragm wall is 10.0-40.0 m, the radius of the diaphragm wall is 10.0-30.0m, and the shear coefficient of the soil around the diaphragm wall is 10-20 degrees.
Furthermore, the lining is cylindrical rigid concrete, and 5 linings including a 1.0m lining, a 1.5m lining and a 1.5m lining are sequentially arranged on the inner side of the diaphragm wall from top to bottom in the vertical direction.
Further, cement and water glass double-liquid grouting is adopted for the rock 7 m below the bottom of the model.
Furthermore, an arch support is arranged above the model and used for pressing the filling core.
In summary, due to the adoption of the technical scheme, the invention has the beneficial effects that:
the influence of the thickness of the soil at the periphery of the diaphragm wall on the diaphragm wall is mainly embodied in the first main stress and the maximum radial displacement when the diaphragm wall is excavated. And the main factors influencing the main stress and the maximum radial displacement are the height of the diaphragm wall, the radius of the diaphragm wall and the shear coefficient of soil outside the diaphragm wall. Therefore, the method comprehensively considers the height of the diaphragm wall, the radius of the diaphragm wall and the shear coefficient of the soil outside the diaphragm wall to form a determination method of the simulation range of the soil outside the diaphragm wall, establishes a simulation model through actual construction, and basically matches the result calculated by the formula 1 with the result calculated during specific construction through a calculation method of a thin shell theory, so that the method has the advantages of effectiveness on the later construction, reduction of construction measurement, improvement of working efficiency and wide popularization.
Because the inner lining is cylindrical rigid concrete, 1.0m inner lining, 1.5m inner lining and 1.5m inner lining are sequentially arranged on the inner side of the diaphragm wall from top to bottom along the vertical direction, 5 inner linings are counted, the thickness of the inner lining arranged on each layer section of the diaphragm wall is different according to different inner side stresses of the diaphragm wall, and the requirements of stress and rigidity of the inner excavation of the diaphragm wall are met.
As the rock 7 m below the bottom of the model is subjected to cement and water glass double-liquid grouting, the rock 7 m below the covering layer and the limestone surface of the grooving area is reinforced by cement and water glass double-liquid grouting before grooving construction of the diaphragm wall, and a stable cylindrical diaphragm wall is constructed to ensure the stability of the hole wall.
Because the upper part of the model is also provided with an arch support, and the upper part of the arch support is also provided with a force application device in the construction process, the arch support is used as a force transmission carrier, and the purpose is to well assemble the filler core into the groove body.
Drawings
FIG. 1 is a schematic structural diagram of a diaphragm wall according to an embodiment of the present invention;
FIG. 2 is a schematic view of a stress analysis of one side of a diaphragm wall according to an embodiment of the present invention;
FIG. 3 is a graph of numerical comparison between the results of numerical calculations and the results of the present invention in an embodiment of the present invention;
the reference numbers in fig. 1-3 are: 1-diaphragm wall, 2-bottom plate, 3-lining, 4-core, 5-cap beam, 6-arch support.
[ detailed description ] embodiments
The above description is intended to describe in detail the preferred embodiments of the present invention, but the embodiments are not intended to limit the scope of the claims of the present invention, and all equivalent changes and modifications made within the technical spirit of the present invention should fall within the scope of the claims of the present invention.
Examples
As shown in fig. 1-3, a method for calculating the earth range around the diaphragm wall in numerical simulation comprises the following steps:
step S1: establishing a finite element model of an underground diaphragm wall excavation stage, wherein the finite element model is a groove body, the finite element model comprises an underground diaphragm wall 1, a bottom plate 2, a lining 3 and a filler 4, the underground diaphragm wall 1 is a semi-cylinder body, the bottom of the finite element model is provided with the bottom plate 2, the inner side of the underground diaphragm wall 1 is tightly attached to the lining 3, the filler 4 is filled in the finite element model, an arch support 6 is further arranged above the finite element model, and the top of the underground diaphragm wall 1 is provided with a cap beam 5.
Step S2: simplifying the diaphragm wall 1 into a cylindrical curved surface, selecting a cylindrical curved surface on the diaphragm wall 1 and establishing a curved surface coordinate system on the cylindrical curved surface; the cylindrical diaphragm wall 1 and the lining 3 are assumed to be elastic bodies and to be thin shells; the rock and soil materials around the diaphragm wall 1 are assumed to be ideal elastic and plastic materials; the wall body of the diaphragm wall 1 and the wall body contact surface of rock soil have no relative displacement; the pressure of the rock soil to the outer side of the diaphragm wall is assumed to be static soil pressure.
