CN110532694A - A kind of arch dam safety evaluation method based on geomechanics model comprehensive method test - Google Patents

A kind of arch dam safety evaluation method based on geomechanics model comprehensive method test Download PDF

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CN110532694A
CN110532694A CN201910810055.1A CN201910810055A CN110532694A CN 110532694 A CN110532694 A CN 110532694A CN 201910810055 A CN201910810055 A CN 201910810055A CN 110532694 A CN110532694 A CN 110532694A
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dam
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safety
method test
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CN110532694B (en
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杨宝全
陈建叶
陈媛
***
张�林
胡成秋
李朝国
侯争军
罗敏
刘子安
张芮瑜
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Sichuan University
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02B—HYDRAULIC ENGINEERING
    • E02B1/00—Equipment or apparatus for, or methods of, general hydraulic engineering, e.g. protection of constructions against ice-strains
    • E02B1/02—Hydraulic models

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Abstract

The invention discloses a kind of arch dam safety evaluation method based on geomechanics model comprehensive method test, include the following steps: that S1. according to the data of detection, establishes comprehensive method test Safety Assessment index system；S2. the catastrophic model of construction arch dam safety evaluation；S3. each bottom index of comprehensive method test is standardized, and is converted into nondimensional data between 0~1；S4. mutation series is carried out using normalizing formula to calculate, find out total mutation value of series of destination layer；S5. S1-S4 step is repeated, it calculates separately out in comprehensive method test arch dam safety under different over-loading coefficients and is always mutated value of series, and total mutation value of series and over-loading coefficient graph of relation are drawn, induced joint comprehensive method test safety coefficient is obtained according to the inflection point of total mutation series and over-loading coefficient relation curve；S6. the monolithic stability safety of arch dam engineering is amid all these factors evaluated.The present invention establishes induced joint comprehensive method test degree of safety comprehensive evaluation system using existing deformation monitoring data in model comprehensive method test.

Description

A kind of arch dam safety evaluation method based on geomechanics model comprehensive method test
Technical field
The present invention relates to system for evaluating safety method fields, comprehensive based on geomechanics model more specifically to one kind The arch dam safety evaluation method of legal test.
Background technique
In the past 20 years, China has successively built up the extra-high arch dam that 7 heights of dam are more than 200m, respectively two beaches (240m, for most Big height of dam, similarly hereinafter), La Xiwa (250m), Goupitan (230.5m), voe (294.5m), Xi Luodu (285.5m), Jinping I (305m) and Da Gang Mountain (210m).Wherein, the height that 3 arch dams are crossed in Jinping I, voe, small stream Lip river occupies the world up to 300m grades 3 before highest arch dam.The extra-high arch dam built or will built has white crane beach (289m), Wu Dongde (270m), Ye Batan (217m), Dong Zhuan (230m), imperial disk (277m), the pinecone (313m), Ma Ji (300m), same to card (278m), Nu Jiangqiao (291m), sieve Draw (295m) etc..These extra-high arch dam engineerings are Chinese national economy and Community health, lasting, fast-developing, and realize section Energy emission reduction targets are made that major contribution.But due to special geographical environment, they have, and height of dam library is big, topographic and geologic condition is multiple It is miscellaneous, hydraulic thrust is huge, shockproof requirements are high, stabilization of dam foundation processing difficulty is big, running environment is complicated, multinomial engineering technology index has reached It arrives or more than world standard.Once engineering dam break or major accident generation certainly will lead to major disaster, people's life's property It suffers heavy losses, therefore, the safety of stablizing of high dam is the key that engineering construction matter of science and technology.Geomechanical model test is to grind Study carefully one of the important method of induced joint engineering stability safety.This method is to be interrogated according to certain principle of similitude engineering and ground Topic carries out a kind of test method of reduced scale research.By test it will be seen that the work condition of dam in normal conditions, obtains Failure mode and failure mechanism of the dam in the case where overloading or dropping strong situation disclose the weak part of dam and ground, study dam Monolithic stability safety, provide scientific basis for the design, construction and consolidation process of engineering.
Currently, geomechanical model test has three kinds of overload method, Material Strength Reserve Method (dropping strong method) and synthesis test methods. Wherein, overload method generally passes through jack or airbag loading simulation upper water sand load, by gradually increasing jack or airbag The influence of Load Simulation over-level flood carried out overload method in the hope of dam overload safety factor, Chinese many dam engineerings Geomechanics model failure test studies the monolithic stability problem on dam and ground, such as: Xiang Hongdian, green stone ridge, tight water beach, east Wind, Yu Zixi, Chen Cun, Feng Tan, Ankang, Niu Luling, Xinfengjiang, Longan psyllid, Dong Jiang, two beaches, Li Jiaxia, Jiang Ya, La Xiwa, structure Skin beach, Jiangkou etc., Tsinghua University etc. are established by the test result of these dam engineerings of summary based on the test of overload method Dam Stable Analysis appraisement system has been groped a set of based on λ 1 (initial cracking load), λ 2 (load of non-linear beginning), the 3 (limit of λ Failing load) Safety Assessment method, and by these evaluation indexes be introduced into engineering design and specification in, application is relatively broad.
Overload method provides a kind of failure mode that dam overloads under this factor in upstream water ballast(ing), but it is not examined Consider the influence that parameter of the dam abutment dam foundation weak structural face in engineering longtime running reduces.From engineering practice it is found that dam engineering After impounding and operation, ruckbildung can occur under the action of Ku Shui for dam abutment Dam Foundation Rock structural plane.Such as Liu Xinrong is carried out Water-rock cyclic test of reservoir area of Three Gorges sandstone " full water-air-dries-satisfy water ", SEA LEVEL VARIATION causes after carrying out approximate simulation reservoir filling The drying and watering cycle of bank slope rock mass acts on, and obtains after 15 circulations, sandstone uniaxial compressive strength, tensile strength and elasticity modulus damage It loses points not up to 20.73%, 51.96% and 33.79%, points out simultaneously, rock softening process caused by this drying and watering cycle is It is irreversible.Feng Xiating etc. has studied the water chemistry corrosion effect of water rock coupling；Soup adhesion etc. is from damage mechanisms and quantitative analysis Aspect has studied the hydrochemical damage phenomenon of water rock coupling.Another direction is grinding for stress field and seepage field multi- scenarios method Study carefully, such as after Bellier, Wittke and Lee's a ceremonial jade-ladle, used in libation research think the accident of French MalPasset arch dam just because of reservoir filling, Rock mass of dam abutment forms high compression area, changes the permeability of Rock mass of dam abutment after the water ballast(ing) for bearing arch dam transmitting, meanwhile, Because Dam Foundation Rock is excessively broken and weak, then dam heel basement rock cracking, underground osmotic pressure deteriorate, and finally make dam body together with dam Deep implication and dam break occur for base.The precious congruence of poplar carries out Jinping Arch Dam dam abutment major faults in MTS rock mechanics test macro Water rock coupled three-shaft compression test show that under the engineering specifications of 10MPa direct stress and 3MPa hydraulic pressure, Jinping Arch Dam dam abutment is main The average reduction rate of tomography f2, f5, f13, f14, f18 shearing strength is about 25%, the soft rock mass shearing strength such as lamprophyre veins X Average reduction rate be about 40%.After induced joint engineering impounding and operation, soft rock mass present in dam abutment Dam Foundation Rock and structure Under the water ballast(ing) of up to ten million tons and the seepage field long term of complexity argillization, softening, humidifying, rheology equal strength easily occur for face Reduced mechanical behavior, therefore when using the stability of geomechanical model test research induced joint, it should to this factor Also it is simulated.
Material Strength Reserve Method (dropping strong method) is to consider that constantly reducing the mechanics parameter of rock mass and structural plane in dam foundation dam abutment comes To the safety coefficient of dam, the mechanics row of mechanics parameter strength reduction under the effects of infiltration, being atomized of rock mass discontinuity is simulated For.This method is also a single_factor method.
(1) a kind of influence arch that the test of geomechanics model overload method or Material Strength Reserve Method (dropping strong method) test only consider The stable factor in dam, belongs to single_factor method, provides a kind of possible failure mode of arch dam, but not comprehensively.
Synthesis is the combination of overload method and Material Strength Reserve Method, that is, carries out overload method on a model and drop strong method Test, this method both considers the burst flood being likely encountered in engineering, it is also contemplated that rock mass and soft in engineering longtime running The case where weak structure face mechanics parameter gradually reduces can reflect influence of many factors to engineering stability safety.But due to by To cast material and experimental technique limitation and start late, comprehensive method test may be implemented using temperature analogous material at present. The comprehensive method test methods and techniques are the contents of emphasis comprehensive disclosure of the present invention.This method is a kind of multifactor method, is relatively met Engineering is practical, can provide overload and drop the overall collapse failure mode of arch dam under strong multifactor impact.
