CN112395799B - Method for evaluating reasonability of arch dam body design and working state in operation period - Google Patents
Method for evaluating reasonability of arch dam body design and working state in operation period Download PDFInfo
- Publication number
- CN112395799B CN112395799B CN202011384017.3A CN202011384017A CN112395799B CN 112395799 B CN112395799 B CN 112395799B CN 202011384017 A CN202011384017 A CN 202011384017A CN 112395799 B CN112395799 B CN 112395799B
- Authority
- CN
- China
- Prior art keywords
- displacement
- arch
- arch dam
- radial displacement
- dam
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Images
Classifications
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F30/00—Computer-aided design [CAD]
- G06F30/20—Design optimisation, verification or simulation
- G06F30/23—Design optimisation, verification or simulation using finite element methods [FEM] or finite difference methods [FDM]
-
- G—PHYSICS
- G06—COMPUTING; CALCULATING OR COUNTING
- G06F—ELECTRIC DIGITAL DATA PROCESSING
- G06F2119/00—Details relating to the type or aim of the analysis or the optimisation
- G06F2119/14—Force analysis or force optimisation, e.g. static or dynamic forces
Abstract
The invention discloses an evaluation method, particularly discloses an evaluation method for reasonability of arch dam body design and working state in a running period, and belongs to the technical field of hydraulic engineering building safety evaluation processes. The method for evaluating the reasonability of the arch dam body design and the working state in the running period is used for guiding the arch dam body layout design and the working state in the running period. The evaluation method is based on computational analysis results of the arch dam or node displacement results monitored in the operation period, the position of the maximum radial displacement of each elevation dam body is fitted to be a radial displacement central line of the arch dam, and then the rationality of the design of the arch dam body and the working state in the operation period are evaluated by taking the included angle between the radial displacement central line of the arch dam and a plumb line as a quantitative index representing the symmetry of the displacement of the arch dam.
Description
Technical Field
The invention relates to an evaluation method, in particular to an evaluation method for reasonability of arch dam body shape design and working state in an operation period, and belongs to the technical field of hydraulic engineering building safety evaluation processes.
Background
The arch dam has the advantages that the arch dam can fully utilize the strength of dam body materials, a water discharge building can be arranged on the dam body, and the arch dam is a dam type with high economical efficiency. The ideal dam building condition of the arch dam is that the dam foundation geological condition is good, the terrain is symmetrical, and the dam foundation is uniform. However, the actual dam foundation conditions are often highly asymmetric, for example, the topographical conditions of the arch dam of the white crane beach are extremely asymmetric, and the topographical and geological conditions of the first-level arch dam of the brocade are asymmetric, which brings great challenges to the design of the arch dam. During the operation of the arch dam, the dam foundation condition and the dam body structure influence can cause the dam body displacement to present asymmetric distribution, the dam body generates a torsion effect, and the additional stress of the arch dam is increased.
For designing an arch dam under an asymmetric condition, measures such as dam foundation treatment, body shape adjustment and the like are required to reduce the influence of the asymmetric condition as much as possible. For different design schemes, how to evaluate the effectiveness of engineering measures on improving dam body displacement distribution is not a quantitative evaluation method, and the analysis and comparison of the schemes are difficult. Whether the trend of torsional deformation of the arch dam in the operation period is stable or not is very important for evaluating whether the working state of the arch dam is normal or not, but how to quantitatively evaluate the working state of the arch dam is difficult.
Disclosure of Invention
The technical problem to be solved by the invention is as follows: the method is used for evaluating the reasonability of the arch dam body design and the working state in the running period.
The technical scheme adopted for solving the technical problems is as follows: the method is based on calculation and analysis results of the arch dam or node displacement results monitored in the operation period, the position of the maximum radial displacement of each elevation dam body is fitted to a radial displacement center line of the arch dam, and then the included angle between the radial displacement center line of the arch dam and a plumb line is used as a quantitative index for representing the symmetry of the displacement of the arch dam to evaluate the rationality of the design of the arch dam body and the working state of the operation period.
Furthermore, when the calculation analysis result or the operation monitoring displacement result of the arch dam is obtained, the radial displacement of each node in the grid of the arch dam is obtained, and when the radial displacement of each node in the grid of the arch dam is obtained, the radial displacement can be obtained by adopting a monitoring method, an arch beam load sharing method or a finite element method.
The preferred mode of the scheme is that the radial displacement of each node in the arch dam grid is obtained by a monitoring method according to the following steps of firstly selecting the arch crown beam dam section needing to be provided with the vertical lines, the 1/4 arch chord long dam section and other selected corresponding monitoring dam sections, then arranging the vertical lines according to the radial and tangential installation of each measuring point part, and directly measuring the radial displacement delta of each characteristic control elevation of each vertical line i，j And obtaining the radial displacement of the corresponding node in the arch dam grid through the tangential displacement.