Step S3: under the thickness of different outer soil layers, the radial displacement change of the diaphragm wall is less than 95%, and the calculation formula determined by the range of the soil at the periphery of the diaphragm wall is as follows:
in equation 1:
t-is the thickness of soil outside the diaphragm wall, unit: m;
h-is the height of the diaphragm wall, unit: m;
Rd-diaphragm wall radius, unit: m;
wherein p is1、p2、p3、p4、p5Are characteristic numbers, whose values are respectively: p is a radical of1＝-2.69，p1＝-0.038，p3＝-3.33，p4＝-19.5，p5＝-0.007。
The bending differential equation of the axisymmetric cylindrical thin shell is the same as that of the elastic foundation beam in form, the space effect of the cylindrical diaphragm wall is simulated by adopting springs uniformly distributed along the wall body, and the bending differential equation when the diaphragm wall is excavated is obtained according to a calculation method of a shell structure as follows:
in the formula 2-4, E is the modulus of elasticity of the diaphragm wall, z is the depth below the ground or excavation surface, uzFor transverse displacement of diaphragm wall urFor radial displacement of diaphragm wall, uθIs groundThe combined displacement of the transverse displacement and the radial displacement of the diaphragm wall, v is the Poisson ratio of the diaphragm wall, R is the radius of the diaphragm wall, qr is the normal load,
the shear coefficient of the peripheral soil of the diaphragm wall, theta is the closed angle, h is the thickness of the diaphragm wall, qzIs a radial load, qθIs the resultant load.
When the influence of gravity is neglected in the axial symmetry problem,
the formula 5 is substituted into the formula 6 to be solved,
in the formula 5-6, the compound is represented by,
e is the elastic modulus of the diaphragm wall, v is the Poisson ratio of the diaphragm wall, and I is the unit width section inertia moment of the diaphragm wall; h is the thickness of the diaphragm wall, z is the depth below the ground or excavation surface, R is the radius of the diaphragm wall, urFor radial displacement of diaphragm wall, uzFor transverse displacement of diaphragm wall, qrIs a normal load.
In the embodiment, an arch base is arranged above the model for pressing the filling core, in the formula 1, different combinations of the radius of the diaphragm wall, the height of the diaphragm wall and the shear coefficient of the soil at the periphery of the diaphragm wall are adopted for calculation, the calculation is carried out in the formula 1 respectively, the height of the diaphragm wall is 10.0-40.0 m, the radius of the diaphragm wall is 10.0-30.0m, and the shear coefficient of the soil at the periphery of the diaphragm wall is 10-20 degrees. Before the groove forming construction of the diaphragm wall, the covering layer of the groove forming area and rocks 7 meters below a limestone surface are reinforced by adopting cement and water glass double-liquid grouting so as to ensure the stability of the hole wall. In order to meet the requirements of excavation stress and rigidity in the diaphragm wall, a cylindrical rigid concrete lining is required to be arranged on the inner side of the diaphragm wall. According to the ground even wall atress difference, inside lining thickness sets up along vertical taking segmentation thickening mode, down sets gradually from last: 1.0m liner, 1.5m liner, for a total of 5 liners.
In order to verify the correctness of the method for determining the simulation range of the earth surrounding wall provided by the invention, different radii of the earth surrounding wall, the height of the earth surrounding wall and the shearing coefficient of the earth surrounding wall are selected to be combined and brought into the formula 1, and the result is calculated, so that 7 working conditions are designed in total, as shown in the table 1. And establishing entity finite element models under various working conditions by an entity finite element calculation method, and calculating the thickness of the soil at the periphery of the diaphragm wall under the corresponding working conditions, such as numerical calculation results in a table 1. Meanwhile, the peripheral soil thickness T calculated by the method proposed by the present invention is shown in table 1. The comparative results are shown in table 1 below:
TABLE 1 comparison of the numerical calculation results with the formula calculation results of the present invention
The T pairs obtained by both methods are shown in fig. 3. As can be seen from table 1 and fig. 3: the T and the numerical calculation result obtained by the method are very close, and the correctness of the method provided by the invention is verified.
The above description is intended to describe in detail the preferred embodiments of the present invention, but the embodiments are not intended to limit the scope of the claims of the present invention, and all equivalent changes and modifications made within the technical spirit of the present invention should fall within the scope of the claims of the present invention.