(2) in terms of another is exactly model monitoring data processing, current data processing is utilized in Excel software The inside drafting displacement, strain and the relation curve for dropping strong coefficient and over-loading coefficient, then pass through the rule for artificially observing these curves It restrains to analyze test result, but there are the influences of artificial subjective factor for this analysis method, may cause different people and carry out Analysis can obtain different results ((the paper title: the displacement information in geomechanical model test as described in documents 1 Monitoring and its application in engineering, source of paper: " Sichuan University's journal (engineering science version) ")), and due to geomechanics The influence of the factors such as structure is complicated for model test, the equivalent application of the precision of mould processing, load, so that deformation measurement data There is very big uncertainty.But monitoring data exceptional value can accurate feedback model test unstable failure information, especially for Induced joint engineering, about just split, large deformation, each failure stage of limit unstability the ununified so far understanding of distinguishing rule, because And find that the exceptional value implied in monitoring data becomes difficult point, needs the method by mathematics, proposes objective distinguishing rule.
(3) in terms of there are also being exactly induced joint comprehensive method test Safety Assessment, deformation monitoring is generallyd use in model test Induced joint degree of safety is inferred in the methods of curve mutation, model cracking and crack perforation, however the mutation of deformation monitoring curve is sentenced According to close with the choice relation of sensitive detection point, Deformation Monitor Results are again by factors such as model scale, analogy method, equipment precisions Be affected, but do not have in arch dam comprehensive method test Safety Assessment about large deformation safety coefficient distribution and its value Comprehensive evaluation criterion and system, thus how using existing deformation monitoring data in model comprehensive method test, establish high arch Dam comprehensive method test degree of safety comprehensive evaluation system, not yet occurs.
Summary of the invention
Aiming at the problems existing in the prior art, it is comprehensive based on geomechanics model that the purpose of the present invention is to provide one kind The arch dam safety evaluation method of method test.
The present invention proposes at the model monitoring data outliers based on unascertained filtering method in terms of test result analysis Reason method.
To solve the above problems, the present invention adopts the following technical scheme that.
A kind of arch dam safety evaluation method based on geomechanics model comprehensive method test, it is characterised in that: including as follows Step:
S1. according to the data of detection, comprehensive method test Safety Assessment index system is established；
S2. the catastrophic model of construction arch dam safety evaluation；
S3. each bottom index of comprehensive method test is standardized, and is converted into nondimensional number between 0~1 According to；
S4. it carries out calculating mutation series using normalizing formula, finds out total mutation value of series of destination layer；
S5. S1-S4 step is repeated, arch dam safety under different over-loading coefficients is calculated separately out in comprehensive method test and is always mutated grade Numerical value, and total mutation value of series and over-loading coefficient graph of relation are drawn, according to total mutation series and over-loading coefficient relation curve Inflection point obtain induced joint comprehensive method test safety coefficient；
S6. the monolithic stability safety of arch dam engineering is amid all these factors evaluated.
Preferably, in the S1, the detection method of data includes:
S11. modelling；Model geometric is selected than ruler CLAnd determine that simulation context determines phase by the model theory of similarity Like relational expression, according to rock mass, structural plane, dam body, the physical and mechanical parameter of reinforced concrete and similarity relation formula, computation model The corresponding physical and mechanical parameter of material generally changes geology truncation figure, drawing in side sectional elevation, the profilograph in engineering, design Model out；
It is required according to the dam structure of each specific arch dam engineering, landform, geological conditions, project management model and test mission Deng, in conjunction with test site scale and test accuracy requirement, select model geometric than ruler CLAnd determine simulation context, CLGenerally 100 ~300.Simulation context is, in the geomechanical model test of arch dam, the simulation context of the upstream dam foundation is typically no less than 1.5 times Dam bottom width or 0.8 times of height of dam, while to consider to be easily installed pressurization and pressure transmission system；Downstream boundary is greater than 2 times with a distance from arch abutment Height of dam；The following analog depth of the dam foundation is not less than 2/3 height of dam, and the above simulated altitude of dam crest needs the with due regard to above rock mass of dam crest Weight；Yokogawa should be such that the destruction of dam abutment drag body is not distorted because of boundary constraint to two sides massif simulation context, while want to incite somebody to action Two sides break interlayer, alteration zone etc. control abutment stability main geologic construction be included, not less than the 4 of the elevation arch abutment thickness ~5 times, in thin arch dam, generally take outside 1 times of height of dam of crown arch abutment or so.Meanwhile in order to important influence factor progress Simulation, needs generally to change some secondary factors, and the little structural plane of such as some small influences can not simulate, and some stratum are demarcated The irregular curved section such as line, tomography is simulated with broken line.
By the model theory of similarity, determines other main similarity relation formulas, such as determine and become mould similarity factor CE, bulk density phase Like coefficient Cγ, load similarity factor CF, coefficient of friction similarity factor Cf, cohesiveness similarity factor Cc, Poisson's ratio similarity factor Cμ、 Strain similarity factor CεEtc. main similarity factor；
It is determined according to the physical and mechanical parameter of all kinds of rock mass, structural plane, dam body and reinforced concrete, while according to previous step Similarity relation formula, the corresponding physical and mechanical parameter of computation model material；
Geology truncation figure, drawing in side sectional elevation, profilograph etc. in engineering is generally changed, first by these drawings according to model Geometric proportion ruler CLIt is converted into the size of model, then positions simulation context on drawing, it will be some secondary in drawing Factor is generally changed, and the irregular curved sections such as some stratum lines of demarcation, tomography are expressed with broken line.And demarcate to stratum The coordinate or size of the broken line inflection point marking model of line, tomography etc., follow up these coordinates convenient for the later period and size come to its into Row positioning simulation.
S12. cast material prepares；It prepares with blanc fixe+paraffin+machine oil+high molecular material jack+polytetrafluoroethylene (PTFE) The model structure face temperature analogous material of the combinations such as film or polyethylene film or paraffin paper；
The development for carrying out all kinds of strata model materials develops corresponding mould according to the physical and mechanical parameter of all kinds of rock mass materials Profile material, see granted patent (patent of invention --- for simulating the geomechanics model analog material and its system of soft rock mass Preparation Method, patent No. ZL201110225644.7, geomechanics model analog material for simulating rock mass and preparation method thereof, Patent No. ZL201110225723.8)；
The development for carrying out each main weak structural face temperature analogous material is with Shear Strength according to similarity relation formula Main analog parameter is prepared by the shearing test under room temperature with blanc fixe (partial size≤200 mesh)+paraffin (semi-refined stone Wax: 54-60 DEG C of fusing point)+machine oil (No. 32 hydraulic engine oils)+high molecular material jack+polytetrafluoroethylene film or polyethylene it is thin The model structural plane temperature analogous material of the combinations such as film or paraffin paper；Carry out the heating drop of each structural plane temperature analogous material Strong shear test, obtains the relation curve of Shear Strength and temperature；
The development and production of model dam body materials, model dam body is generally by the way of one-piece casting, and material is according to examination It tests general selection blanc fixe (partial size≤200 mesh)+gypsum+water to be mixed according to a certain ratio, material mixture ratio is by pouring The testing of materials of a collection of cylinder test specimen is selected.According to arch dam dam body figure, wooden model is made, it is true by computation model dam body volume The dosage for determining a variety of materials, weighs up spare, is then first sufficiently mixed blanc fixe and gypsum uniformly, then add water to mixture In, after being quickly sufficiently stirred, mold molding is poured into, after 1~2 day, can demould to its hardening, then be placed in dam base Ventilation, it is spare to its natural air drying.
S13. modelling；According to model geometric than ruler CLAnd determine that the specific size of simulation context makes model slot, so Afterwards according to the geology truncation figure of model lowest part, boundary geologic cross section figure model slot basis and up and down surrounding is true Each rock stratum, each structural plane and model slot intersection location are made, and determines arch dam center line, each hatching in length and breadth on model slot Position, then the and position for having the chalk of different colours to draw each lines carries out the masonry of model；
The model slot that can satisfy modeling range is poured with concrete material, the length, width and height of model slot are several according to model What is than ruler CLAnd determine that simulation context specific size calculated determines, while making jack in model slot upstream end with channel steel The reaction frame of load.
Before model masonry, elder generation is according to the geology truncation figure of model lowest part, the geologic cross section figure on boundary etc. in model The basis of slot and up and down surrounding determine each rock stratum, each structural plane and model slot intersection location, and determine arch dam center Line, each position of the control lines such as hatching on model slot, and the position for thering is the chalk of different colours to draw each lines in length and breadth.
