CN107844650B - Dam abutment safety coefficient calculation method based on full-structure face yielding method - Google Patents
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Abstract
The invention discloses a dam abutment safety coefficient calculation method based on a full-structure surface yield method, which comprises the steps of establishing a finite element model, carrying out initial stress calculation and static response analysis, then obtaining the safety coefficient and the structural surface yield area percentage, drawing a structural surface yield area percentage-safety coefficient curve graph by taking the safety coefficient as an abscissa and the yield area percentage as an ordinate, and further analyzing the stability of a dam abutment of an arch dam.
Description
Technical Field
The invention belongs to the technical field of anti-seismic stability analysis, and particularly relates to a dam abutment safety coefficient calculation method based on a full-structural-surface yield method.
Background
The problem of the stability of the abutment of the arch dam is always the most critical problem in the research of the anti-seismic safety of the arch dam. The common arch dam abutment rock mass stability safety factor has three methods of overload safety factor, strength storage safety factor and comprehensive safety factor. The common overload modes of the overload safety coefficient method are as follows: super water load, super seismic peak acceleration, etc. Many scholars use the method to carry out numerical and model test researches on various arch dams, but one of the effects borne by the overload structure is not consistent with the actual state. Because the actual sliding resistance of the dam abutment rock mass structural surface is possibly lower than the design value, the reduction safety coefficient considering that the resistance of the dam abutment rock mass is reduced in a certain range also has certain practical significance. Chen-Thick-group academicians and the like propose that when the deformation of absolute displacement of key parts of an arch dam system or residual displacement between sliding surfaces has obvious mutation along with earthquake overload multiples or basal rock slip surface shearing resistance index reduction multiples, the overload coefficient or the strength reduction coefficient corresponding to the mutation inflection point is the dam abutment stability safety coefficient. When the safety coefficient is solved, all sliding surfaces of the dam abutment capable of sliding and the dam foundation surface serving as an anti-seismic weak part are processed according to the contact surface with molar coulomb characteristics, so that the method becomes a method for learning and referring to the research value of the anti-seismic stability analysis of the dam abutment, but the method is a difficult point in solving the safety coefficient for seeking the sudden change point.
Disclosure of Invention
The invention aims to provide a dam abutment safety coefficient calculation method based on a full-structure face yielding method, all yielding of a structure face is used as a destabilization standard, a corresponding strength reduction coefficient when the full-structure face yields is used as a dam abutment stability safety coefficient, and the solution method provided by the invention can reflect the damage condition of the structure face more accurately and intuitively, so that the influence of human factors on the safety coefficient value is avoided.
The technical scheme adopted by the invention is that a dam abutment safety coefficient calculation method based on a full-structure face yielding method comprises the following specific steps:
Wherein the step 3 specifically comprises the following steps:
step 3.1, setting boundary conditions during the earthquake-resistant stability analysis of the arch dam;
step 3.2, taking the contact force on the dam abutment rock mass structural face contact boundary, the dam foundation contact face contact force and the contact force on the transverse seam contact boundary which are obtained through calculation in the step 2 as initial conditions;
step 3.3, setting cohesive force and an internal friction angle of the dam abutment rock mass structural face material according to the target geological data;
step 3.4, reducing the cohesive force and the internal friction angle of the structural surface set in the step 3.3, then carrying out arch dam anti-seismic stability analysis and calculation on the reduced cohesive force and the internal friction angle under the boundary condition set in the step 3.1 and the initial condition set in the step 3.2 to obtain the contact state of the structural surface material after reduction under different reduction coefficients, and recording the yield area percentage of the structural surface in the current state; and (3) taking the safety coefficient, which is the reciprocal of the reduction coefficient in the reduction process in the step (3.3), as a horizontal coordinate, taking the yield area percentage as a vertical coordinate, drawing a structural surface yield area percentage-safety coefficient curve graph, and determining the dam abutment stability safety coefficient.