Further, when the radial displacement of each node in the arch dam grid is calculated and obtained by adopting the arch beam partial load method, the radial displacement, the tangential displacement and the torsional displacement of each computational grid node are calculated by directly using the arch beam partial load method to calculate the stress and the displacement of the arch dam.
The preferable mode of the scheme is that when the radial displacement of each node in the arch dam grid is obtained through the finite element method, the following rules are followed,
1) Adopts a unified coordinate system, takes the transverse river direction as the X direction, takes the along river direction as the Y direction, takes the plumb line as the Z direction,
2) Calculating the displacement distribution diagram of the nodes, processing the displacement distribution diagram into cross-river displacement, down-river displacement and plumb line displacement,
3) The arch dam body is divided into a plurality of layers of units along the thickness direction of the arch dam, the displacement of each node is processed on the basis of the node on the axis of the arch ring,
4) When the radial displacement of the node is obtained, the radial displacement of each node in the arch dam grid is finally obtained through the conversion calculation of the node displacement according to the radial direction and the tangential direction of the position where the node is located,
5) Respectively obtained according to different types of line types of the arch ring axis, such as a single-center circle, a multi-center circle, a parabola and/or an elliptic line, by the following public calculation,
φ Li ＝arctan(XL i,K /R Li ),
φ Ri ＝arctan(XR i,K /R Ri )，
δL i,K ＝DYL i,K ×cos(|φ Li |)-DXL i,K ×sin(|φ Li |)，
δR i,K ＝DYR i,K ×cos(|φ Ri |)-DXR i,K ×sin(|φ Ri |)，
in the formula, XL i,K ,YL i,K Is any point L on the axis of the left bank arch ring i,K Is determined by the coordinate of (a) in the space,
XR i,K ,YR i,K is any point L on the axis of the right bank arch ring i,K The coordinates of (a) are calculated,
φ Li 、φ Ri are respectively L i,K 、R i,K The radial direction of the arch dam is in an included angle with the center line of the arch dam,
δL i,K 、δR i,K are respectively L i,K 、R i,K Is moved in the radial direction of the rotor,
the displacements in the X and Y directions may be denoted as DXL, respectively i,K ,DYL i,K And DXR i,K ,DYR i,K 。
Furthermore, when the maximum radial displacement of each elevation dam body is obtained through the calculation and analysis result of the arch dam, the maximum radial deformation in the grid nodes is calculated through a comparison method according to the elevation, the maximum radial displacement of each elevation is obtained, and if the calculation grid is divided into 9 layers of grids and 10 layers of nodes in the height direction in the calculation process, the maximum radial displacement of each elevation is delta max i ，i＝1～10。
The preferable mode of the scheme is that after the maximum radial displacement of each elevation is obtained, the coordinate X of the maximum displacement point is extracted i ，i＝1～10；Z i I =1 to 10; wherein the transverse direction is X, and the vertical direction of the lead is Z.
Further, X of each elevation maximum radial displacement point is extracted i ，i＝1～10；Z i And i = 1-10, fitting the radial displacement central line X = aZ + b of the arch dam by adopting a least square method.
Further, the included angle gamma = arctan (a) with the vertical line is calculated according to the parameter a of the radial displacement central line of the fitted arch dam.
The beneficial effects of the invention are: according to the evaluation method, the position of the maximum radial displacement of each elevation dam body is fitted into a radial displacement center line of the arch dam on the basis of the calculation and analysis result of the arch dam or the node displacement result monitored in the operation period, and then the included angle between the radial displacement center line of the arch dam and a plumb line is used as a quantitative index for representing the symmetry of the displacement of the arch dam to evaluate the reasonability of the body shape design of the arch dam and the working state of the operation period. The technical problem that a method for quantitatively evaluating the displacement symmetry of the arch dam is not available in the prior art is solved, the reasonability and the running working state of the arch dam body shape are evaluated by the displacement symmetry evaluation method provided by the application, the operation is relatively simple, the operation is relatively convenient, and the evaluation conclusion is relatively accurate and available.
Drawings
Fig. 1 is a schematic diagram of a parabolic arch ring and an arch dam coordinate system for calculation, which is used for evaluating the reasonability of the arch dam body design and the working state in the operation period.