Carry out model masonry, using geology truncation figure, geologic cross section, geology vertical section 3 D stereo cross-over control into Row is built, the physical and mechanical parameter of its all kinds of rock mass of rock mass main analog, at the same using 10cm × 10cm × (5~10cm) and 5cm × 5cm × 5cm small blocks simulate the connected ratio in rock intracorporal master joint crack and rock mass, and geological structure of rock mass is main Geologic elements and the mechanics parameters such as model configuration space of planes position, trend, tendency fill out method and temperature analogous material progress using deposited Simulation.The sequencing for drafting out model masonry is required to need especially at the more complicated position of geological structure in conjunction with molding The process organization chart for thering is certain model to construct, it is ensured that avoid unnecessary in building process collapsing and repeat process.Meanwhile it tying When temperature elevation system and temperature monitoring system are installed in structure face, the cross-operation with molding step sequence is fully considered, for drawing for conducting wire Excavation groove is reserved out, avoid the occurrence of short circuit phenomenon.
Temperature elevation system is by the resistance wire (heating equipment directly contacted with temperature analogous material), the model that are embedded in model The electric wire group of outer heating control devices (main that computer heating control is carried out by pressure regulator) and connection resistance wire and pressure regulator At pressure regulator adjustable-voltage realizes the adjusting of temperature.Temperature control system by model outside temperature itinerant detecting instrument, be embedded in The line of thermocouple and the two in temperature analogous material forms, and passes through external temperature itinerant detecting instrument (XJ- after connecting 100 type temperature itinerant detecting instruments), test the temperature value at embedded position.Resistance wire and thermocouple are embedded in model weakness knot respectively The design position in structure face.Resistance wire is generally uniformly wound around the top surface of structural plane lower wall rock mass, material similar to structural plane alternating temperature Material directly contacts, and thermocouple is embedded at a certain distance from resistance wire side or in the upper disk rock mass of structural plane, avoids and resistance Silk is directly contacted and is damaged, and the two passes through lead-out wire and is connected with the control equipment outside model
S14., measuring system is installed；Arch dam geomechanical model test belongs to nonlinear damage test, mould used in it Profile material is Gao Rongchong, low change mould and low intensive material, therefore model measurement is substantially carried out displacement and measures.Currently, arch dam Matter Mechanical Model Test mainly has three big measurement systems, i.e., arch dam dam body and dam abutment Dam Foundation Rock surface deflection measure, dam body is answered Variable is surveyed, strong monitoring system drops in heating.Wherein, heating is dropped strong monitoring system and has been installed during previous step modelling.
Arch dam dam body and dam abutment Dam Foundation Rock surface deflection measure, and using identical displacement measurement equipment, mostly use at present SP-10A displacement digital display instrument is measured.The measurement system has SP-10A displacement digital display instrument host, connecting line, contact probe, And the composition such as Magnetic gauge stand, steelframe and measuring point punctuate.Before test, elder generation is on model slot, arch dam model surface is installed (with model Cannot contact) steelframe, these steelframes are at regular intervals, while can guarantee again and can need test point arrangement Magnetic gauge stand and peace Fill displacement meter probe.Then the bracket of Magnetic gauge stand and fixed displacement meter probe is installed on steelframe, displacement meter is finally installed and is visited Head.
Dam body strain measurement, in the different beam such as downstream face difference elevation and vault subsidence, arch abutment, semiarch of dam body to position cloth Strain measuring point is set, three flowers foil gauge (i.e. 0 °, 45 ° and 90 ° three directions) is pasted in these point positions, then passes through cable Foil gauge and the slave of test are connected, slave is connected on host, the host of test using UCAM-70A (or UCAM-8BL) omnipotent strain testing instrument uses the principle of Wheatstone bridge to carry out strain testing.
S15., model loading system is installed；The load of model middle and upper reaches water ballast(ing) uses hierarchical block, and hydraulic jack is made It is simulated position used in every piece of center of gravity.The loading system of model is filled by the eight channel automatic control oil pressure pressure stabilizing of WY-300/V type Set, oil pipe, jack, pressure transmission board group at.
The effect of pressure transmission plate is that the load for acting on jack is needed to be uniformly dispersed on dam facing, is diffused as being distributed Load, pressure transmission plate are generally wooden unit, and the one end contacted with dam facing needs to carry out refine, energy and dam according to the radian of Arch Face coincide, pressure transmission plate and dam body contact surface, it is also necessary to pad one layer of rubber or sponge, play reduction and the rubbing action of loading surface and Protect the effect of dam facing.
Jack is mainly exactly to play by oil pressure load action to dam facing, in test, often in the top of jack and biography Separately add one one to coincide between pressing plate with jack top surface, the circular metal cushion block that other end and wooden unit face are identical, has in this way Conducive to power transmission and top positioning.
Eight channel automatic control oil pressure stable-pressure device of WY-300/V type is opened by high-pressure oil pump, voltage-stablizer, measuring instrument plus unloading It the composition such as closes, directly by the instrument board in each channel and the application of relief switch progress load can be added, also can connect electronics Computer is applied by the load for adding Uninstaller to be automated.
The load oil pressure that eight channel automatic control oil pressure stable-pressure device of WY-300/V type applies is connect by oil pipe with jack, and thousand Jin top remakes on dam facing, to achieve the purpose that application and simulation water ballast(ing).
S16. model test is carried out；Model test is carried out using the synthesis for dropping strong method and overload method is integrated.
Geomechanics model comprehensive method test is to integrate the model test for dropping strong method (Material Strength Reserve Method) and overload method Method, generally arch dam model test in, specific test procedure are as follows: first to model with 0.3P0~0.5P0 (P0 be one times just Ordinary water load) effect load carry out precompressed, be then gradually loaded onto one times of normal load P0, on this basis carry out intensity storage Standby test (dropping strong method test), i.e., drop strong method by heating and carry out heating reduction to the main weak structural face of Arch Dam Abutment Its Shear Strength, temperature-rise period need to be classified, 0.5 DEG C~1.0 DEG C progress single readings of general every raising, until mainly tying Structure face Shear Strength is reduced to the numerical value of design, and (heating drop when how much specific heating need to develop according to temperature analogous material is strong Obtained by curve).Under the conditions of the intensive parameter after keeping reducing, upstream water ballast(ing) is surpassed with hydraulic jack loading system It carries, every grade of load is with 0.2P0~0.3P0Step-length increased, until there is overall collapse in dam and ground.In every level-one Load walks under (including heat up and overload), is required to carry out the data note of the acquisition and recording of surface deflection data and dam body strain Record, while also needing to carry out observation and the record of cracking destruction process.
Test result analysis
(1) it is based on unascertained filtering method model monitoring data processing method
1) thinking handled, since geomechanical model test is by structural complexity, material non-uniformity, mould processing essence The influence of the factors such as the equivalent application of degree, load, so that deformation measurement data has very big uncertainty, but monitoring data exceptional value Can accurate feedback model test unstable failure information, for induced joint engineering geological mechanical model comprehensive method test, about first Split, large deformation, limit unstability the ununified so far understanding of distinguishing rule, thus found that the exceptional value implied in monitoring data As difficult point, the method by mathematics is needed, proposes objective distinguishing rule.The present invention proposes: from dam geomechanics model The essential characteristic of comprehensive method test monitoring data is set out, and is split at the beginning of proposing, large deformation, limit unstability outlier classification concept.It adopts The confidence level that deformation measurement data is calculated with unascertained filtering method changes according to the relation curve of confidence level and over-loading coefficient and advises Rule is sought confidence level variation and is just split in model test, the corresponding relationship of the three-stage process of large deformation and limit unstability, is mould The processing of type test deformation measurement data exception provides scientific basis.
As shown in Figure 1, the destruction unstability of arch dam model experienced elastic stage, elastic-plastic phase and plastic deformation until Final overall collapse three phases, there are two inflection point is mutated in curve, before inflection point 1, model is completely in flexible deformation, engineering In normal operating phase, when overload to inflection point 1, model starts to occur just splitting, therefore over-loading coefficient (overload step) K at this timep Also it cries and just splits safety coefficient KP is just split, enter the elastic-plastic deformation stage later, although the cracking destruction of this stage model is continuous Occur and extend, but engineering remains to operate normally, be in stable state, after overload to inflection point 2, the deformation of model is big suddenly Width increases, and the crack on model starts gradually to be mutually communicated, and model initially enters plastic period, until final entirety occur Unstability.Inflection point 2 is called large deformation inflection point, corresponding over-loading coefficient K in model testpReferred to as KP large deformation, and final whole mistake Steady corresponding over-loading coefficient is known as KThe p limit.According to catastrophe theory and engineering practice, it is mutated inflection point 2 is whether judgment models are stable Important evidence, therefore, the present invention propose, in geomechanics model comprehensive method test, are the corresponding safety of large deformation inflection point 2 Number KP large deformationSafety loading coefficient as the engineering overload stage.Therefore, it is deformed in induced joint geomechanics model comprehensive method test Monitoring data can be divided into 3 classes extremely: just split, large deformation, limit unstability.