The invention has the advantages that
By utilizing the dam abutment safety coefficient calculation method based on the full-structure face yielding method, the improved dam abutment dynamic stability analysis method is applied to the arch dam abutment dynamic stability safety analysis, the nonlinear characteristic of the dam abutment rock mass structure face is considered, the change of the arch end thrust caused by the nonlinear characteristic on the structural face is reflected, and the anti-seismic working form of the arch dam is reflected more truly.
Drawings
FIG. 1 is a schematic view of an arch dam body and an integral finite element model slider body of the arch dam;
FIG. 2 is a graph of the percentage of maximum yield area of a left bank slider versus a safety factor;
FIG. 3 is a graph of percentage of maximum yield area of right bank sliders versus safety factor.
Detailed Description
The present invention will be described in detail below with reference to the accompanying drawings and specific embodiments.
The invention provides a dam abutment safety coefficient calculation method based on a full-structure face yielding method, which comprises the following specific steps of:
step 3.1, setting boundary conditions during the earthquake-resistant stability analysis of the arch dam:
calculating initial stress on the contact boundary of the dam abutment rock mass structural surface, setting initial opening and initial slippage of the contact boundary of the dam abutment rock mass structural surface, and not calculating tensile strength; setting the initial opening (or initial gap) and friction coefficient of the contact boundary of the transverse seam of the dam body, and not considering the cohesion and tensile strength on the contact surface of the transverse seam; setting the initial gap and the initial slippage of the dam foundation contact surface, and not counting the tensile strength.
Step 3.2, taking the contact force on the dam abutment rock mass structural face contact boundary, the dam foundation contact face contact force and the contact force on the transverse seam contact boundary which are obtained through calculation in the step 2 as initial conditions;
step 3.3, setting cohesive force and an internal friction angle of the dam abutment rock mass structural face material according to the target geological data;
step 3.4, reducing the cohesive force and the internal friction angle of the structural surface set in the step 3.3, then carrying out arch dam anti-seismic stability analysis and calculation on the reduced cohesive force and the internal friction angle under the boundary condition set in the step 3.1 and the initial condition set in the step 3.2 to obtain the contact state of the structural surface material after reduction under different reduction coefficients, and recording the yield area percentage of the structural surface in the current state; and (3) taking the safety coefficient, which is the reciprocal of the reduction coefficient in the reduction process in the step (3.3), as a horizontal coordinate, taking the yield area percentage as a vertical coordinate, drawing a structural surface yield area percentage-safety coefficient curve graph, and determining the dam abutment stability safety coefficient.
The dam abutment safety coefficient calculation method based on the full-structure face yielding method provided by the invention has the advantages that the damage of the structure face is represented by the contact state of the opening and sliding of the contact point of the structure face, the building base face is also taken as the contact face to be considered, the whole yielding of the structure face is taken as the instability standard, the reciprocal of the corresponding strength reduction coefficient when the full-structure face yields is taken as the dam abutment stability safety coefficient, the solution method can reflect the damage condition of the structure face more accurately and intuitively, and the influence of human factors on the safety coefficient value is avoided.
The dam abutment safety coefficient calculation method based on the full-structure surface yielding method is compared and analyzed with the safety coefficients obtained by the existing quasi-static method and finite element rigid body limit balancing method:
pseudo-static method
When the dam abutment anti-seismic stability safety coefficient is calculated by adopting a pseudo-static method, the arch end thrust and the seismic inertia force borne by the sliding block are assumed to reach the maximum value at the same time, and the change of the seepage pressure in the rock mass during the earthquake is not counted, and the method comprises the following specific steps:
1. and (3) calculating the thrust of the arch end: and respectively calculating the arch end thrust borne by the dam abutment rock mass under static and dynamic working conditions, and superposing according to the most unfavorable results. Wherein, the arch end thrust under the dynamic working condition adopts a vibration mode superposition reaction spectrum method to calculate a result;
2. calculating the seismic inertia force: the seismic inertia force takes the product of the mass of the sliding block body and the horizontal peak acceleration, and the application direction takes the boundary line direction of the side sliding surface and the bottom sliding surface of the sliding block body and points to the downstream;
3. and (4) calculating a safety coefficient: and calculating the anti-seismic safety coefficient of the sliding block body according to a wedge-shaped body safety coefficient formula.