Detailed Description
In order to solve the technical problems in the prior art, the invention provides the evaluation method for the reasonability of the arch dam body design and the working state in the running period, which can quantitatively reflect the index of the symmetry of the arch dam displacement and is used for guiding the arch dam body layout design and the working state in the running period. The evaluation method is based on computational analysis results of the arch dam or node displacement results monitored in the operation period, the position of the maximum radial displacement of each elevation dam body is fitted to be a radial displacement central line of the arch dam, and then the included angle between the radial displacement central line of the arch dam and a plumb line is used as a quantitative index representing the symmetry of the displacement of the arch dam to evaluate the reasonability of the body shape design of the arch dam and the working state in the operation period. The evaluation method provided by the application is based on the calculation and analysis result of the arch dam or the node displacement result monitored in the operation period, the position of the maximum radial displacement of each elevation dam body is fitted to be the radial displacement central line of the arch dam, and then the included angle between the radial displacement central line of the arch dam and a plumb line is used as a quantitative index representing the symmetry of the displacement of the arch dam to evaluate the reasonability of the body design of the arch dam and the working state of the operation period. The technical problem that a method for quantitatively evaluating the displacement symmetry of the arch dam is not available in the prior art is solved, the reasonability and the running working state of the arch dam body shape are evaluated by the displacement symmetry evaluation method provided by the application, the operation is relatively simple, the operation is relatively convenient, and the evaluation conclusion is relatively accurate and available.
In the above embodiment, in order to perform calculation more conveniently to improve calculation convenience and accuracy and approach reality more, when an arch dam calculation analysis result or an operation monitoring displacement result is obtained, the calculation is realized by obtaining the radial displacement of each node in the arch dam grid, and when the radial displacement of each node in the arch dam grid is obtained, the calculation can be performed by adopting a monitoring method, an arch beam load sharing method or a finite element method. And the radial displacement of each node in the arch dam grid is obtained by a monitoring method according to the following steps of firstly selecting an arch crown beam dam section needing to be provided with a vertical line, a 1/4 arch chord long dam section and other selected corresponding monitoring dam sections, then arranging the vertical lines according to the radial and tangential installation of each measuring point part, and directly measuring the radial displacement delta of each characteristic control elevation of each vertical line i，j And obtaining the radial displacement of the corresponding node in the arch dam grid through the tangential displacement. Specifically, when the radial displacement of each node in the arch dam grid is calculated and obtained by adopting an arch beam partial load method, the radial displacement, the tangential displacement and the torsional displacement of each calculation grid node are calculated by directly using the arch beam partial load method to calculate the stress and the displacement of the arch dam; when the radial displacement of each node in the arch dam grid is obtained through finite element method calculation, the following rules are followed,
1) Adopts a uniform coordinate system, takes the transverse river direction as the X direction, takes the river direction as the Y direction, takes the plumb line as the Z direction,
2) Calculating the displacement distribution diagram of the nodes, processing the displacement distribution diagram into cross river displacement, down river displacement and plumb line displacement,
3) The arch dam body is divided into a plurality of layers of units along the thickness direction of the arch dam, the displacement of each node is processed on the basis of the node on the axis of the arch ring,
4) When the radial displacement of the node is obtained, the radial displacement of each node in the arch dam grid is finally obtained through the conversion calculation of the node displacement according to the radial direction and the tangential direction of the position where the node is located,
5) According to different types of line types of the arch ring with the axis of the single-heart circle, the multi-heart circle, the parabola and/or the elliptic line, the arch ring is obtained by the following public calculation respectively,
φ Li ＝arctan(XL i,K /R Li ),
φ Ri ＝arctan(XR i,K /R Ri )，
δL i,K ＝DYL i,K ×cos(|φ Li |)-DXL i,K ×sin(|φ Li |)，
δR i,K ＝DYR i,K ×cos(|φ Ri |)-DXR i,K ×sin(|φ Ri |)，
in the formula, XL i,K ,YL i,K Is any point L on the axis of the left bank arch ring i,K Is determined by the coordinate of (a) in the space,
XR i,K ,YR i,K is any point L on the axis of the right bank arch ring i,K Is determined by the coordinate of (a) in the space,
φ Li 、φ Ri are respectively L i,K 、R i,K The radial direction of the arch dam is in an included angle with the center line of the arch dam,
δL i,K 、δR i,K are respectively L i,K 、R i,K Is moved in the radial direction of the rotor,
the displacement in the X and Y directions may be denoted as DXL i,K ,DYL i,K And DXR i,K ,DYR i,K . The schematic of the various parameters in coordinates is shown in fig. 1.