2) the data exception analysis of comprehensive method test
Unascertained rational refers to the existing change because the conditions such as cast material, test method, measuring technique limit in model test Shape monitoring data are not enough to descriptive model destructive process, or because policymaker recognize it is unclear caused by it is uncertain in subjective and understanding Property.Currently, unascertained mathematics theory has been successfully applied in the research of the multiple fields such as economy, electric power, water conservancy, coal mine, from And obtain widely application and more rapid development.In the failure process of geomechanical model test, due to deformation The difference of monitoring type, then the changing rule of same area monitoring data also can be different in a model；The number of monitoring type of the same race According to also having bigger difference in model different parts deformation monitoring amount, be difficult to be carried out with a kind of mathematical model of fixation or method Processing, therefore, model test deformation measurement data is also a kind of unascertained rational.
1. unascertained filtering method principle
Unascertained filtering is the rough error and outlier processing process that Uncertainty number theory is used for monitoring data.On ground In matter Mechanical Model Test deformation monitoring, split in deformation measurement data there are rough error, just, large deformation, limit unstability exceptional value, It can effectively be distinguished by studying these exceptional value essential distinctions, i.e., there is rough error contingency and independent property, exceptional value to have Tendency and continuity, for this purpose, can consider as follows:
If a deformation measurement data sequence
V1,V2,K,Vi,L,Vn
A Uncertainty number can be defined
WhereinIt is confidence level distribution density function.
According to rough error and exceptional value essential distinction it is found that if ViIt is exceptional value, then ViSome neighborhood in measured value VjNumber meeting It is more and more；If ViIt is accidental rough error, then ViBe it is isolated, in ViSome neighborhood in measured value Vj(1≤j≤n,j≠i) Number is zero.
Therefore, by rightIt is specifically defined can distinguish rough error and exceptional value very well, work as ViV in neighborhoodjNumber is more, then Think that confidence level is big, otherwise confidence level is small.It is embodied as:
Wherein ξiIndicate ViNeighborhood | V-ViIt include V in |≤λjThe number for including in (j ≠ i), λ are territory.
2. the determination of contiguous range λ value
In monitoring data outlier processing, need to determine V firstiContiguous range, i.e., | V-Viλ value in |≤λ.If λ value Excessive, then contiguous range is larger, it may not be possible to identify all rough errors, if λ value is too small, contiguous range is too small, may cause Value bigger than normal in normal data is mistakenly considered rough error.Therefore λ value should carry out rationally according to actual monitoring data situation It determines, if measured value variation tendency, than more gentle, λ value should be smaller, if measured value variation tendency is more discrete, λ value should be compared with Greatly.Statistically, standard deviation pass through frequently as measure deformation measurement data whether Yi Chang standard, consideration geomechanics model it is comprehensive The characteristics of each position distortions monitoring data of legal test, it is proposed that λ can take the integral multiple of difference variance, i.e.,
λ=nS (n=1,2 or 3)
3. data sectional
Since the deformation measurement data sequence of geomechanics model failure test is longer, including from just split, large deformation to mistake The overall process surely destroyed, and observation variable quantity is larger, if carrying out exceptional value differentiation to entire observation sequence, will lead to numerically Mutual masking between the rough error being closer to is difficult effectively to distinguish rough error and exceptional value.
For this purpose, n measured value of monitoring data sequence is divided into several sections, every section contains k+1 (k < n) a measured value respectively, Then calculating analysis is carried out for every section.
Wherein ξiGinseng indicates ViNeighborhood V | V-ViIt include V in |≤λ, λ > 0jNumber, VjFor with ViAdjacent k nearest sight Value, j ≠ i.
According to the deformation measurement data sequence and deformation tendency feature of induced joint geomechanics model comprehensive method test, it is proposed that Data sectional choosing method is as follows:
If L is that the measured value in data sequence length is total, ε=int | L/m |, m is according to geomechanics model comprehensive method test Test step actual conditions determine, i be position 1≤i≤L of some data in entire sequence.
(a) as ε≤i≤L- ε, take i- ε to i+ ε observations as ViSearch neighborhood.
(b) as i < ε or i > L- ε, take [1,2i-1] or [2i-n, n] as ViSearch neighborhood.When less than 6 surveys When point, desirable 3~5 surrounding adjacent measuring points are scanned for.
3) evaluation criterion of comprehensive method test monitoring data exception
It is to calculate analysis pair with the deformation measurement data of adjacent regions in induced joint geomechanics model comprehensive method test As by confidence level distribution density functionIt is found that if ViBe just split, large deformation, limit unstability exceptional value, then most of surveys Confidence level of the point in these three stages will appear the apparent variation tendency declined and fluctuate, and confidence level variation shows three ranks The aggregation changing rule of section, with just split in model test, the three-stage process of large deformation and limit unstability exist it is certain corresponding Relationship；If other exceptions, then decline fluctuation occurs for the confidence level of only a small number of measuring points, and is distributed more at random.
Preferably, in the S1, based on the Big mutation rate Chang Chengdu of dam body, dam abutment and structure, to the entirety of arch dam Stability safety carries out overall merit, and important evaluation index is placed on front, and secondary index is put behind, and establishes comprehensive method test peace Whole step assessment indicator system.
(2) comprehensive method test Safety Assessment index system:
1) evaluation index choose: since induced joint stabilization is a complicated system problem, influence induced joint it is stable because Element is more.Geomechanical model test can more actually simulate the evolutionary process of induced joint stable state, however due to model The limitation of experimental technique and monitoring technology, the Failure Instability of model are the processes of one " grey ".It is limited recognizing Situation evaluates arch dam safety according to model test results, need to choose the monitoring index that can directly reflect the variation of its stable state, Factor in all aspects can not all be taken in.Currently, the Analysis on Results of geomechanical model test is mainly according to model The outwardly and inwardly deformation distribution and development process of measuring point, and aid in the cracking of destructive process and the field observation of crack perforation And record material, model dehiscence process need to combine field observation, due to there is a large amount of add on dam body upstream face and two sides dam abutment Equipment and monitoring device distribution are carried, the cracking of model cannot achieve real-time monitoring, and model cracking destruction process is retouched without standard measure It states.Therefore it obtains under each test step, the deformation distribution and development process of key deformation measuring point are the passes for carrying out stability analysis of arch dams Key, the selection emphasis of the arch dam stability safety index based on geomechanics model comprehensive method test is conjugated with model in the present invention Based on monitoring.
Geomechanics model comprehensive method test deformation monitoring is divided into dam deformation, dam abutment surface deflection by area difference With three kinds of deformation measurement data types of structural plane Relative Displacement, wherein dam deformation monitoring is divided into dam deformation and dam body strain, Dam abutment surface deformation monitoring is divided into along river to displacement and Yokogawa to displacement, and structural plane relative deformation monitoring is the phase inside structural plane To displacement.Every kind of monitoring project is made of multiple measuring points, the stabilization safe condition for reflecting one's respective area of bottom monitoring point.Thus It is opposite to displacement, dam deformation, dam body strain and structural plane along river Xiang Bianwei, dam abutment surface Yokogawa that the present invention chooses dam abutment surface Conjugate the evaluation index as arch dam safety.
2) it arch dam comprehensive method test Safety Assessment system: in model test, as load is gradually increased, is pushed away in dam body Under the action of power, surface deflection, dam deformation of Rock mass of dam abutment etc. are gradually increased, when displacement occur biggish fluctuation, it is reversed or When quickling increase, it can often observe that large deformation occur in the cracking destruction of model, i.e. arch dam and ground at the measuring point position, when When appearance displacement magnitude is larger and displacement rate of rise is very fast, often also there is the trend of overall collapse in arch dam and ground, There is limit instability status.
In geomechanics model comprehensive method test, based on the deformation measurement data of each region, it is comprehensive to carry out arch dam Legal test Safety Assessment, i.e., based on the Big mutation rate Chang Chengdu of each region (dam body, dam abutment and structure), to arch dam Global safety factor carries out overall merit.Therefore, according to the requirement of catastrophe theory, relatively important evaluation index is placed on front, Secondary index is put behind, and arch dam comprehensive method test Safety Assessment index system is as shown in Figure 2.
In terms of the relative importance of middle layer evaluation index, arch dam stability is mainly influenced by two dam abutment drag bodies, Presently mainly based on deformation and stability analysis, this is the principal element of arch dam unstable failure, while considering induced joint geology power The deformation measurement data feature of model test is learned, therefore the surface deflection of two dam abutments is the first consideration index.Dam deformation simultaneously Also arch dam entirety stress can be intuitively reacted, conjugates especially for vault subsidence, often and in model test pays close attention to Emphasis, therefore the index that dam deformation considers as second.Structural plane Relative Displacement reflects arch dam deep structure face in model Destruction situation, but since measuring point is inside structural plane, sensibility is poor relative to the displacement of dam body, dam abutment, is consequently belonging to time Want factor.To sum up, each index relative importance sequence of middle layer are as follows: dam abutment surface deflection > dam deformation > structural plane is opposite to be become Position.