TABLE 1 table of safety coefficient of pseudo-static method
| Position of | Rock mass numbering | Factor of safety |
| Left bank | L | 2.116 |
| Right bank | R | 2.945 |
As shown by table 1: the dam abutment earthquake-resistant stability safety factor calculated by the pseudo-static method is higher than the safety factor of a dam abutment rock mass, but the safety factors of the left bank and the right bank can meet the standard requirement and are both more than 1.20.
Finite element rigid body limit balancing method
The method for analyzing the seismic stability of the dam abutment rock mass by adopting a finite element rigid body limit balancing method comprises the following specific steps:
1. calculating the arch end thrust time course: performing static and dynamic calculation on the arch dam to obtain arch end thrust borne by the dam abutment rock mass under a static working condition and arch end thrust time course under a dynamic working condition, and superposing the arch end thrust time course and the arch end thrust time course in a least beneficial mode to be used as a total arch end thrust time course in the seismic process of the sliding block body;
2. calculating the seismic inertia force: the earthquake inertia force generally takes the product of horizontal and vertical design earthquake peak acceleration and dam abutment rock mass. However, since it is considered that the seismic inertia cannot reach the maximum value at the same time, a coefficient of convergence is usually introduced to combine the seismic inertia forces, and 3 cases considered herein are as follows: (1) transverse direction (X direction) is 0.5, along direction (Y direction) is 1.0, and vertical direction (Z direction) is 1.0; (2) 1.0 in the transverse direction (X direction), 0.5 in the forward direction (Y direction) and 1.0 in the vertical direction (Z direction); (3) the transverse direction (X direction) is 1.0, the forward direction (Y direction) is 1.0, and the vertical direction (Z direction) is 0.5.
3. Calculating the time course safety coefficient: combining the calculated arch end thrust time course with different inertia forces, calculating the safety coefficient of each moment according to a wedge safety coefficient formula, and finally obtaining a time course safety coefficient curve.
TABLE 2 summary table of minimum safety coefficient by finite element rigid body limit balancing method
As shown by table 2: the safety coefficients calculated by using a finite element rigid body limit balance method are summarized, the safety coefficient of the dam body of the right bank is higher, and the anti-seismic stability of the dam body of the left bank is poorer.
Full-structure surface yield analysis method
1. Establishing a model: according to existing topographic and geological data, a Cartesian coordinate system is adopted, the x axis is taken as the axial direction of a dam, and the pointing direction to the left bank is taken as positive; the y axis is taken to be along the river direction, and the pointing upstream is taken as positive; the z-axis is taken to be vertical, with the vertical being positive. And (3) establishing a dam abutment rock mass-foundation-dam body finite element model as shown in figure 1. Dividing the dam body into 4 layers of grids along the thickness direction, dividing the dam body into 13 layers of grids along the height direction, arranging 4 transverse seams in the dam body, and numbering from the left bank to the right bank in sequence; the total calculation model has 43186 nodes and 39343 hexahedron units. The simulation range of the foundation is 1.5 times of the dam height in the left and right bank direction, 2 times of the dam height in the upstream and downstream directions and 1.5 times of the dam height in the depth direction;
2. and (3) performing initial stress calculation on the finite element model: firstly, the dead weight of the dam body is not counted, the dead weight of the foundation and the dam abutment rock mass is calculated, and at the moment, the initial opening degree and the initial slippage of the dam abutment rock mass structural surface are both 0.
And (4) obtaining an earth stress field under the action of the self-weight of the foundation through finite element calculation, and taking the stress on the contact boundary of the dam abutment rock mass structure surface as initial stress.
