CN107844650A - Dam abutment safety coefficient computational methods based on full structural plane surrender method - Google Patents
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Abstract
The invention discloses the dam abutment safety coefficient computational methods based on full structural plane surrender method, establish FEM model, the calculating and STATIC RESPONSE for carrying out primary stress are analyzed, then safety coefficient and structural plane surrender area percentage are drawn, abscissa is used as using safety coefficient, to surrender area percentage as ordinate, surrender area percentage safety coefficient curve map in rendering architecture face, and then analyze the stability of Arch Dam Abutment, method for solving using the full structural plane surrender analysis method of the present invention is more accurate, intuitively reflect the destruction situation of structural plane, avoid influence of the human factor to safety coefficient value, relatively truly reflect the real work condition of dam abutment, stable safety evaluation to Arch Dam Abutment is more reasonable.
Description
Technical field
The invention belongs to aseismic stability analysis technical field, and in particular to the dam abutment safety based on full structural plane surrender method
Coefficient calculation method.
Background technology
The problem of arch dam abutment stability problem is always the most key in the research of arch dam quake-resistant safety.Conventional arch dams
Shoulder Rock Slide Stability safety coefficient has three kinds of overload safety factor, safety factor of strength reserve and global factor of safety method.Overload peace
The conventional overloading methods of overall coefficient method have：Super water ballast(ing), super seismic wave peak accelerator etc..Many scholars use this method pair
Various arch dams have carried out numerical value and model investigation, but many active a certain effects that structure is born that overload, with reality
Border state is not inconsistent.Because the actual sliding strength of Rock mass of dam abutment structural plane is possible to, less than design adopted value, therefore, examine
The strong safety coefficient of drop that consider Rock mass of dam abutment drag reduces within the specific limits also has certain practical significance.Old thick group academician
Et al. propose the deformation of the residual displacement between the absolute displacement of arch dam system key position or sliding surface and overloaded multiple with earthquake
Or basement rock slip-crack surface shear index is mutated over-loading coefficient corresponding to flex point or drop is strong when reducing multiple significantly mutation occurs
Coefficient is abutment stability safety coefficient.When solving safety coefficient, this method by dam abutment can slidable each sliding surface and
Dam foundation face as antidetonation weak part is pressed the contact surface with mole coulomb characteristic and handled, and it is steady that this has turned into dam abutment antidetonation
The method that setting analysis research result must learn and use for reference, but seek for mutation flex point, then it is during the safety coefficient solves
Difficult point.
The content of the invention
It is an object of the invention to provide the dam abutment safety coefficient computational methods based on full structural plane surrender method, with structural plane
All surrender is used as unstability standard, when being surrendered using full structural plane corresponding strength reduction factor as abutment stability safety coefficient,
This paper method for solving is more accurate, intuitively reflects the destruction situation of structural plane, avoids human factor and safety coefficient is taken
The influence of value.
The technical solution adopted in the present invention is, based on the dam abutment safety coefficient computational methods of full structural plane surrender method, tool
Body step is as follows：
Step 1, primary stress calculates：Rock mass of dam abutment-ground-dam body FEM model is established, carries out the meter of primary stress
Calculate；
Step 2, STATIC RESPONSE is analyzed：Using the primary stress being calculated through step 1, mix and contact with finite element
Algorithm, static(al) contact is carried out to the FEM model established through step 1 and calculated, is obtained in Rock mass of dam abutment structural plane Contact Boundary
Contact force, dam foundation contact surface contact force, the borderline contact force of contraction joint contact；
Step 3, by the contact force in the Rock mass of dam abutment structural plane Contact Boundary being calculated through step 2, dam foundation contact surface
The borderline contact force of contact force, contraction joint contact is introduced into arch dam entirety aseismic stability analysis and Strength Reduction Method calculating, is obtained
Structural plane surrenders area percentage and safety coefficient；Area percentage-safety coefficient curve map is surrendered in rendering architecture face, it is determined that
Abutment stability safety coefficient.