In terms of the relative importance of bottom evaluation index, for dam abutment surface deflection, encircle along river to displacement reflection Dam and the whole downstream deformation tendency of ground, Yokogawa are conjugated to displacement reflection dam abutment to river valley, and reflection is local deformation, and big The suitable river of most monitoring points to deformation values than Yokogawa to big, so can more reflect monolithic stability state change to displacement along river, Its relative importance is along river to dam abutment surface deflection > Yokogawa to dam abutment surface deflection.In terms of dam deformation, due to by dam body The limitation of material nonlinearity characteristic, dam body strain value cannot be converted into dam body stress, be the indirect finger for reflecting dam body extent of the destruction Mark, and the direct indicator for directly reflecting dam body extent of the destruction is conjugated, so dam deformation is major control factors, dam body strain Take second place, relative importance is dam deformation > dam body strain.
Preferably, in the S2, in the catastrophic model from middle layer to destination layer, catastrophic model is dove-tail form；From most For bottom into the catastrophic model of middle layer, catastrophic model is cusp form；Structural plane Relative Displacement has 1 bottom index, dashes forward Varying model is folded form.
In catastrophic model from middle layer to destination layer, arch dam, which stablizes safe condition, 3 middle layer evaluation indexes, with swallow The number of the control variable of tail type catastrophic model is consistent, and catastrophic model is dove-tail form.Similarly, prominent from the bottom to middle layer In varying model, dam deformation and dam abutment surface deflection have 2 bottom indexs, and catastrophic model is cusp form, structural plane Relative Displacement has 1 bottom index, and catastrophic model is folded form, and arch dam comprehensive method test Safety Assessment catastrophic model is shown in Shown in table 1.
1 arch dam comprehensive method test Safety Assessment catastrophic model of table
Preferably, in the S3, the standardization calculation formula is as follows:
X in formulamaxAnd xminRespectively represent the maximum value and minimum value of evaluation index.
Comprehensively consider the deformation measurement data distribution characteristics of geomechanics model comprehensive method test, the present invention chooses large deformation Abnormal rate is as each regional stability state evaluation index.Large deformation abnormal rate indicates to be gradually increased when load to a certain over-loading coefficient When, it is total to account for the area monitoring point for the monitoring point quantity of generation large deformation exception in each region of model (dam body, dam abutment or structural plane) The percentage of quantity.Generally, large deformation abnormal rate is bigger, indicates that the extent of the destruction in the region is big, also reflects on the whole It is lower that arch dam stablizes safety.Therefore, large deformation abnormal rate is the negative index of arch dam comprehensive method test Safety Assessment, first First, the geological structure in each region of its concentrated expression, tomography are distributed the influence to arch dam monolithic stability safety, secondly, instead The deformation of the different parts of dam abutment, structural plane and dam body is reflected, large deformation abnormal rate is bigger, illustrates extent of the destruction in region It is bigger.According to the destructive process and damage -form of induced joint geomechanics model comprehensive method test, each evaluation index control point Selection principle is as follows:
Typicalness: some region can be measured and be reflected to the monitoring data at control point in the collapse state in different overload stages And destructive process.
Uniformity: spatially, control point section should meet as far as possible, to being uniformly distributed, on elevation, respectively to be controlled along river Point is uniformly distributed along control section or structural plane from dam crest to riverbed.
Stability: choosing the high stability region setting control point of geomechanics model, to reduce cast material, artificial Influence of the foeign elements such as factor to deformation measurement data.
In model comprehensive method test evaluation index, due between bottom evaluation index value range, linear module, Interpretational criteria is all different, and can not be compared between each index, need to be standardized each bottom index, is converted into 0 Nondimensional data between~1.Binding model tests the characteristics of deformation measurement data, using " the smaller the better " type to all evaluations Achievement data is standardized, i.e. large deformation abnormal rate is smaller, and the stable safe coefficient of corresponding arch dam is higher,
Preferably, in the S4,
Cusp form model, the decomposition expression formula of bifurcation set equation:
Wherein xu,xvIt is the x value of corresponding u and v.As x=1, then u=-6, v=8, therefore state variable x and control can be obtained The value range of variable u, v processed is | x | ∈ [0,1], | u | ∈ [0,6], | v | ∈ [0,8].In order to reach control variable and shape The value range of state variable is uniformly controlled in 0~1 section, and u value range need to be reduced to 6 times, and v value range reduces 8 times, Thus it obtains it and normalizes formula are as follows:
Preferably, in the S6, according to the time of induced joint geomechanics model comprehensive method test deformation measurement data And spatial distribution characteristic, based on three position distortions monitoring data of dam abutment, dam body and structural plane, to each evaluation index Relative importance is sorted, and arch dam comprehensive method test Safety Assessment system is established；It is calculated using catastrophe progression method Arch dam safety is always mutated value of series under different over-loading coefficients in comprehensive method test, draws total mutation value of series and over-loading coefficient relationship Curve graph obtains induced joint comprehensive method test safety coefficient according to the inflection point of total mutation series and over-loading coefficient relation curve, entirely The monolithic stability safety of arch dam engineering is evaluated in face, provides important ginseng for design and construction, consolidation process, the longtime running etc. of engineering It examines.
Beneficial effect
Compared with the prior art, the present invention has the advantages that
1. the present invention calculates the confidence level of deformation measurement data using unascertained filtering method, according to confidence level and over-loading coefficient Relation curve analysis it is found that being gradually increased with over-loading coefficient, the aggregation that confidence level variation shows three phases becomes Law, just splits, there are certain corresponding relationships for three stage destructive process of large deformation and limit unstability with model test, is first It splits, large deformation and the data exception identification of limit unstability provide the method and foundation of science.
2. the present invention establishes the induced joint synthesis based on catastrophe progression method also in terms of final Safety Assessment method Test Safety Assessment system.It calculates comprehensive method test using catastrophe progression method respectively to overload total mutation value of series in stage, as a result Show: total mutation value of series is gradually reduced with the increase of over-loading coefficient, and characterization arch dam gradually becomes with over-loading coefficient increase Induced joint synthesis can be obtained according to the inflection point of total mutation series and over-loading coefficient relation curve in the destructive process of unstability Test safety coefficient.
Detailed description of the invention
Fig. 1 is representative point displacement-over-loading coefficient relation curve of the present invention；
Fig. 2 is arch dam comprehensive method test Safety Assessment system in the present invention；
Fig. 3 is all kinds of temperature analogous material τ m~T relationship curves in the embodiment of the present invention；
Fig. 4 is the measuring point value arrangement map of Jinping I Arch Dam model dam deformation in the embodiment of the present invention；
Fig. 5 is the measuring point value arrangement map of Jinping I Arch Dam model dam body strain in the embodiment of the present invention；
Fig. 6 is model dam body upstream loading system hierarchical block figure in the embodiment of the present invention；
Fig. 7 is dam body typical case monitoring point confidence level and over-loading coefficient relation curve (right bank arch abutment) in the embodiment of the present invention；
Fig. 8 is dam body typical case monitoring point confidence level and over-loading coefficient relation curve (left bank arch abutment) in the embodiment of the present invention；
Fig. 9 is dam body typical case monitoring point confidence level and over-loading coefficient relation curve (arch crown) in the embodiment of the present invention；
Figure 10 be dam abutment typical case monitoring point confidence level and over-loading coefficient relation curve in the embodiment of the present invention (along river to)；
Figure 11 is dam abutment typical case monitoring point confidence level and over-loading coefficient relation curve in the embodiment of the present invention (Yokogawa to)；
Figure 12 is that arch dam is always mutated value of series and over-loading coefficient relation curve in the embodiment of the present invention.
Specific embodiment
Following will be combined with the drawings in the embodiments of the present invention, and technical solution in the embodiment of the present invention carries out clear, complete Site preparation description；Obviously, described embodiments are only a part of the embodiments of the present invention, instead of all the embodiments, is based on Embodiment in the present invention, it is obtained by those of ordinary skill in the art without making creative efforts every other Embodiment shall fall within the protection scope of the present invention.