Considering the stage pouring process of the dam body, and counting the dead weight of the dam body step by step according to the stage pouring process; when the dam body is poured, the reservoir water pressure action and the silt pressure action on the upstream surface of the dam body are counted, taking the working condition of a normal water storage level as an example, the elevation of the upstream water level is 1866.0m, the elevation of the downstream water level is 1750.0m, the elevation of the upstream silt is 1796.0m, the floating volume weight of the silt is 5.0kN/m3, and the internal friction angle is 0 degree; according to the average temperature T of the dam bodymAnd equivalent temperature difference TdAnd (4) counting the temperature load of the dam body.
TABLE 3 dam temperature load meter (Unit:. degree. C.)
Table 3 shows the average temperature T of the dammAnd equivalent temperature difference TdAnd (4) counting the temperature of the dam body.
Calculating initial stress on the contact boundary of the dam abutment rock mass structural surface, setting the initial opening and the initial slippage of the contact boundary of the dam abutment rock mass structural surface to be 0, and not counting tensile strength; setting the initial opening (or initial gap) of the contact boundary of the transverse seam of the dam body to be 0, setting the friction coefficient to be 0.7, and not considering the cohesion and tensile strength on the contact surface of the transverse seam; setting the initial clearance and the initial slippage of the dam foundation contact surface to be 0, and not counting the tensile strength;
3. and performing static contact calculation on the finite element model with the set parameters by using a finite element mixed contact algorithm.
After boundary conditions are set, obtaining contact force on a dam abutment rock mass structural surface contact boundary, contact force on a dam foundation contact surface and contact force on a transverse seam contact boundary through static contact calculation; the contact force is used as an initial condition in the analysis of the anti-seismic stability of the arch dam.
And setting boundary conditions during the earthquake-resistant stability analysis of the arch dam. Setting a viscoelastic artificial boundary on the foundation boundary to consider the influence of foundation radiation damping, inputting transverse (X) and transverse (Y) seismic waves as half of an actual earthquake, and inputting vertical (Z) seismic waves as 1/3, namely X: y: and Z is 0.5: 0.5: 1/3 input; and the hydrodynamic pressure effect is counted in the form of an additional mass.
Taking dam body and foundation stress, contact force on a contact boundary and contact state (opening, closing or sliding) on a contact surface obtained by static force contact calculation as initial conditions of arch dam anti-seismic stability analysis;
4. setting the cohesive force and the internal friction angle of the structural face material of the dam abutment rock mass according to known geological data, obtaining the contact state of the structural face material when the cohesive force and the internal friction angle of the structural face material are not reduced through earthquake-resistant stability analysis and calculation, representing the yield failure of the contact point to the controlled area by the sliding and opening contact state, and recording the yield area percentage (the percentage of the yield area to the contact area) at the moment as A; then, reducing the cohesive force and the internal friction angle of the structural surface (which can be reduced in equal proportion or not), analyzing and calculating the shock resistance stability of the arch dam after reducing the cohesive force and the internal friction angle, obtaining the contact state of the structural surface material after reducing, recording the yield area percentages A1 and A2 … of the structural surface at the moment, and so on, obtaining the yield area percentage An；
Establishing a relationship curve of the maximum yield area percentage of the left bank slide block-the safety coefficient as shown in fig. 2 and a relationship curve of the maximum yield area percentage of the right bank slide block-the safety coefficient as shown in fig. 3, taking the reciprocal (namely the safety coefficient) of the reduction coefficient of the structural surface material as an abscissa, and taking the yield area percentage AnAnd drawing a structural surface yield area percentage-safety coefficient curve graph by taking the ordinate, and taking the safety coefficient when the yield area percentage approaches to 1 as the stable safety coefficient of the dam abutment of the arch dam.