Wherein described step 3 specifically includes following steps：
Step 3.1, boundary condition when arch dam aseismic stability analysis is set；
Step 3.2, the contact force in the Rock mass of dam abutment structural plane Contact Boundary being calculated through step 2, the dam foundation are contacted
The borderline contact force of face contact force, contraction joint contact is as primary condition；
Step 3.3, according to target geological data, the cohesive strength and internal friction angle of setting Rock mass of dam abutment structural plane material；
Step 3.4, reduction is carried out to the structural plane cohesive strength and internal friction angle that are set through step 3.3, after then converting
Cohesive strength and internal friction angle carry out arch dam under the primary condition that the boundary condition that is set through step 3.1 is set with step 3.2
Aseismic stability analysis calculates, and obtains contact condition of the structural plane material under different reduction coefficients after reduction, records current state
Structural plane surrender area percentage；Inverse using reduction coefficient of the step 3.3 during reduction be safety coefficient as
Abscissa, to surrender area percentage as ordinate, rendering architecture face surrender area percentage-safety coefficient curve map, it is determined that
Abutment stability safety coefficient.
The beneficial effects of the invention are as follows
Using the dam abutment safety coefficient computational methods based on full structural plane surrender method of the present invention, improved dam abutment is moved
Power Method of Stability Analysis be applied to arch dam abutment stability power safety analysis in, it is contemplated that Rock mass of dam abutment structural plane it is non-linear
Characteristic, the change of thrust at springer caused by nonlinear characteristic on structural plane is reflected, has more really reacted the antidetonation of arch dam
Working morphology.
Brief description of the drawings
Fig. 1 is arch dam dam body and arch dam global finite element model slide body schematic diagram；
Fig. 2 is the maximum surrender area percentage-safety coefficient graph of relation of left bank sliding block；
Fig. 3 is the maximum surrender area percentage-safety coefficient graph of relation of right bank sliding block.
Embodiment
The present invention is described in detail with reference to the accompanying drawings and detailed description.
The present invention provides the dam abutment safety coefficient computational methods based on full structural plane surrender method, comprises the following steps that：
Step 1, primary stress calculates：Rock mass of dam abutment-ground-dam body FEM model is established as shown in Figure 1, is had to this
Limit meta-model and carry out primary stress calculating, first, disregard dam body deadweight, ground and Rock mass of dam abutment deadweight are calculated, this
When, the initial opening width of Rock mass of dam abutment structural plane and initial slippage amount are 0, and ground Gravitative Loads are can obtain through FEM calculation
Under stress field, using the stress in Rock mass of dam abutment structural plane Contact Boundary as primary stress；
Step 2, STATIC RESPONSE is analyzed：Using the primary stress being calculated through step 1, mix and contact with finite element
Algorithm, static(al) contact is carried out to the FEM model established through step 1 and calculated, is obtained in Rock mass of dam abutment structural plane Contact Boundary
Contact force, dam foundation contact surface contact force, the borderline contact force of contraction joint contact；
Step 3, arch dam entirety aseismic stability analysis and intensity Commutation Law calculate：
Step 3.1, boundary condition when arch dam aseismic stability analysis is set：
The primary stress being included in Rock mass of dam abutment structural plane Contact Boundary, and Rock mass of dam abutment structural plane Contact Boundary is set
Initial opening width and initial slippage amount, and be not counted in tensile strength；The initial opening width of transverse joints in dam body Contact Boundary is set
(or primary clearance), coefficient of friction, cohesiveness and tensile strength on contraction joint contact face are not considered；Dam foundation contact surface is set
Primary clearance and initial slippage amount, and it is not counted in tensile strength.
Step 3.2, the contact force in the Rock mass of dam abutment structural plane Contact Boundary being calculated through step 2, the dam foundation are contacted
The borderline contact force of face contact force, contraction joint contact is as primary condition；
Step 3.3, according to target geological data, the cohesive strength and internal friction angle of setting Rock mass of dam abutment structural plane material；
Step 3.4, reduction is carried out to the structural plane cohesive strength and internal friction angle that are set through step 3.3, after then converting
Cohesive strength and internal friction angle carry out arch dam under the primary condition that the boundary condition that is set through step 3.1 is set with step 3.2
Aseismic stability analysis calculates, and obtains contact condition of the structural plane material under different reduction coefficients after reduction, records current state
Structural plane surrender area percentage；Inverse using reduction coefficient of the step 3.3 during reduction be safety coefficient as
Abscissa, to surrender area percentage as ordinate, rendering architecture face surrender area percentage-safety coefficient curve map, it is determined that
Abutment stability safety coefficient.
The dam abutment safety coefficient computational methods based on full structural plane surrender method of the present invention, this method are connect using structural plane
The opening of contact, the contact condition of sliding represent the destruction of structural plane, foundation plane are also accounted for as contact surface, with knot
All surrender is used as unstability standard in structure face, and the inverse of corresponding strength reduction factor is steady as dam abutment when being surrendered using full structural plane
Dingan County's overall coefficient, method for solving is more accurate, intuitively reflects the destruction situation of structural plane, avoids human factor to peace
The influence of overall coefficient value.