By taking Jinping I induced joint as an example
Base regime overview
Jinping Hydroelectric Power Station is located in autonomous prefecture, Liangshan of Sichuan Province Yi nationality, distributed over Yunnan, Sichuan and Guizhou Yanyuan County and wood in border of the county, is Yalongjiang River mainstream On important step hydropower station, concrete hyperboloid arched dam maximum height of dam 305m is the first in the world induced joint built at present, electricity Stand total installed capacity 3600MW, and the main task after hinge is built up is power generation.Induced joint Dam Site complex geologic conditions, there are tomography, All kinds of weak structural faces such as alteration vein, interlayer compressive zone, joint fissure and Deep Fractures, dam abutment Dam Foundation Rock heterogeneity, Non-linear, noncontinuity and anisotropy are prominent, and Dam Site river is straight, N25 ° of E of river direction, and river valley is typical deep Cut " V " type valley, relative relief 1500m~1700m.Left bank is reversed slope, is above sand slate, and lower is griotte；Right bank is suitable Xiang Po is all griotte, lower steep slow.Arch Dam Abutment rock mass is influenced strongly by geological structure, and tomography, interlayer squeeze in rock mass The development such as disturbed belt, joint fissure is pressed, the monolithic stability of dam and ground is produced bigger effect.It is affected to dam stabilization Geological structure such as left bank tomography f5, f2, f8, f42-9, f9, F1, compressive zone g, lamprophyre veins X, Deep Fractures；Right bank tomography F13, f14, f18, greenschist lenticular body, nearly SN is to steep dip crack etc..To make dam body reach good stress, meeting skewback Against Sliding Stability and stabilization etc. require, take a large amount of reinforcement measure in engineering, such as to the tomography of the dam abutment dam foundation, be crushed Band plugged using dam abutment base, concrete grid hole change, cutting displacement, power transmission hole, consolidation grouting etc..After reinforcing, dam abutment it is whole How the consolidation effect of body stability and the dam abutment dam foundation is the major issue being concerned about in engineering.
After analyzing consolidation process, the overall stability and safety of arch dam and the dam abutment dam foundation evaluate consolidation effect, this Research is studied using three-dimensional geological mechanical model comprehensive method test, disconnected to Dam Site landform, geological conditions, including rock mass The main geologics defects such as layer, X lamprophyre veins, crack and Reinforcing Schemes are simulated, and catching influences the main of dam safety Factor is developed and the temperature analogous material of silk screen engineering geological condition is suitble to carry out according to Mechanics Parameters of Rock Mass and structural plane parameter Simulation carries out failure test research using the synthesis that margin of safety and overload combine, analyzes dam body and foundation deformation feature, Dam abutment, the destructive process of dam foundation unstability, form and mechanism are inquired into, determines dam abutment comprehensive stability degree of safety, the evaluation dam abutment dam foundation adds Gu the safety for the treatment of effect and current embodiment provides important evidence for the design and construction of engineering.
Modelling
1) model geometric is selected than ruler CL, determine simulation context and other similarity factors: according to the model theory of similarity, Need to meet following similarity relation: Cγ=1, Cε=1, Cf=1, Cμ=1, Cσ=CεCE, Cσ=CE=CL, Wherein, CE, Cγ, CL, CσAnd CFRespectively deformation modulus ratio, volume to weight ratio, geometric proportion, stress when concentrated force ratio；Cμ, CεAnd CfPoint It Wei not Poisson's ratio, strain and coefficient of friction ratio.It is practical in conjunction with Jinping I Arch Dam engineering, select geometric proportion CLIt is 300, volume to weight ratio CγIt is 1.0；It is analyzed, is determined according to combined factors such as the main geologic construction feature of Jinping I induced joint, experimental study contents The simulation context of model are as follows: 1. Yokogawa is to boundary: at crown arch abutment, the range greater than 1 times of height of dam is taken outward, while left bank Tomography f2、f5And lamprophyre veins X, right bank tomography f13、f14、f18It is past including in a model, taking 550m from arch dam center line toward right bank Left bank takes 650m, overall width 1200m.2. along river to boundary: upstream boundary is 210m with a distance from arch crown upstream face；Downstream side Boundary is 990m with a distance from arch crown upstream face, and suitable river is 1200m to total length is simulated.3. dam bottom and dam crest boundary: dam foundation simulation To 1350m elevation, depth 230m is greater than 2/3 height of dam；To 2200m elevation, simulating total height is for simulation at the top of the massif of two sides 850m.To sum up, modeling range is (along the river to × Yokogawa to × height) 1200m × 1200m × 850m, corresponding model size For 4m × 4m × 2.83m (along river to × laterally × height).
2) the model physical and mechanical parameter of dam body, all kinds of rock mass and structural plane is calculated: according to similarity relation and prototype parameter The physical and mechanical parameter being calculated is as shown in table 2,
2 prototype of table and cast material main physico-mechanical parameter list
Note: subscript m indicates that scale model, p indicate master mould in table.
3) model is generally changed: generally being changed to geology truncation figure, drawing in side sectional elevation, the profilograph etc. in engineering.
Cast material preparation
1) development for carrying out all kinds of strata model materials is developed corresponding according to the physical and mechanical parameter of all kinds of rock mass materials Cast material, use based on blanc fixe, machine oil (No. 32 hydraulic engine oils) be cementing agent and add additive, match by difference Mixture is made in composition and division in a proportion, then is pressed into 10cm × 10cm × (5~7) cm (length × width × height) with the semi-automatic molding press of BY-100 Block materials are spare.
2) development of each main weak structural face temperature analogous material: in test, to the main geologic for influencing abutment stability Construction is simulated, and such as left bank tomography f2, f5, f42-9, F1, lamprophyre veins X, interlayer squeezes disturbed belt, Deep Fractures and joint Crack, right bank tomography f13, f14, f18, greenschist lenticular body etc..The strong simulation of heating drop is wherein carried out using temperature analogous material Structural plane mainly have left bank tomography f2, f5, lamprophyre veins X, right bank tomography f13, f14, f18.According to 2 parameter of table, alternating temperature phase It is developed respectively like material by tomography fi and compressive zone, two class of lamprophyre veins X, the shearing resistance that alternating temperature process shearing test obtains Relation curve between disconnected intensity τ, f, c and temperature T is as shown in Figure 3.
3) development and production of model dam body materials selects blanc fixe (partial size≤200 mesh)+gypsum+water according to certain Proportion is mixed, and material mixture ratio is selected by the testing of materials for pouring a collection of cylinder test specimen.The cylinder test specimen poured, root According to arch dam dam body figure, make wooden model, the dosage of a variety of materials determined by computation model dam body volume, weigh up it is spare, then First blanc fixe and gypsum are sufficiently mixed uniformly, then added water in mixture, after being quickly sufficiently stirred, pours into mold Molding, after 1~2 day, can demould to its hardening, dam base is then placed in ventilation, spare to its natural air drying.
The production of model
1) production of model slot and unwrapping wire: pouring the model slot that can satisfy modeling range with concrete material, The reaction frame loaded simultaneously with channel steel in model slot upstream end production jack；Before model masonry, first according to model lowest part Geology truncation figure, boundary geologic cross section figure etc. model slot basis and up and down surrounding determines each rock stratum, each Structural plane and model slot intersection location, and determine arch dam center line, each position of the control lines such as hatching on model slot in length and breadth The position set, and there is the chalk of different colours to draw each lines.
2) masonry for carrying out model, the method progress model masonry above-mentioned according to disclosed in this patent, using geology truncation Figure, geologic cross section, geology vertical section 3 D stereo cross-over control are built.Each primary structure face mould intend its spatial position, Geologic elements and the mechanics parameters such as trend, tendency fill out method and temperature analogous material is simulated using applying.It is required in conjunction with molding quasi- The sequencing of model masonry is made, especially at the more complicated position of geological structure, needs the work of certain model construction Sequence organization chart, it is ensured that avoid unnecessary in building process collapsing and repeat process.Meanwhile structural plane installation temperature elevation system and Temperature monitoring system will fully consider the cross-operation for walking sequence with molding, reserve excavation groove for the extraction of conducting wire, avoid There is short circuit phenomenon.
Measurement system arrangement and installation
1) arch dam dam body and dam abutment Dam Foundation Rock surface deflection measure: dam deformation measures the ▽ in dam body downstream face The typical elevation arrangements of 1880m, ▽ 1830m, ▽ 1750m, ▽ 1670m, ▽ 1620m etc. 5 13 two-way or three-dimensional displacement surveys Point, test radial direction, tangential and vertical deflection, arrange 28 displacement meters altogether respectively, are monitored and are conjugated with SP-10A type digital indicator, The measuring point value arrangement map of dam deformation is as shown in Figure 4.
Two dam abutments of left and right and the displacement of drag body surface face measure mainly in typical elevation and structural plane exposure location arrangements Measuring point, each two-way measurement of measuring point, obtain the suitable river of each measuring point to and Yokogawa to displacement situation, in dam abutment and river in this model Bed surface is total to layout surface and conjugates measuring point 56, and wherein left bank arranges that 33 measuring points, right bank arrange 23 measuring points, altogether mounting surface It displacement meter 112, is monitored and is conjugated with SP-10A type digital indicator.