The specific calculation is as follows, when the maximum radial displacement of each elevation dam body is obtained through calculation and analysis results of the arch dam, the maximum radial deformation in grid nodes is calculated through a comparison method according to elevations, the maximum radial displacement of each elevation is obtained, and if the calculation grid is divided into 9 layers of grids and 10 layers of nodes in the height direction in the calculation process, the maximum radial displacement of each elevation is delta max i I =1 to 10. After obtaining the maximum radial displacement of each elevation, extracting the coordinate X of the maximum displacement point i ，i＝1～10；Z i I =1 to 10; wherein the cross river direction is X,the lead is vertical Z. Extracting X of each elevation maximum radial displacement point i ，i＝1～10；Z i And i = 1-10, fitting the radial displacement central line X = aZ + b of the arch dam by adopting a least square method. And calculating an included angle gamma = arctan (a) between the center line and the vertical line according to the parameter a of the fitted arch dam radial displacement center line. The schematic of the various parameters in coordinates is shown in fig. 1.
In summary, the evaluation method provided by the application has the following advantages,
the evaluation method provides a quantitative evaluation index capable of macroscopically reflecting the symmetry of the displacement of the arch dam, namely the included angle between the maximum displacement center line and the plumb line, and the advantages and disadvantages of design schemes can be quantitatively analyzed and compared through comparison of the included angles among different schemes. For the arch dam in the operation period, the included angle of the corresponding time point can be respectively calculated through the displacement fields of the arch dam measured at different times, and whether the torsion trend of the arch dam is stable or not can be analyzed and evaluated through the process line of the change of the included angle along with the time.
DETAILED DESCRIPTION OF EMBODIMENT (S) OF INVENTION
The technical scheme for solving the technical problem is as follows: according to the computational analysis result or the monitored displacement result of the arch dam, the position of the maximum radial displacement of each elevation dam body is fitted to be a radial displacement central line of the arch dam, and an included angle between the central line and a plumb line is used as a quantitative index for representing the displacement symmetry of the arch dam and is used for evaluating the reasonability of the design of the arch dam body and the working state in the operation period. The concrete description is as follows.
(1) Calculating radial displacement of nodes
The method for acquiring the radial displacement of the nodes in the grid comprises three modes, namely a monitoring method, calculation of an arched beam load sharing method and calculation of a finite element method.
1) Monitoring method
The most common method for monitoring the displacement of the arch dam is a vertical line method, and a vertical line is arranged in an arch crown beam dam section, a 1/4 arch chord length dam section and other selected monitoring dam sections. When the vertical lines are installed, the vertical lines are installed according to the radial direction and the tangential direction of each measuring point position, so that each vertical line can directly measure the radial displacement delta of each characteristic control elevation i，j And tangential displacement.
2) Calculation of arch beam load sharing method
After arch dam stress and displacement are calculated by an arch beam partial load method, the calculation results comprise radial displacement, tangential displacement and torsional displacement of each calculation grid node, and the radial displacement delta of each node can be obtained without conversion i，j 。
3) Finite element method calculation
When the finite element method is used for calculation, all nodes in a calculation model adopt a unified coordinate system, generally, the transverse river direction is the X direction, the along river direction is the Y direction, and the plumb line is the Z direction. And calculating the displacement distribution diagram of the node, and generally processing the displacement distribution diagram into cross-river displacement, along-river displacement and vertical line displacement. In order to obtain the radial displacement of the node, conversion calculation is required to be carried out according to the radial direction and the tangential direction of the position of the node displacement.
During finite element calculation, the arch dam is divided into a plurality of layers of units in the thickness direction, wherein displacement of nodes on the arch ring axis can represent deformation conditions of the arch dam most, and therefore subsequent processing is conducted on the nodes on the arch ring axis.
The arch ring axis has various line types, such as single center circle, multi-center circle, parabola, elliptic line, etc., wherein the parabola type is most commonly used, so the conversion calculation process is described by taking the parabola as an example, and other line types can be similarly derived.
Arch dam certain elevation Z i The arch ring axis of the arch ring is a parabola which is divided into a left half arch and a right half arch, and the curvature radiuses of the parabola at the arch crowns are respectively R Li And R Ri The radius of curvature is an arbitrary point L on the axis i,K (XL i,K ,YL i,K ) Or R i,K (XR i,K ,YR i,K ) The radial included angle phi between the radial direction of the arch dam and the center line of the arch dam Li ＝arctan(XL i,K /R Li ),φ Ri ＝arctan(XR i,K /R Ri ). Point L i,K And a point R i,K The displacement in the X and Y directions can be represented as DXL i,K ,DYL i,K And DXR i,K ,DYR i,K . Point L i,K Radial displacement δ L of i,K ＝DYL i,K ×cos(|φ Li |)-DXL i,K ×sin(|φ Li |) point R i,K Radial displacement δ R of i,K ＝DYR i,K ×cos(|φ Ri |)-DXR i,K ×sin(|φ Ri |)。
(2) Extracting maximum radial displacement of each elevation of arch dam
And calculating and analyzing results of the arch dam, calculating the maximum radial deformation in the grid nodes by using a comparison method according to the elevations, and obtaining the maximum radial displacement of each elevation. If the calculation grid is divided into 9 layers of grid nodes and 10 layers of grid nodes in the height direction, the maximum radial displacement of each elevation is delta max i ，i＝1～10。
(3) Extracting coordinate points of maximum radial displacement of each elevation
Comparing the maximum radial displacement of each elevation in the step (1), and extracting the coordinate X of the maximum displacement point i ，i＝1～10；Z i I =1 to 10. Wherein the transverse direction is X, and the vertical direction of the lead is Z.