TABLE 4 earthquake-resistant stability safety factor summary table
Table 4 shows that the dam abutment safety coefficient calculation method based on the full-structure face yielding method of the present invention is improved in safety coefficient compared to the pseudo-static method, because the pseudo-static method is caused by superimposing the most unfavorable dynamic arch end thrust on the basis of the static arch end thrust; the arch end thrust force and the seismic inertia force of the quasi-static method are both constant values and cannot reflect the change of the size and the direction of the arch end thrust force and the seismic inertia force along with the time in the seismic process; although the arch end thrust of the rigid body limit balance method adopts a finite element power time-course method calculation result, the change of the size and the direction of the arch end thrust can be preliminarily reflected, the application of the earthquake inertia force takes the meeting coefficient into consideration, and the random effect of the earthquake is partially reflected, but the actual stable safety state of the dam abutment cannot be really reflected under the assumption of the sliding mode of the rigid body limit balance method; the full-structure face yield analysis method considers the nonlinear characteristic of the dam abutment rock mass structure face and reflects the change of arch end thrust caused by the nonlinear characteristic on the structure face, and compared with a quasi-static method and a finite element rigid body limit balance method, the safety coefficient obtained by the improved dam abutment dynamic stability analysis method provided by the full-structure face yield analysis method is reasonable, and the anti-seismic working state of the arch dam is reflected really.
The dam abutment safety factor calculation method based on the full-structure face yielding method disclosed by the invention points out the defects of the displacement inflection point safety factor solution method in the dam abutment dynamic stability analysis, and provides the dam abutment dynamic stability analysis method of full-structure face yielding.
The improved dam abutment dynamic stability analysis method is applied to the target terrain arch dam abutment stable dynamic safety analysis, and compared with the safety coefficient obtained by a quasi-static method and a finite element rigid body limit balancing method, the evaluation method for the full-structure face yield is proved to be capable of truly reflecting the actual working state of the dam abutment, and the stable safety evaluation of the arch dam abutment is more reasonable and effective.
Claims (1)
1. The dam abutment safety coefficient calculation method based on the full-structure face yielding method is characterized by comprising the following specific steps of:
step 1, calculating initial stress: establishing a dam abutment rock mass-foundation-dam body finite element model, and calculating initial stress;
step 2, static response analysis: performing static contact calculation on the finite element model established in the step 1 by using the initial stress obtained by calculation in the step 1 and applying a finite element mixed contact algorithm to obtain contact force on the contact boundary of the structural face of the dam abutment rock mass, contact force of the contact face of the dam abutment and contact force on the contact boundary of the transverse seam;
step 3, introducing the contact force on the dam abutment rock mass structural surface contact boundary, the dam foundation contact surface contact force and the contact force on the transverse seam contact boundary which are obtained through calculation in the step 2 into the arch dam overall anti-seismic stability analysis and the strength reduction method calculation to obtain the structural surface yield area percentage and the safety coefficient; drawing a structural surface yield area percentage-safety coefficient curve graph, and determining the dam abutment stability safety coefficient:
step 3.1, setting boundary conditions during the earthquake-resistant stability analysis of the arch dam;
step 3.2, taking the contact force on the dam abutment rock mass structural face contact boundary, the dam foundation contact face contact force and the contact force on the transverse seam contact boundary which are obtained through calculation in the step 2 as initial conditions;
step 3.3, setting cohesive force and an internal friction angle of the dam abutment rock mass structural face material according to the target geological data;
step 3.4, reducing the cohesive force and the internal friction angle of the structural surface set in the step 3.3, then carrying out arch dam anti-seismic stability analysis and calculation on the reduced cohesive force and the internal friction angle under the boundary condition set in the step 3.1 and the initial condition set in the step 3.2 to obtain the contact state of the structural surface material after reduction under different reduction coefficients, and recording the yield area percentage of the structural surface in the current state; and (3) taking the reciprocal of the reduction coefficient in the reduction process in the step (3.3), namely the safety coefficient as a horizontal coordinate, taking the yield area percentage as a vertical coordinate, drawing a structural surface yield area percentage-safety coefficient curve graph, and determining the dam abutment stability safety coefficient.
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