2) dam body strain measurement: dam body strain measurement is in arch dam downstream face ▽ 1880m, ▽ 1830m, ▽ 1750m, ▽ The arch crown and arch abutment of the typical elevations of 1670m, ▽ 1620m etc. 5 arrange 15 strain measuring points, each measuring point in horizontal direction, vertically And 45 ° to sticking three resistance strain gages, carries out strain measurement, the survey of dam body strain with UCAM-70A universal digital test device Point layout drawing is as shown in Figure 5.
Model loading system arrangement and installation
The load of modeling is water pressure+silt pressure+self weight of normal pool level.Loading system is in dam body upstream Face hierarchical block arranges that hydraulic jack loading system simulates water sand load.According to Jinping I induced joint dam body water sand load point The combined factors such as cloth form, load, height of dam and jack specification and oil pressure power output consider, load is divided into along height of dam direction 5 layers, every layer of jack by identical oil pressure pressurizes.Further according to each layer load, arch arc length and very heavy ejecting force into Row piecemeal, and using the center of gravity of every piece of load as the position of jack.Full dam is divided into 24 pieces, respectively by 24 different tonnages Hydraulic jack load, and with VIII type of WY-300/, 8 channel automatic control oil pressure stable-pressure device pressure supply.Model dam body upstream loading system Hierarchical block photo is as shown in Figure 6.
Simulation test procedure
Three-dimensional geological mechanical model synthesis failure test has been carried out to the Jinping I induced joint under the conditions of consolidated subsoil, When test, precompressed is carried out to model first, one times of normal load is then loaded onto, carries out dropping strong step-by-step test on this basis, The Shear in the primary structures face such as f2, f5, left bank lamprophyre veins X, f13, f14, f18 is strong i.e. in heating reduction dam abutment Dam Foundation Rock Degree, temperature-rise period are divided into six grades, rise to T6 by T1, and maximum temperature rises to 50 DEG C, and the Shear in above-mentioned primary structure face is strong at this time Degree reduces about 30%.Under the conditions of the intensive parameter after keeping reducing, then overload step-by-step test is carried out, upstream water ballast(ing) is classified It overloading, overload overloads by the step-length of 0.2P0~0.3P0 (P0 is the water ballast(ing) under nominal situation), as Kp=7.6P0, There is the trend of overall collapse in arch dam and ground, and test terminates.During the test, dam body under loads at different levels, dam abutment rock are observed The displacement of weak structural face and the destruction situation of rock mass inside body and drag body, obtain dam deformation by test and answer Change, dam abutment drag body surface deflection, inside dam abutment weak structural face the distribution of Relative Displacement and Change and Development process and dam with The destructive process and damage -form of ground.
Test result analysis
1) deformation measurement data spatial abnormal feature feature: comprehensively consider and become in Jinping I induced joint geomechanical model test Shape monitoring data feature, using unascertained filtering method to dam deformation, dam abutment surface deflection, structural plane Relative Displacement monitoring number According to carrying out Analysis on confidence, thus judge each data of monitoring point it is first split, the exception of large deformation and limit unstability, each test step stream Journey timetable is as shown in table 3.
The test of 3 unascertained filtering method of table walks process timetable
The distribution characteristics of dam body data exception:
By unascertained filtering method be calculated dam body typical case monitoring point confidence level and over-loading coefficient relation curve such as Fig. 7~ Shown in Fig. 9.According to confidence level with the development and change process of over-loading coefficient, work as KpWhen=1.0~2.0, the confidence level of each monitoring point It is reduced to 0.2~0.5, this is because dam surface monitoring point deformation variable quantity is larger when overloading and dropping the strong incipient stage, The confidence level of each measuring point reduces, and illustrates that dam surface occurs just splitting exception.With the increase of over-loading coefficient, each measuring point can Reliability is gradually increased to 0.8 or so, works as KpWhen=3.0~4.0, each measuring point confidence level starts to be reduced to 0.6 or so, illustrates this When each monitoring point of dam surface produce large deformation, belong to large deformation exception.The confidence level of each monitoring point is and gradually later 0.8 or so is increased to, K is worked aspWhen=4.3, left and right arch abutment major part measuring point confidence level starts to reduce, and works as KpWhen=5.0, dam body is each Monitoring point confidence level be reduced to 0.5 hereinafter, explanation at this time dam body be in limit instability status.
The distribution characteristics of dam abutment data exception: dam abutment typical case monitoring point confidence level and over-loading coefficient relation curve such as Figure 10~ Shown in Figure 11, according to confidence level with over-loading coefficient development and change process, work as KpWhen=1.0~1.3, most of monitoring point confidence level 0.3~0.6 is dropped to, this is because dam abutment surface monitoring point deformation variable quantity is larger when overloading and dropping the strong incipient stage, The confidence level of each measuring point reduces, and illustrates that dam abutment surface occurs just splitting exception.With the increase of over-loading coefficient, each monitoring point can Reliability is gradually increased to 0.8, works as KpWhen=3.0~4.0, the confidence level of each monitoring point starts to be reduced to 0.6 or so, illustrates this When each monitoring point of dam abutment produce large deformation, belong to large deformation exception.The confidence level of most of monitoring point gradually increases again later Greatly to about 0.8, work as KpWhen=4.6, each measuring point confidence level of dam abutment starts downward trend occur, works as KpWhen=5.0, dam abutment is respectively supervised The confidence level of measuring point be reduced to 0.5 hereinafter, explanation at this time dam body be in limit instability status.
Data exception overall distribution feature: according to the credible of dam deformation, dam abutment surface deflection and structural plane Relative Displacement The relation curve analysis of degree and over-loading coefficient is known:
A. monitoring data exception overall distribution: in KpBefore=1.3~2.0, most of monitoring point confidence level drops to 0.3 ~0.8, these exceptions be not due to observation mistake cause, this is because model overload and structural plane drop pretend use under, big portion Point data of monitoring point, which produces, just to be split, and confidence level reduction is resulted in.With the increase of over-loading coefficient, each monitoring point confidence level is gradually 0.7~1.0 is increased to, K is worked aspWhen=3.0~4.3, the confidence level of most of measuring point starts to be reduced to 0.6~0.8 or so, explanation Each monitoring point produces large deformation at this time, belongs to large deformation exception.The confidence level of most of monitoring point is gradually increased again later To about 0.8~1.0, work as KpWhen=5.0~5.5, each measuring point confidence level is reduced to 0.5 or so, illustrates arch dam at this time and ground In overall collapse state.Therefore, being gradually increased with over-loading coefficient, dam body, dam abutment and each monitoring point confidence level of structural plane Variation shows the aggregation changing rules of three phases, with just split in model test, three stages of large deformation and limit unstability There are certain corresponding relationships for process.
B. when model generate just split when, dam body, dam abutment surface measuring point confidence level first reduce, structural plane takes second place, this be because For under outer load action, the response of dam body and dam abutment surface deflection is more sensitive and obvious.
C. when model is in large deformation state, dam body, dam abutment surface measuring point confidence level reduce first, structural plane time It, it is identical as first fission law, it reflects in induced joint geomechanics model destructive process from surface breakdown to internal sabotage Changing rule, at this time corresponding over-loading coefficient be large deformation safety coefficient, can be used as arch dam comprehensive method test degree of safety and comment The foundation of valence.
When model is in limit instability status, that is, work as KpWhen=5.0~5.5, the measuring point of dam body, dam abutment and structural plane can Reliability is reduced to 0.5 or so, illustrates that arch dam at this time and ground are in overall collapse state.
Arch dam safety evaluation
1. the selection and standardization of bottom evaluation index: in geomechanical model test, arch dam comprehensive method test Safety Assessment system is built upon on the basis of each region (dam body, dam abutment and structural plane) field monitoring data, and synthesis is examined Consider instrumented site, the monitoring point distributed number situation of each control section, in this example, Jinping I Arch Dam model test is respectively commented The number of control points of valence index is as follows: dam abutment surface is along river to monitoring point 28, and dam abutment surface Yokogawa is to monitoring point 28, dam body Displacement monitoring point 19, dam body strain monitoring point 30, structural plane Relative Displacement monitoring point 36.Take dam work common sense, expert The methods of experience, unascertained filtering method carry out comprehensive analysis to the measured value of consecutive points, determine that the large deformation in each overload stage is abnormal Rate.
The large deformation abnormal rate value of each evaluation index of Jinping I induced joint in each overload stage is shown in Table 4, by this hair Bright disclosed corresponding theory is standardized each evaluation index value, and each evaluation index standardization the results are shown in Table 5 institutes Show.