(4) Fitting the maximum displacement points of each elevation as the radial displacement central line of the arch dam
For X extracted in (2) i ，i＝1～10；Z i And i = 1-10, fitting the straight line X = aZ + b by adopting a least square method, and obtaining the radial displacement central line of the arch dam.
(5) Calculating the included angle between the radial displacement central line of the arch dam and the plumb line
And calculating an included angle gamma = arctan (a) between the fitted straight line and the plumb line according to the parameter a of the fitted straight line.
Example one
The application of the invention is further explained below in connection with the computational analysis result of a certain project:
in a certain ultra-high arch dam project, for a certain body shape and a dam foundation treatment design scheme, an arch beam load sharing method is adopted to calculate dam body stress and displacement, and 10 layers of nodes are divided.
(1) Extracting maximum radial displacement of each elevation of arch dam
The radial displacement of each computing node is shown in table 1, and the radial displacement is positive from upstream and negative from downstream. According to table 1, the maximum radial displacement of each layer node can be obtained by using a comparison method as table 2.
TABLE 1 calculation of radial Displacement (cm) of a node
TABLE 2 maximum radial Displacement (cm) of the nodes of the layers
| |
Layer 2 | Layer 3 | Layer 4 | Layer 5 | Layer 6 | Layer 7 | Layer 8 | Layer 9 | Layer 10 |
| -6.82 | -7.16 | -8.02 | -8.51 | -8.43 | -8 | -6.96 | -5.35 | -3.77 | -2.65 |
(2) Extracting coordinate points of maximum radial displacement of each elevation
The X-direction coordinates of the grid nodes are calculated and shown in a table 3, the Z-direction coordinates are shown in a table 4, and the coordinates of the maximum radial displacement point are shown in a table 5.
TABLE 3X-coordinate (m) of computational grid node
| |
Layer 2 | Layer 3 | Layer 4 | Layer 5 | Layer 6 | Layer 7 | Layer 8 | Layer 9 | Layer 10 |
| -247.4 | |||||||||
| -242.86 | -241.75 | ||||||||
| -229.9 | -229.06 | -226.31 | |||||||
| -213.91 | -213.39 | -211.49 | -208.83 | ||||||
| -190.66 | -190.55 | -189.76 | -188.2 | -185.17 | |||||
| -158.5 | -158.84 | -159.32 | -159.07 | -157.53 | -153.95 | ||||
| -122.19 | -122.84 | -124.24 | -125.04 | -124.84 | -123.1 | -119.2 | |||
| -87.07 | -87.78 | -89.47 | -90.72 | -91.29 | -90.84 | -88.98 | -85.88 | ||
| -59.11 | -59.7 | -61.15 | -62.33 | -63.06 | -63.17 | -62.43 | -60.82 | -59.13 | |
| -28.27 | -28.59 | -29.4 | -30.08 | -30.56 | -30.78 | -30.64 | -30.1 | -29.41 | -28.83 |
| 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 | 0 |
| 14.67 | 14.86 | 15.34 | 15.75 | 16.04 | 16.19 | 16.15 | 15.88 | 15.51 | 15.16 |
| 79.28 | 79.95 | 81.46 | 82.62 | 83.36 | 83.54 | 82.97 | 81.14 | 78.97 | |
| 105.45 | 106.03 | 107.15 | 107.89 | 108.24 | 108.02 | 107.04 | 104.36 | ||
| 132.66 | 132.94 | 133.15 | 133.03 | 132.67 | 131.87 | 130.36 | |||
| 144.94 | 145.03 | 144.67 | 144.06 | 143.3 | 142.18 | ||||
| 157.38 | 157.25 | 156.24 | 155.05 | 153.86 | |||||
| 170.43 | 170.02 | 168.24 | 166.41 | ||||||
| 190.59 | 189.7 | 186.6 | |||||||
| 220.25 | 218.55 | ||||||||
| 235.41 |
TABLE 4Z-coordinate (m) of each layer node
| |
Layer 2 | Layer 3 | Layer 4 | Layer 5 | Layer 6 | Layer 7 | Layer 8 | Layer 9 | Layer 10 |
| 1885 | 1870 | 1830 | 1790 | 1750 | 1710 | 1670 | 1630 | 1600 | 1580 |
TABLE 5 coordinates (m) of maximum radial displacement points for each layer
| |
1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 |
| X(m) | -59.11 | -59.7 | -61.15 | -30.08 | 0 | 0 | 16.15 | 15.88 | 15.51 | 15.16 |
| Z(m) | 1885 | 1870 | 1830 | 1790 | 1750 | 1710 | 1670 | 1630 | 1600 | 1580 |
(3) Fitting the maximum displacement points of each elevation as the radial displacement center line of the arch dam
And fitting by using Z as an independent variable and X as a dependent variable by using a least square method to obtain a fitted linear equation of X = -0.28889 xZ +485.46, namely a =0.28889.