Claims (7)
1. A method for calculating the range of soil around a diaphragm wall in numerical simulation is characterized in that: the method comprises the following steps:
step S1: establishing a finite element model of an underground diaphragm wall in an excavation stage, wherein the finite element model comprises an underground diaphragm wall, a bottom plate, a lining and a filler, the underground diaphragm wall is a semi-cylinder, the bottom of the finite element model is provided with the bottom plate, the inner side of the underground diaphragm wall is tightly attached with the lining, and the filler is filled in the finite element model;
step S2: simplifying the diaphragm wall into a cylindrical curved surface, selecting a cylindrical curved surface on the diaphragm wall and establishing a curved surface coordinate system on the cylindrical curved surface; the cylindrical diaphragm wall and the lining are assumed to be elastic bodies and are thin shells; the rock-soil material around the diaphragm wall is assumed to be an ideal elastic-plastic material; the wall body of the diaphragm wall and the wall body contact surface of rock soil are assumed to have no relative displacement; the pressure of rock soil on the outer side of the diaphragm wall is assumed to be static soil pressure;
step S3: under the thickness of different outer soil layers, the radial displacement change of the diaphragm wall is less than 95%, and the calculation formula determined by the range of the soil at the periphery of the diaphragm wall is as follows:
in equation 1:
t-is the thickness of soil outside the diaphragm wall;
h-is the height of the diaphragm wall;
Rd-is the diaphragm wall radius;
-is the shear coefficient of the soil outside the diaphragm wall;
wherein p is1、p2、p3、p4、p5Are characteristic numbers, whose values are respectively: p is a radical of1＝-2.69，p1＝-0.038，p3＝-3.33，p4＝-19.5，p5＝-0.007。
2. The method for calculating the earth range around the diaphragm wall in the numerical simulation of claim 1, wherein: the bending differential equation of the axisymmetric cylindrical thin shell is the same as that of the elastic foundation beam in form, the space effect of the cylindrical diaphragm wall is simulated by adopting springs uniformly distributed along the wall body, and the bending differential equation when the diaphragm wall is excavated is obtained according to a calculation method of a shell structure as follows:
in the formula 2-4, E is the modulus of elasticity of the diaphragm wall, z is the depth below the ground or excavation surface, uzFor transverse displacement of diaphragm wall urFor radial displacement of diaphragm wall, uθThe combined displacement of the transverse displacement and the radial displacement of the diaphragm wall, v is the Poisson ratio of the diaphragm wall, R is the radius of the diaphragm wall, q is the total displacement of the diaphragm wall and the radial displacementrIn order to be a normal load,
the shear coefficient of the peripheral soil of the diaphragm wall, theta is the closed angle, h is the thickness of the diaphragm wall, qzIs a radial load, qθIs the resultant load.
3. The method for calculating the earth range around the diaphragm wall in the numerical simulation of claim 2, wherein: when the influence of gravity is neglected in the axial symmetry problem,
the formula 5 is substituted into the formula 6 to be solved,
in the formula 5-6, the compound is represented by,
e is the elastic modulus of the diaphragm wall, v is the Poisson ratio of the diaphragm wall, and I is the unit width section inertia moment of the diaphragm wall; h is the thickness of diaphragm wallZ is the depth below the ground or excavation face, R is the radius of the diaphragm wall, urFor radial displacement of diaphragm wall, uzFor transverse displacement of diaphragm wall, qrIs a normal load.
4. The method for calculating the earth range around the diaphragm wall in the numerical simulation of claim 1, wherein: the formula 1 is calculated by adopting different combinations of the radius of the diaphragm wall, the height of the diaphragm wall and the shear coefficient of soil on the periphery of the diaphragm wall, wherein the height of the diaphragm wall is 10.0-40.0 m, the radius of the diaphragm wall is 10.0-30.0m, and the shear coefficient of the soil on the periphery of the diaphragm wall is 10-20 degrees.
5. The method for calculating the earth range around the diaphragm wall in the numerical simulation of claim 1, wherein: the inner lining is cylindrical rigid concrete, and 5 inner linings including a 1.0m inner lining, a 1.5m inner lining and a 1.5m inner lining are sequentially arranged on the inner side of the diaphragm wall from top to bottom in the vertical direction.
6. The method for calculating the earth range around the diaphragm wall in the numerical simulation of claim 1, wherein: and (5) performing double-liquid grouting on the rock 7 m below the bottom of the model by using cement and water glass.
7. The method for calculating the earth range around the diaphragm wall in the numerical simulation of claim 1, wherein: an arch support is also arranged above the model.
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116240936A (en) * | 2023-03-14 | 2023-06-09 | 西南科技大学 | Double-layer wall structure for horizontal loading test of underground diaphragm wall and parameter test method |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104762989A (en) * | 2015-04-07 | 2015-07-08 | 中国建筑第六工程局有限公司 | Method for speeding up diaphragm retaining wall construction at hard rock strata |
| CN110130362A (en) * | 2019-05-22 | 2019-08-16 | 石家庄铁道大学 | Based on the pile-strut bracing structrue screening technique for sacrificing earning rate |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104762989A (en) * | 2015-04-07 | 2015-07-08 | 中国建筑第六工程局有限公司 | Method for speeding up diaphragm retaining wall construction at hard rock strata |
| CN110130362A (en) * | 2019-05-22 | 2019-08-16 | 石家庄铁道大学 | Based on the pile-strut bracing structrue screening technique for sacrificing earning rate |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN116240936A (en) * | 2023-03-14 | 2023-06-09 | 西南科技大学 | Double-layer wall structure for horizontal loading test of underground diaphragm wall and parameter test method |
| CN116240936B (en) * | 2023-03-14 | 2023-10-13 | 西南科技大学 | Double-layer wall structure for horizontal loading test of underground diaphragm wall and parameter test method |
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