Dam abutment safety coefficient computational methods and the existing quasi-static model based on full structural plane surrender method of the present invention, have
Limit safety coefficient comparative analysis obtained by first balance method of rigid-body limit：
Quasi-static model
When calculating Abutment Aseismatic Stability safety coefficient using quasi-static model, it is assumed that thrust at springer suffered by sliding block and earthquake are used to
Property power reach maximum simultaneously, and when disregarding earthquake in rock mass osmotic pressure change, comprise the following steps that：
1. thrust at springer calculates：The calculating of thrust at springer suffered by Rock mass of dam abutment under quiet, power regime is carried out respectively, and is pressed
Least favorable achievement is overlapped.Thrust at springer wherein under power regime uses modes superposition response spectrum method result of calculation；
2. Earthquake Inertia Force Acting calculates：Earthquake Inertia Force Acting takes the product of sliding block weight and acceleration peak, application side
To taking the boundary line direction of slide body slip plane and bottom sliding surface, and point to downstream；
3. safety coefficient calculates：Slide body quake-resistant safety coefficient is calculated according to sphenoid safety coefficient formula.
The quasi-static model safety coefficient table of table 1
| Position | Rock mass is numbered | Safety coefficient |
| Left bank | L | 2.116 |
| Right bank | R | 2.945 |
Shown by table 1：The Abutment Aseismatic Stability safety coefficient being calculated using quasi-static model, the safety of Rock mass of dam abutment
Coefficient is higher, but left and right two sides safety coefficient can meet code requirement, be all higher than 1.20.
Finite element balance method of rigid-body limit
The seismic stability of Rock mass of dam abutment is analyzed using finite element balance method of rigid-body limit, comprised the following steps that：
1. thrust at springer time-histories calculates：Progress arch dam is quiet, Cable Power Computation, obtains the suffered arch of Rock mass of dam abutment under static(al) operating mode
Thrust at springer time-histories under end thrust and power regime, and both are superimposed as in slide body seismic process by least favorable mode
Total thrust at springer time-histories；
2. Earthquake Inertia Force Acting calculates：Earthquake Inertia Force Acting typically take it is horizontal to Vertical Design earthquake peak acceleration and dam
The product of shoulder rock-mass quality.But due to consideration that earthquake inertia can not possibly reach maximum in synchronization, usually introduce and meet
Coefficient is combined to Earthquake Inertia Force Acting, and 3 considered herein kind situation is as follows：(1), Yokogawa is to (X to) 0.5, along river to (Y
To) 1.0, vertical (Z-direction) 1.0；(2), Yokogawa is to (X to) 1.0, along river to (Y-direction) 0.5, vertical (Z-direction) 1.0；(3), Yokogawa
To (X to) 1.0, along river to (Y-direction) 1.0, vertical (Z-direction) 0.5.
3. time-histories safety coefficient calculates：The thrust at springer time-histories being calculated is combined with different inertia force, by sphenoid
Safety coefficient formula calculates the safety coefficient at each moment, finally gives time-histories safety coefficient curve.
The finite element balance method of rigid-body limit minimum safety factor summary sheet of table 2
Shown by table 2：The safety coefficient being calculated using finite element balance method of rigid-body limit is collected, right bank dam abutment rock
The safety coefficient of body is higher, and the seismic stability of left dam abutment rock mass is poor.
Full structural plane surrender analysis method
1. establish model：According to existing topographic and geologic data, using cartesian coordinate system, x-axis is taken as dam axial direction, to refer to
To left bank for just；Y-axis is taken as along river to point to upstream as just；Z-axis is taken as vertically to straight up for just.Establish such as
Rock mass of dam abutment-ground-dam body FEM model shown in Fig. 1.Dam body through-thickness divides 4 layers of grid, is divided along short transverse
13 layers of grid, dam body is interior to set transverse joint 4, from left bank to right bank number consecutively；Whole computation model amounts to node 43186,
Hexahedral element 39343.Ground simulation context is 1.5 times of left and right banks direction height of dam, 2 times of upstream and downstream direction height of dam, depth side
To 1.5 times of heights of dam；
2. a pair above-mentioned FEM model carries out primary stress calculating：First, dam body deadweight is disregarded, to ground and dam abutment rock
Body deadweight is calculated, and now, the initial opening width of Rock mass of dam abutment structural plane and initial slippage amount are 0.