(4) Calculating the included angle between the radial displacement central line of the arch dam and the plumb line
a =0.28889, and the included angle gamma of the radial displacement central line of the arch dam and the plumb line = arctan (-0.28889) = -16.11 deg.
Claims (9)
1. A method for evaluating the reasonability of the design of an arch dam body and the working state in the operation period is characterized by comprising the following steps: the evaluation method is based on computational analysis results of the arch dam or node displacement data monitored in the operation period, the position of the maximum radial displacement of each elevation dam body is fitted to be a radial displacement central line of the arch dam, and then the rationality of the design of the arch dam body and the working state in the operation period are evaluated by taking the included angle between the radial displacement central line of the arch dam and a plumb line as a quantitative index representing the symmetry of the displacement of the arch dam.
2. A method for assessing the rationality of an arch dam body design and its operational condition during operation according to claim 1, wherein: when acquiring the computational analysis result or the operation monitoring displacement result of the arch dam, the method is realized by acquiring the radial displacement of each node in the arch dam grid, and when acquiring the radial displacement of each node in the arch dam grid, the method can be obtained by adopting a monitoring method, an arch beam partial load method or a finite element method.
3. The method for evaluating the reasonableness of design of arch dam bodies and the working state during the operation according to claim 2, which is characterized in that: the method comprises the following steps of firstly selecting the arch crown beam dam section needing to be provided with the vertical line, the 1/4 arch chord long dam section and other selected corresponding monitoring dam sections, then arranging the vertical lines according to the radial and tangential installation of each measuring point part, and directly measuring the radial displacement delta of each characteristic control elevation of each vertical line i，j And obtaining the radial displacement of the corresponding node in the arch dam grid through the tangential displacement.
4. A method for assessing the rationality of an arch dam body design and its operational condition during operation according to claim 2, wherein: when the radial displacement of each node in the arch dam grid is obtained through calculation by adopting an arch beam partial load method, the radial displacement, the tangential displacement and the torsional displacement of each calculation grid node are obtained through calculation of arch dam stress and displacement by directly using the arch beam partial load method.
5. The method for evaluating the reasonableness of design of arch dam bodies and the working state during the operation according to claim 2, which is characterized in that: when the radial displacement of each node in the arch dam grid is obtained through finite element method calculation, the following rules are followed,
1) Adopts a uniform coordinate system, takes the transverse river direction as the X direction, takes the river direction as the Y direction, takes the plumb line as the Z direction,
2) Calculating the displacement distribution diagram of the nodes, processing the displacement distribution diagram into cross-river displacement, down-river displacement and plumb line displacement,
3) The arch dam body is divided into a plurality of layers of units along the thickness direction of the arch dam, the displacement of each node is processed on the basis of the node on the axis of the arch ring,
4) When the radial displacement of the node is obtained, the radial displacement of each node in the arch dam grid is finally obtained through the conversion calculation of the node displacement according to the radial direction and the tangential direction of the position where the node is located,
5) Respectively obtained according to different types of line types of the arch ring axis, such as a single-center circle, a multi-center circle, a parabola and/or an elliptic line, by the following public calculation,
φ Li ＝arctan(XL i,K /R Li ),
φ Ri ＝arctan(XR i,K /R Ri )，
δL i,K ＝DYL i,K ×cos(|φ Li |)-DXL i,K ×sin(|φ Li |)，
δR i,K ＝DYR i,K ×cos(|φ Ri |)-DXR i,K ×sin(|φ Ri |)，
in the formula, XL i,K ,YL i,K Is any point L on the axis of the left bank arch ring i,K Is determined by the coordinate of (a) in the space,
XR i,K ,YR i,K is any point L on the axis of the right bank arch ring i,K Is determined by the coordinate of (a) in the space,
R Li ，R Ri respectively the curvature radius of the left bank arch ring axis and the right bank arch ring axis,
φ Li 、φ Ri are each L i,K 、R i,K The radial direction of the arch dam is in an included angle with the center line of the arch dam,
δL i,K 、δR i,K are respectively L i,K 、R i,K Is moved in the radial direction of the rotor,
the displacements in the X and Y directions may be denoted as DXL, respectively i,K ,DYL i,K And DXR i,K ,DYR i,K 。
6. A method for assessing the rationality of an arch dam body design and its operational condition at run time according to claim 4, wherein: when the maximum radial displacement of each elevation dam body is obtained through calculation and analysis results of the arch dam, the maximum radial deformation in grid nodes is calculated through a comparison method according to elevations, the maximum radial displacement of each elevation is obtained, and when the calculation grids are divided into 9 layers of grids and 10 layers of nodes in the height direction in the calculation process, the maximum radial displacement of each elevation is delta maxi, i = 1-10.