The large deformation abnormal rate table of 4 each evaluation index of Jinping I induced joint of table
Tables of data after the large deformation abnormal rate standardization of 5 evaluation index of table
2. respectively the mutation series in overload stage calculates:
With over-loading coefficient KpFor the arch dam stable state in=3.3 stages, steps are as follows for the always calculating of mutation series:
XA1=0.431/2=0.65
XA2=0.681/3=0.88
XDam abutment surface deflection=average { XA1, XA2}=0.77
XB1=0.841/2=0.92
XB2=0.871/3=0.95
XDam deformation=average { XB1, XB2}=0.94
XC1=0.811/2=0.90
XStructural plane Relative Displacement=0.90
XA=XDam abutment surface deflection=0.771/2=0.88
XB=XDam deformation=0.941/3=0.98
XC=XStructural plane Relative Displacement=0.901/4=0.97
XDeformation=min { XA, XB, XC}=min { 0.88,0.98,0.97 }=0.88
Therefore, as over-loading coefficient KpWhen=3.3, total mutation value of series of the safety and stability state of arch dam is 0.88.
Similarly, the arch dam safety for calculating comprehensive method test difference over-loading coefficient is always mutated value of series, and total series that is mutated calculates Achievement is shown in Table 6.In order to more intuitive, the analysis result of table 6 is graphically illustrated as shown in figure 12.
Table 6 is always mutated series calculated result
3. Safety Assessment:
Total mutation value of series is gradually reduced with the increase of over-loading coefficient.In model test, work as KpWhen=3.8, mould Two dam abutment cracks of type increased significantly, and dam heel cracking cracking is obvious, left and right perforation, most of deformation monitoring curve occur fluctuating or Inflection point illustrates that apparent destruction unstability feature occurs in model at this time, that is, enters the large deformation unstable failure stage.At this point, total There is inflection point in mutation series and over-loading coefficient relation curve, and characterization arch dam gradually tends to the broken of unstability with over-loading coefficient increase Bad process, according to the inflection point of total mutation series and over-loading coefficient relation curve, can obtain induced joint comprehensive method test is safely Number: strong COEFFICIENT K dropss=1.3, over-loading coefficient Kp=3.8, then the large deformation safety coefficient of model test is represented by
Kc=Ks×Kp=1.3 × 3.8=4.94
By objective appraisal method and documents 1 quantitative disclosed in this patent, (paper title: geomechanics model is tried The displacement information monitoring tested and its application in engineering, source of paper: " Sichuan University's journal (engineering science version) ") it carries out Comparison is it is found that documents 1 pass through the qualitatively inflection point of judgement deflection curve, the safety coefficient reversely obtained are as follows: the strong system of drop Number is K 'S=1.3, over-loading coefficient when large deformation occurs for arch dam and ground is K 'P=4.0~4.6 (see each typical deflection curve Shown on characteristic point), then reinforce after Jinping I Arch Dam and ground monolithic stability comprehensive method test degree of safety KCS=K 'S× K’P=5.2~6.0.The two result is almost the same, is closer to, but this method is a more objective appraisal method, as a result It is more excellent.
Final evaluation
Pass through the synthesis of each test result (including deflection curve, strain curve, the strong coefficient of drop, destroying condition) of previous step Analysis, the monolithic stability safety of thoroughly evaluating arch dam engineering mention for design and construction, consolidation process, the longtime running etc. of engineering For important references.Jinping Arch Dam uses the consolidation process side based on dam abutment base, concrete grid displacement hole plug, cutting displacement Case plays good consolidation effect to the dam abutment dam foundation, improves the stress and deformation characteristic of arch dam and ground, hence it is evident that improve The symmetry of displacement improves the bearing capacity of arch dam and dam abutment, increases the global safety factor of dam and ground.The dam foundation exists After consolidation process, test result further discloses the tomography f that two arch abutments are nearby developed42-9、f13、f18Equal structural planes are still influence dam The stable weak part of shoulder suitably expands process range, reinforces degree for the treatment of such as on the basis of existing Reinforcement Measures, In conjunction with measures such as concrete replacement, prestress anchorage cable, consolidation groutings, it can further improve the work condition of dam abutment drag body, Improve the overall stability of arch dam and ground.

Claims (7)

1. a kind of arch dam safety evaluation method based on geomechanics model comprehensive method test, it is characterised in that: including walking as follows It is rapid:
S1. according to the data of detection, comprehensive method test Safety Assessment index system is established；
S2. the catastrophic model of construction arch dam safety evaluation；
S3. each bottom index of comprehensive method test is standardized, and is converted into nondimensional data between 0~1；
S4. mutation series is carried out using normalizing formula to calculate, find out total mutation value of series of destination layer；
S5. S1-S4 step is repeated, arch dam safety under different over-loading coefficients is calculated separately out in comprehensive method test and is always mutated series Value, and always mutation value of series and over-loading coefficient graph of relation are drawn, according to total mutation series and over-loading coefficient relation curve Inflection point obtains induced joint comprehensive method test safety coefficient；
S6. the monolithic stability safety of arch dam engineering is amid all these factors evaluated.
2. a kind of arch dam safety evaluation method based on geomechanics model comprehensive method test according to claim 1, Be characterized in that: in the S1, the detection method of data includes:
S11. modelling；Model geometric is selected than ruler CLAnd determine that simulation context determines similar pass by the model theory of similarity It is formula, according to rock mass, structural plane, dam body, the physical and mechanical parameter of reinforced concrete and similarity relation formula, computation model material Corresponding physical and mechanical parameter, geology truncation figure, drawing in side sectional elevation, the profilograph in engineering are generally changed, design depanning Type；
S12. cast material prepares；It prepares with blanc fixe+paraffin+machine oil+high molecular material jack+polytetrafluoroethylene film Or the model structure face temperature analogous material of the combinations such as polyethylene film or paraffin paper；It prepares with blanc fixe+paraffin+machine oil The dam abutment Dam Foundation Rock cast material of the combinations such as+cement, and it is spare to be pressed into small blocks；
S13. modelling；According to model geometric than ruler CLAnd determine that the specific size of simulation context makes model slot, then basis The geology truncation figure of model lowest part, boundary geologic cross section figure model slot basis and up and down surrounding is determined respectively Rock stratum, each structural plane and model slot intersection location, and determine arch dam center line, each position of the hatching on model slot in length and breadth Then the position set, and have the chalk of different colours to draw each lines is built using the method and small blocks that 3 D stereo intersects The masonry of technology progress model；
S14., measuring system is installed；
S15., model loading system is installed；
S16. model test is carried out；Model test is carried out using the synthesis for dropping strong method and overload method is integrated.
3. a kind of arch dam safety evaluation method based on geomechanics model comprehensive method test according to claim 1 or 2, It is characterized by: in the S1, based on the large deformation intensity of anomaly of dam body, dam abutment and structure, to the whole steady of arch dam Dingan County's whole step carries out overall merit, and important evaluation index is placed on front, and secondary index is put behind, and establishes comprehensive method test safety Spend assessment indicator system.
4. a kind of arch dam safety evaluation method based on geomechanics model comprehensive method test according to claim 1, Be characterized in that: in the S2, in the catastrophic model from middle layer to destination layer, catastrophic model is dove-tail form；From the bottom to In the catastrophic model of middle layer, catastrophic model is cusp form；Structural plane Relative Displacement has 1 bottom index, catastrophic model For folded form.
5. a kind of arch dam safety evaluation method based on geomechanics model comprehensive method test according to claim 1, Be characterized in that: in the S3, the standardization calculation formula is as follows:
X in formulamaxAnd xminRespectively represent the maximum value and minimum value of evaluation index.
6. a kind of arch dam safety evaluation method based on geomechanics model comprehensive method test according to claim 4, It is characterized in that: in the S4,
Cusp form model, the decomposition expression formula of bifurcation set equation:
Wherein xu,xvIt is the x value of corresponding u and v.As x=1, then u=-6, v=8, therefore state variable x can be obtained and control becomes Amount u, v value range be | x | ∈ [0,1], | u | ∈ [0,6], | v | ∈ [0,8].Control variable and state are become in order to reach The value range of amount is uniformly controlled in 0~1 section, u value range need to be reduced to 6 times, v value range reduces 8 times, thus It obtains it and normalizes formula are as follows:
Similarly, the normalization formula of fold catastrophe model are as follows:
The normalization formula of swallowtail catastrophe model are as follows:
Wherein, the u > v > w of variable relative importance is controlled.
7. a kind of arch dam safety evaluation method based on geomechanics model comprehensive method test according to claim 1, It is characterized in that: in the S6, according to the time of induced joint geomechanics model comprehensive method test deformation measurement data and space Distribution characteristics, based on three position distortions monitoring data of dam abutment, dam body and structural plane, to the relatively heavy of each evaluation index The property wanted is sorted, and arch dam comprehensive method test Safety Assessment system is established；Synthesis examination is calculated using catastrophe progression method It tests arch dam safety under different over-loading coefficients and is always mutated value of series, draw total mutation value of series and over-loading coefficient graph of relation, Induced joint comprehensive method test safety coefficient, thoroughly evaluating arch are obtained according to the inflection point of total mutation series and over-loading coefficient relation curve The monolithic stability safety of dam engineering provides important references for design and construction, consolidation process, the longtime running etc. of engineering.
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