The stress field under ground Gravitative Loads is can obtain through FEM calculation, by Rock mass of dam abutment structural plane Contact Boundary
On stress as primary stress.
Consider dam body substage construction process, according to substage construction process, be included in dam body deadweight step by step；Treat that dam body has poured
Into, be included in dam body upstream face storehouse effect of water pressure, silt pressure effect, by taking normal pool level operating mode as an example, upper pond level elevation
1866.0m is calculated as, downstream face water level elevation is 1750.0m, upstream face silt elevation 1796.0m, silt buoyant unit weight 5.0kN/
M3,0 ° of internal friction angle；According to the mean temperature T of dam bodymWith equivalent temperature difference TdIt is included in dam body temperature load.
The dam body temperature load table (unit of table 3：℃)
Show the mean temperature T of dam body by table 3mWith equivalent temperature difference TdIt is included in dam body temperature.
The primary stress being included in Rock mass of dam abutment structural plane Contact Boundary, and Rock mass of dam abutment structural plane Contact Boundary is set
Initial opening width and initial slippage amount be 0, and be not counted in tensile strength；The initial opening of transverse joints in dam body Contact Boundary is set
It is 0 to spend (or primary clearance), coefficient of friction 0.7, does not consider the cohesiveness and tensile strength on contraction joint contact face；Dam is set
The primary clearance and initial slippage amount of base contact surface are 0, and are not counted in tensile strength；
3. with finite element mixing Contact Algorithm, static(al) contact meter is carried out to the FEM model of above-mentioned arrange parameter
Calculate.
After boundary condition is set, is contacted and calculated by static(al), obtain the contact in Rock mass of dam abutment structural plane Contact Boundary
Power, dam foundation contact surface contact force, the borderline contact force of contraction joint contact；Using this contact force as during arch dam aseismic stability analysis
Primary condition.
Boundary condition when arch dam aseismic stability analysis is set.Visco-elastic artificial boundary is set to consider on ground border
The influence of radiation damping of foundation, Yokogawa are inputted to (X) and along river to (Y) seismic wave by the half of actual seismic, vertical (Z)
Seismic wave is inputted by actual seismic 1/3, i.e. X：Y：Z=0.5：0.5：1/3 input；And dynamic hydraulic pressure is included in a manner of additional mass
Power acts on.
Static(al) is contacted to connecing on contact force and contact surface on the dam body and foundation stress, Contact Boundary being calculated
Primary condition of the state of touching (open, close or slide) as arch dam aseismic stability analysis；
4. the geologic information known to, the cohesive strength and internal friction angle of Rock mass of dam abutment structural plane material are set, by antidetonation
Stability analysis calculates, and can obtain Rock mass of dam abutment structural plane contact when structural plane material cohesive strength and the non-reduction of internal friction angle
State, the yield failure of contact point pair institute control area is represented with the contact condition for sliding and opening, records yield surface now
Product percentage (surrender area and the percentage of contact area) is A；Then structural plane cohesive strength and internal friction angle are rolled over
Subtract and (can not also press equal proportion reduction by equal proportion reduction), to carrying out arch dam antidetonation after cohesive strength and internal friction angle reduction
Stability analysis calculates, and can equally obtain contact condition of the structural plane material after reduction, and records structural plane surrender now
Area percentage A1, A2 ..., by that analogy, it can obtain surrendering area percentage An；
Establish shown in the maximum surrender area percentage-safety coefficient relation curve of left bank sliding block as shown in Figure 2 and Fig. 3
The maximum surrender area percentage-safety coefficient relation curve of right bank sliding block, with the inverse of structural plane material reduction coefficient (i.e.
Safety coefficient) abscissa is used as, to surrender area percentage AnFor ordinate, rendering architecture face surrender area percentage-safety
Charts for finned heat, arch dam abutment stability safety coefficient is used as to surrender safety coefficient when area percentage tends to 1.
The seismic stability factor summary sheet of table 4
Show that the dam abutment safety coefficient computational methods based on full structural plane surrender method of the present invention are quiet compared to intending by table 4
Force method safety coefficient increases, because quasi-static model is to be superimposed least favorable on the basis of quiet thrust at springer to move arch abutment
Caused by thrust；And the thrust at springer and Earthquake Inertia Force Acting of quasi-static model are that definite value can not reflect both in seismic process
Middle size and Orientation changes with time；Although the thrust at springer of balance method of rigid-body limit employs finite element Dynamic time history method
Result of calculation, the change of reflection thrust at springer size, direction that can be tentatively, and the application of Earthquake Inertia Force Acting is considered and met
Coefficient, partly reflects the stochastic effects of earthquake, but still is limited by balance method of rigid-body limit sliding-modes it is assumed that can not be true
Positive reflection dam abutment practical stability safe condition；Full structural plane surrender analytic approach considers the non-linear of Rock mass of dam abutment structural plane
Characteristic, the change of thrust at springer caused by nonlinear characteristic on structural plane is reflected, with quasi-static model and finite element rigid body pole
Limit balancing method is compared, and the improved dam abutment dynamic stability analysis method that full structural plane of the invention surrender analysis method proposes obtains
To safety coefficient be relatively reasonable, and more really reacted arch dam antidetonation work condition.
The dam abutment safety coefficient computational methods based on full structural plane surrender method of the present invention indicate that displacement inflexion is safely
Deficiency of the number method for solving in the analysis of dam abutment dynamical stability, it is proposed that the dam abutment dynamical stability analysis side of full structural plane surrender
Method, this method represents the destruction of structural plane using the opening of contact point pair, the contact condition of sliding, using foundation plane also as connecing
Contacting surface accounts for, and using structural plane, all surrender is as unstability standard, corresponding strength degradation system when being surrendered with full structural plane
Number is used as abutment stability safety coefficient, and this paper method for solving is more accurate, intuitively reflects the destruction situation of structural plane, keeps away
Influence of the human factor to safety coefficient value is exempted from.
Improved dam abutment dynamic stability analysis method is applied to the analysis of target landform arch dam abutment stability power safety
In, by compared with the safety coefficient that is obtained with quasi-static model and finite element balance method of rigid-body limit, it was demonstrated that use full structural plane
The evaluation method of surrender can more truly reflect the real work condition of dam abutment, and the stable safety evaluation to Arch Dam Abutment is more closed
Manage, effectively.
Claims (2)
1. the dam abutment safety coefficient computational methods based on full structural plane surrender method, it is characterised in that comprise the following steps that：
Step 1, primary stress calculates：Rock mass of dam abutment-ground-dam body FEM model is established, carries out the calculating of primary stress；
Step 2, STATIC RESPONSE is analyzed：Using the primary stress being calculated through step 1, Contact Algorithm is mixed with finite element,
Static(al) contact is carried out to the FEM model established through step 1 to calculate, and obtains the contact in Rock mass of dam abutment structural plane Contact Boundary
Power, dam foundation contact surface contact force, the borderline contact force of contraction joint contact；
Step 3, the contact force in the Rock mass of dam abutment structural plane Contact Boundary being calculated through step 2, dam foundation contact surface are contacted
The borderline contact force of power, contraction joint contact is introduced into arch dam entirety aseismic stability analysis and Strength Reduction Method calculating, obtains structure
Surrender area percentage and safety coefficient in face；Area percentage-safety coefficient curve map is surrendered in rendering architecture face, determines that dam abutment is steady
Dingan County's overall coefficient.
2. the dam abutment safety coefficient computational methods according to claim 1 based on full structural plane surrender method, it is characterised in that
The step 3 specifically includes following steps：
Step 3.1, boundary condition when arch dam aseismic stability analysis is set；
Step 3.2, the contact force in the Rock mass of dam abutment structural plane Contact Boundary being calculated through step 2, dam foundation contact surface are connect
The borderline contact force of touch, contraction joint contact is as primary condition；
Step 3.3, according to target geological data, the cohesive strength and internal friction angle of setting Rock mass of dam abutment structural plane material；
Step 3.4, reduction is carried out to the structural plane cohesive strength and internal friction angle that are set through step 3.3, then will be viscous after conversion
Poly- power and internal friction angle carry out arch dam antidetonation under the primary condition that the boundary condition set through step 3.1 is set with step 3.2
Stability analysis calculates, and obtains contact condition of the structural plane material under different reduction coefficients after reduction, records the knot of current state
Surrender area percentage in structure face；Inverse using reduction coefficient of the step 3.3 during reduction is safety coefficient as abscissa,
To surrender area percentage as ordinate, rendering architecture face surrender area percentage-safety coefficient curve map, abutment stability is determined
Safety coefficient.
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