7. According to the rightThe method for evaluating the reasonability of the design of the arch dam body shape and the working state in the operation period according to claim 6, which is characterized by comprising the following steps: after the maximum radial displacement of each elevation is obtained, the coordinate X of the maximum displacement point is extracted i ，i＝1～10；Z i I =1 to 10; wherein the transverse river direction is X, and the vertical direction of the lead is Z.
8. A method for assessing the rationality of an arch dam body design and its operational condition at run time according to claim 7, wherein: extracting X of each elevation maximum radial displacement point i ，i＝1～10；Z i And i = 1-10, and fitting the radial displacement central line X = aZ + b of the arch dam by adopting a least square method.
9. A method for assessing the rationality of an arch dam body design and its operational condition at run time according to claim 8, wherein: and calculating an included angle gamma = arctan (a) between the center line and the vertical line according to the parameter a of the fitted arch dam radial displacement center line.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011384017.3A CN112395799B (en) | 2020-11-30 | 2020-11-30 | Method for evaluating reasonability of arch dam body design and working state in operation period |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202011384017.3A CN112395799B (en) | 2020-11-30 | 2020-11-30 | Method for evaluating reasonability of arch dam body design and working state in operation period |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112395799A CN112395799A (en) | 2021-02-23 |
| CN112395799B true CN112395799B (en) | 2023-03-10 |
Family
ID=74603979
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202011384017.3A Active CN112395799B (en) | 2020-11-30 | 2020-11-30 | Method for evaluating reasonability of arch dam body design and working state in operation period |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112395799B (en) |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112926121B (en) * | 2021-03-12 | 2022-06-14 | 中国电建集团华东勘测设计研究院有限公司 | Discrimination method for judging asymmetry of arch dam structure |
| CN113761636B (en) * | 2021-09-26 | 2023-06-13 | 中国电建集团成都勘测设计研究院有限公司 | Method for designing arch dam body shape |
| CN117114240B (en) * | 2023-09-07 | 2024-03-12 | 长江水利委员会长江科学院 | Safety evaluation method, system, equipment and medium for heightened gravity dam structure |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105631136A (en) * | 2015-12-29 | 2016-06-01 | 中国电建集团贵阳勘测设计研究院有限公司 | Internal force calculation method taking shear deformation of closed frame and rigid joints into consideration |
| CN106996097A (en) * | 2017-05-24 | 2017-08-01 | 中国电建集团成都勘测设计研究院有限公司 | A kind of safe evaluation method of Arch Dam Structure |
| CN106996096A (en) * | 2017-05-24 | 2017-08-01 | 中国电建集团成都勘测设计研究院有限公司 | A kind of analysis and processing method of Arch Dam Structure security |
| CN107663900A (en) * | 2017-04-18 | 2018-02-06 | 清华大学建筑设计研究院有限公司 | A kind of connecting node for closing saddle-shape cable membrane structure and being cooperated with substructure |
| CN107907415A (en) * | 2017-11-29 | 2018-04-13 | 中国电建集团成都勘测设计研究院有限公司 | The test specimen of rock mass Toppling Deformation failure test is induced for discontinuously steep slow crack |
| CN107977536A (en) * | 2017-12-25 | 2018-05-01 | 南京航空航天大学 | A kind of disk overspeed test transfer panel optimum design method |
| CN108060661A (en) * | 2017-12-26 | 2018-05-22 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of arch dam center line drafts method |
| WO2020029410A1 (en) * | 2018-08-06 | 2020-02-13 | 浙江优特轴承有限公司 | Integrated bearing seat capable of accurately detecting operating condition of bearing |
-
2020
- 2020-11-30 CN CN202011384017.3A patent/CN112395799B/en active Active
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105631136A (en) * | 2015-12-29 | 2016-06-01 | 中国电建集团贵阳勘测设计研究院有限公司 | Internal force calculation method taking shear deformation of closed frame and rigid joints into consideration |
| CN107663900A (en) * | 2017-04-18 | 2018-02-06 | 清华大学建筑设计研究院有限公司 | A kind of connecting node for closing saddle-shape cable membrane structure and being cooperated with substructure |
| CN106996097A (en) * | 2017-05-24 | 2017-08-01 | 中国电建集团成都勘测设计研究院有限公司 | A kind of safe evaluation method of Arch Dam Structure |
| CN106996096A (en) * | 2017-05-24 | 2017-08-01 | 中国电建集团成都勘测设计研究院有限公司 | A kind of analysis and processing method of Arch Dam Structure security |
| CN107907415A (en) * | 2017-11-29 | 2018-04-13 | 中国电建集团成都勘测设计研究院有限公司 | The test specimen of rock mass Toppling Deformation failure test is induced for discontinuously steep slow crack |
| CN107977536A (en) * | 2017-12-25 | 2018-05-01 | 南京航空航天大学 | A kind of disk overspeed test transfer panel optimum design method |
| CN108060661A (en) * | 2017-12-26 | 2018-05-22 | 中国电建集团贵阳勘测设计研究院有限公司 | A kind of arch dam center line drafts method |
| WO2020029410A1 (en) * | 2018-08-06 | 2020-02-13 | 浙江优特轴承有限公司 | Integrated bearing seat capable of accurately detecting operating condition of bearing |
Non-Patent Citations (5)
| Title |
|---|
| Full-core analysis for FeCrAl enhanced accident tolerant fuel in boiling water reactors;Feorge,NM 等;《ANNALS OF NUCLEAR ENERGY》;20191031;第486-503页 * |
| 叶巴滩高拱坝抗震安全分析与评价;陈林 等;《地下空间与工程学报》;20181231;第14卷(第6期);第1667-1675页 * |
| 官地电站高应力大跨度洞室群围岩稳定性评价;马行东;《地下空间与工程学报》;20161215;第12卷;第564-570页 * |
| 溪洛渡特高拱坝蓄水初期工作状态评价;张冲等;《水利学报》;20160131;第47卷(第01期);第86-93页 * |
| 隧道洞口段支护结构与边坡相互作用机理研究;黄诗洪;《西部交通科技》;20171130(第11期);第47-51页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112395799A (en) | 2021-02-23 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN112395799B (en) | Method for evaluating reasonability of arch dam body design and working state in operation period | |
| CN105046100B (en) | A kind of embankment slope deformation measurement data analysis method | |
| CN104077440B (en) | A kind of method of determination faying face contact area and rigidity based on surface fitting | |
| CN111209708B (en) | Machine learning-based pile-soil interaction prediction analysis method | |
| CN111046505B (en) | Axial flow pump spoke parameter optimization design method based on response surface model | |
| Lei et al. | Roundness error evaluation algorithm based on polar coordinate transform | |
| CN108871256B (en) | Roundness error evaluation algorithm | |
| CN103047959B (en) | A kind of flat form error detection method based on entropy theory towards Fine Boring | |
| Li et al. | Prediction of the failure point settlement in rockfill dams based on spatial-temporal data and multiple-monitoring-point models | |
| CN114935688B (en) | Electric arc furnace power supply system harmonic evaluation method and system based on power segmentation | |
| CN110162895A (en) | A kind of two stage high energy efficiency ship form optimization design method | |
| CN116956645B (en) | Tooth pitch error and transmission error prediction conversion method of gear transmission device | |
| CN105046203A (en) | Satellite telemeasuring data self-adaptive hierarchical clustering method based on intersection angle DTW distance | |
| CN112734929B (en) | Method for calculating excavation volume of complex earth and rockfill dam earth stock ground based on grid subdivision algorithm | |
| CN1782672A (en) | Method and apparatus for improved fault detection in power generation equipment | |
| CN103273380A (en) | Simulation-model-based online monitoring method for errors in thermal deformation of numerical control machine tool | |
| CN115983137A (en) | Turbine flow field prediction method based on similarity principle and deep learning and related device | |
| JP4013986B1 (en) | Method for measuring bending stress of fixed structure, recording medium, and computer | |
| CN114528741A (en) | Large-span steel structure index change prediction method based on finite element analysis method | |
| CN111797447B (en) | Complex foundation concrete dam pore channel reinforcement method | |
| Zhang et al. | Prediction mathematic model and influencing factors of contact stress of cylindrical gear with arc tooth | |
| CN111578881A (en) | Accurate processing method for monitoring data of vertical line of arch dam | |
| CN112861387A (en) | River channel cross section form identification and cross section area calculation method | |
| CN110728397A (en) | Dam single-measuring-point threshold calculation method based on automatic model matching | |
| CN104634294A (en) | Method for detecting and evaluating geometric error of grooved pulley of curved groove |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |