CN105544578A - Method for determining construction and curing methods for mass concrete structures - Google Patents
Method for determining construction and curing methods for mass concrete structures Download PDFInfo
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- CN105544578A CN105544578A CN201510956216.XA CN201510956216A CN105544578A CN 105544578 A CN105544578 A CN 105544578A CN 201510956216 A CN201510956216 A CN 201510956216A CN 105544578 A CN105544578 A CN 105544578A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D27/00—Foundations as substructures
- E02D27/01—Flat foundations
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D15/00—Handling building or like materials for hydraulic engineering or foundations
- E02D15/02—Handling of bulk concrete specially for foundation or hydraulic engineering purposes
Abstract
The invention provides a method for determining construction and curing methods for mass concrete structures. The method includes the steps that the structure temperature field computational analysis is performed on the mass concrete structures, and a thermal model is transformed to a structural model according to an analysis result so as to perform temperature stress field analysis to obtain a structure temperature stress field; structure temperature stress is compared with allowed tensile strength of concrete in the corresponding age, and a specific curing mode and corresponding technical indexes or an optimal structure form are adjusted and determined according to a comparison result; temperature control monitoring indexes of concrete curing are determined according to the corresponding temperature states of the structure temperature stress field; and a specific implementation mode of structure crack resistance and a concrete construction and curing monitoring scheme are determined according to the temperature stress states. By means of the method for determining the construction and curing methods for the mass concrete structures, the specific cutting mode, technical indexes and monitoring indexes can be determined according to the specific actual conditions of mass concrete structure pouring, the construction quality of the concrete structures are effectively guaranteed, and the risks of concrete cracking are greatly prevented.
Description
Technical field
The present invention relates to technical field of civil engineering, particularly relate to a kind of method determining large volume concrete structural construction and maintenance method.
Background technology
Concrete construction quality requires with structure use of close concern to each other, concrete construction quality was required that strict construction of structures carried out repeatedly pouring construction by the method reducing to build the scale of construction usually in the past, as the reactor building shielding construction raft foundation of the M310 nuclear power heap-type that China introduces from France, past always take layering and segmentation build pattern, nowadays, along with Construction of Nuclear Electricity is flourish, reduce the raising of the needs of construction duration and existing construction ability, the concrete monobloc cast construction of the large scale of construction is imperative.Obviously, ensureing under the prerequisite that construction quality meets design requirement, implement monobloc cast construction can save construction material and manpower, the contribution of saving duration huge, be conducive to on-the-spot civilized construction, simultaneously can also the duration saved for avoiding winter construction, reducing difficulty of construction, again can proper extension curing time, ensure construction quality.
Regulation in " mass concrete construction specification " (GB50496-2009) (being all referred to as below " large volume specification ") of China: concrete structure entity minimum geometries is not less than the large scale of construction concrete of 1m, or the expectation variations in temperature that can cause because of cementitious material aquation in concrete and contraction and the concrete that causes harmful cracks to produce, be called concrete in mass.Obviously, important construction of structures is affected for distress in concrete, the generation eliminating or reduce concrete harmful cracks must be considered in its building course.
Such as, the build guality of the large volume concrete structural such as nuclear power plant reactor factory building shielding construction affects national economy.Be built in coastal area is vulnerable to sea water intrusion to such building more on the one hand, is also prevent nuclear leakage on the other hand, this special durability and sealing performance requirement, makes its build guality especially strict, does not objectively allow harmful cracks to produce.But nuclear power plant reactor mill construction safe design benchmark is high, and concrete strength used is high, gel material content is large, and the heat of hydration is large, and the monobloc cast concrete scale of construction is large, and the impact that concrete is subject to thermal stresses is more easily ftractureed.Adopt both at home and abroad the form of construction work that layer and section small volume is repeatedly built, long construction period and all unavoidably occurred comparatively multiple cracking always, and process crack certain influence be also result in construction speed.Sharply expand and reduce along with nuclear power market the obvious advantageous effect that construction layer hop count shortens the overall duration, implement multi-section multi-layer merge into Integratively build time, can thermal cracking be effectively controlled is the large important technology difficult problem needing to solve.
Concrete construction crack Producing reason is many-sided, concludes types of fractures and mainly contains: shrinkage crack, soundness crack, temperature difference crack.The main cause that crack produces is concrete contraction, soundness and the construction heat of hydration and the temperature difference that causes.For shrinkage crack, its immediate cause produced is the concrete ultimate tensile strength that the shrinkage stress produced due to shrinkage strain exceedes at that time; The immediate cause that soundness crack produces is that cement stability is defective; The immediate cause that temperature difference crack produces is concrete inside and outside temperature difference generation thermal stresses, and when thermal stresses exceedes concrete ultimate tensile strength at that time, crack also just produces.Analyze from Causes of Cracking, chemical shrinkage crack and soundness crack are mainly still realized by raw-material control, and temperature shrinkage fracture and temperature difference crack are not only the problem of material, also be the problem of structure simultaneously, therefore need to find the basic reason in the above-mentioned crack of solution (such as from design, rational layering and segmentation, reasonably concrete in mass sliding layer etc. is set) and take precautions against crack from the aspect of construction and produce (such as, the working measures such as cracking resistance reinforcing bar are set, carry out construction monitoring strick precaution etc.).
In view of this, for large volume concrete structural, the main or thermal (temperature difference) stress of cracking initiation and shrinkage stress comprehensive.Wherein, thermal (temperature difference) stress forms the main cause in structural crack often, therefore the key point of thermal (temperature difference) stress also casting of concrete in mass construction control just.Strict concrete in mass is required for structural crackss such as nuclear power stations, its thermal (temperature difference) stress needs to seek better form of structure, better maintenance method and the stress level of the control concrete structures such as the cracking resistance precautionary measures of better constructing by computational analysis of optimizing structure, thus avoids the generation of harmful cracks.
For large volume concrete structural form, the technical measures reducing mass concrete external constraint should be adopted in clear stipulaties design in above-mentioned " large volume specification ", and suggestion is when concrete in mass is placed on rock type ground, sliding layer should be set on concrete cushion, how quantitatively but have no way of learning as slip ability; In addition, concrete requirement is not provided for mass concrete construction maintenance method, just proposes construction monitoring temperature control index: water that building body temperature rise value on molding temperature basis should not be greater than 50 DEG C, the inner table temperature difference should not be greater than 25 DEG C, rate of temperature fall should not be greater than 2.0 DEG C/d, build surface and circumstance of temperature difference should not be greater than 20 DEG C yet.
The general control criterion that above-mentioned suggestion and value are just recommended, the feature of obvious shortage concrete engineering, for the concrete in mass of entity structure, the sliding layer of what ability is set, takes which type of temperature control measures not pointed and strictly scientific, thus certain risk is existed to the concrete in mass maintenance of being strict with Concrete construction crack control.
It can thus be appreciated that, generally all carry out computational analysis according to general empirical theory in prior art, thus determine the maintenance technology indexs such as insulation layer material and corresponding thickness, and determine maintenance technology measure further, the temperature monitoring simultaneously recommended in conjunction with " large volume specification " in work progress is to realize the construction and maintenance of concrete in mass.Said method advantage is simple to operation, not high to the technical requirements of engineering staff, but its shortcoming also clearly, the following several aspect of main manifestations: first the determination of maintenance technology index and measure is empirical in the majority, maintenance technology Indexes Comparison is single, lack the individual difference of entity project, have the maintenance method of distinctiveness to have no way of obtaining; Secondly, monitor control index is empirical is main, lacks specific aim, cannot embody the otherness of concrete engineering; Again, have no idea to provide concrete Quantitative design to the constraint of structure; In addition, the geometry pattern of monobloc cast structure cannot be considered the impact of construction temperature stress, and concrete construction quality is difficult to ensure, concrete structure still exists the risk of cracking.
Summary of the invention
In view of this, the invention provides a kind of method determining large volume concrete structural construction and maintenance method, thus the concrete actual conditions can built according to large volume concrete structural, determine concrete maintenance method, technical indicator and monitor control index, effectively ensure the construction quality of concrete structure, greatly avoid the risk of concrete cracking.
Technical scheme of the present invention is specifically achieved in that
Determine a method for large volume concrete structural construction and maintenance method, the method comprises step as described below:
A, to be analyzed or need to optimize the large volume concrete structural of geometry and carry out the computational analysis of structure temperature field, obtain analysis result, and according to analysis result, thermal model is converted into structural model and carries out thermal stresses field analysis, obtain structure temperature stress field;
B, structure temperature stress to be contrasted with the permission tensile strength of corresponding age concrete, according to comparing result adjustment with determine the technical indicator of concrete maintenance method and correspondence or pattern of optimizing structure;
C, the state of temperature corresponding according to determined structure temperature stress field, determine the Temperature-control Monitoring index of concrete curing, and according to thermal stresses state, determine detailed description of the invention and the concrete construction maintenance monitoring scheme of structure cracking resistance.
Preferably, for needing a point two-layer large volume concrete structural of building, described steps A comprises step as described below:
The thermal field of the concrete structure that A1, analysis first floor are built obtains the first analysis result;
A2, according to the first analysis result, thermal model is converted into the thermal stresses field analysis that structural model carries out first floor, obtains the second analysis result;
Carry out the temperature field analysis of bilevel concrete structure based on A3, the concrete structure of building by first floor, obtain the 3rd analysis result;
A4, according to the 3rd analysis result thermal model to be converted into Whole structure model and to carry out thermal stresses field analysis and obtain structure temperature stress.
Preferably, for the large volume concrete structural only needing integral concreting, described steps A comprises step as described below:
The thermal field of the concrete structure of a1, analysis monobloc cast obtains the first analysis result;
A2, according to the first analysis result, thermal model is converted into structural model and carries out integrally-built thermal stresses field analysis, obtain structure temperature stress.
Preferably, for needing point three layers of large volume concrete structural of building, described steps A comprises step as described below:
The thermal field of the concrete structure that b1, analysis first floor are built obtains the first analysis result;
B2, according to the first analysis result, thermal model is converted into structural model and carries out integrally-built thermal stresses field analysis, obtain the second analysis result;
Carry out the temperature field analysis of the concrete structure of first floor and the second layer based on b3, the concrete structure of building by first floor, obtain the 3rd analysis result;
B4, according to the 3rd analysis result, thermal model is converted into Whole structure model and carries out thermal stresses field analysis, obtain the 4th analysis result;
Carry out the temperature field analysis of the concrete structure of the first to third layer based on b5, the concrete structure of building by first, second layer, obtain the 5th analysis result;
B6, according to the 5th analysis result thermal model to be converted into Whole structure model and to carry out thermal stresses field analysis and obtain structure temperature stress.
Preferably, described steps A 1 comprises step as described below:
A11, set up analysis model for finite element according to concrete structure model to be analyzed
A12, the primary condition determining analysis model for finite element and process condition;
A13, use the thermal field of described analysis model for finite element to the concrete structure that first floor is built to analyze, obtain the first analysis result.
Preferably, describedly determine that the primary condition of analysis model for finite element comprises:
Determine the primary condition of carrying out temperature computation; Determine the primary condition of carrying out temperature stress calculation;
According to the performance test results of concrete structure model to be analyzed, concrete material with actually build environment, determine corresponding various model parameter in analysis model for finite element.
Preferably, the primary condition of carrying out temperature computation described in comprises:
The physical characteristic of material, thermal property, initial temperature condition and concrete heat of hydration condition.
Preferably, the primary condition of carrying out temperature stress calculation described in comprises:
The physical characteristic of material, thermal property and physical and mechanical property.
Preferably, described model parameter comprises:
Geometric parameter, physical parameter, thermal parameters, initial environment parameter, heat of hydration parameter, mechanics parameter and maintenance technology parameter.
Preferably, described geometric parameter comprises:
The angle that the planar dimension of concrete structure model to be analyzed, thickness, analysis model for finite element are got and empty size.
Preferably, described physical parameter comprises:
The concrete unit weight of raft foundation concrete density, gallery, the unit weight of sliding layer and the unit weight of basement rock.
Preferably, described thermal parameters comprises: the specific heat of the specific heat of raft foundation concrete specific heat, the raft foundation concrete coefficient of conductivity, the concrete specific heat of gallery, the coefficient of conductivity, sliding layer, the coefficient of conductivity, basement rock and the coefficient of conductivity;
Described initial environment parameter comprises: initial molding temperature, curing time environment temperature and basement rock initial temperature;
Described heat of hydration parameter comprises: concrete mix, concrete aquation pattern and heat of hydration total amount;
Described mechanics parameter comprises: concrete modulus of elasticity, concrete poisson's ratio and concrete cracking resistance condition;
Described maintenance technology parameter comprises: build each surface of interval concrete structure, the thermal transmittance of side successively.
Preferably, the described state of temperature corresponding according to determined structure temperature stress, determine that the Temperature-control Monitoring index of concrete curing comprises:
The state of temperature corresponding according to determined structure temperature stress, analyzes the Calculated Results of Temperature Field of its correspondence, extracts the Temperature-control Monitoring index of maintenance construction.
Preferably, the Temperature-control Monitoring index of described maintenance construction comprises:
The temperature difference and concrete rate of temperature fall is shown in concrete.
As seen from the above technical solution, determine in the method for large volume concrete structural construction and maintenance method of the present invention, can for the concrete structure geometry pattern of large volume concrete structural to be analyzed, edge-restraint condition, other concrete engineering features such as residing environmental aspect and the size of the actual heat of hydration, the change of actual temperature field and the change of stress field at each position of concrete is analyzed by numerical computation method total calculation, thus according to same length of time real material drag performance determine can the Specific construction maintenance technology mode of control structure thermal stresses very well, technical indicator and maintenance monitor control index.In a word, for concrete structure and implementation feature, design and construction maintenance method, maintenance technology index and monitor control index, surmount the restriction of current mass concrete construction specification.
Accompanying drawing explanation
Fig. 1 is the schematic flow sheet of the determination large volume concrete structural construction and maintenance method in the embodiment of the present invention.
Fig. 2 is the schematic diagram of the analysis model for finite element of physical model in the embodiment of the present invention and correspondence thereof.
Fig. 3 is the schematic diagram of the heat of hydration in the embodiment of the present invention, hydration rate curve.
Fig. 4 is the schematic diagram of the analytical characteristic point position in the embodiment of the present invention.
Fig. 5 is the cloud atlas schematic diagram of raft foundation central temperature field in the embodiment of the present invention.
Fig. 6 is the schematic diagram of the thick raft foundation central point position temperature curve in the embodiment of the present invention.
Fig. 7 is the schematic diagram showing difference curve in the concrete in the embodiment of the present invention.
Fig. 8 is the schematic diagram of the concrete upper, middle and lower three layers of rate of temperature fall curve in the embodiment of the present invention.
Fig. 9 is the schematic diagram of the permission resistance to tension curve in the embodiment of the present invention.
Figure 10 is the structure temperature stress calculated in the embodiment of the present invention and the contrast schematic diagram one allowing to control resistance to tension.
Figure 11 is the structure temperature stress calculated in the embodiment of the present invention and the contrast schematic diagram two allowing to control resistance to tension.
Figure 12 is the structure temperature stress calculated in the embodiment of the present invention and the contrast schematic diagram three allowing to control resistance to tension.
Figure 13 is the schematic diagram one of the concrete inner table temperature difference in the embodiment of the present invention.
Figure 14 is the schematic diagram two of the concrete inner table temperature difference in the embodiment of the present invention.
Figure 15 is the schematic diagram one of the concrete rate of temperature fall in the embodiment of the present invention.
Figure 16 is the schematic diagram two of the concrete rate of temperature fall in the embodiment of the present invention.
Detailed description of the invention
For making technical scheme of the present invention and advantage clearly understand, below in conjunction with drawings and the specific embodiments, the present invention is further detailed explanation.
Fig. 1 is the schematic flow sheet of the determination large volume concrete structural construction and maintenance method in the embodiment of the present invention.As shown in Figure 1, the method for the determination large volume concrete structural construction and maintenance method in the embodiment of the present invention comprises:
Step 11, to to be analyzed or need to optimize the large volume concrete structural of geometry and carry out the computational analysis of structure temperature field, obtain analysis result, and according to analysis result, thermal model is converted into structural model and carries out thermal stresses field analysis, obtain structure temperature stress field.
Step 12, contrasts structure temperature stress with the permission tensile strength of corresponding age concrete, adjusts and determine the technical indicator of concrete maintenance method and correspondence or pattern of optimizing structure according to comparing result.
Step 13, the state of temperature corresponding according to determined structure temperature stress field, determines the Temperature-control Monitoring index of concrete curing, and according to thermal stresses state, determines detailed description of the invention and the concrete construction maintenance monitoring scheme of structure cracking resistance.
By above-mentioned step 11 ~ 13, can for the design feature of concrete large volume concrete structural, design concrete construction and maintenance mode, maintenance technology index and monitor control index and concrete maintenance monitoring scheme and structure Crack Resistance, thus surmount the restriction of current mass concrete construction specification.
In the inventive solutions, all there is multiple concrete implementation above-mentioned step 11 ~ 13, below by for one or more specific implementations wherein, are described in detail technical scheme of the present invention.
For example, for above-mentioned step 11, a variety of implementation can be had.Such as, for the large volume concrete structural of routine, if this large volume concrete structural is flood pouring construction, then directly above-mentioned step 11 can be used.And if this large volume concrete structural is multilayer pouring construction, then can obtain analysis result in the concrete thermal field of bed-by-bed analysis, for the analysis of lower one deck provides basic data; And then thermal model is converted into the thermal stresses field analysis that structural model carries out first floor, obtain the structure temperature stress of first floor; Then, continue bilevel concrete temperature field analysis based on the concrete structure of again building by first floor, and then thermal model is converted into the thermal stresses field analysis that structural model carries out upper and lower double-layer structure, obtain structure temperature stress; The rest may be inferred, until obtain the structure temperature stress of last entirety.
In the present invention, for several concrete real case as described below, technical scheme of the present invention can be described in detail.
Embodiment one, very thick or need a point two-layer large volume concrete structural of building because of construction technology for thickness.
Such as, K2, K3 project is two nuclear power stations that China helps build to southern port city of Pakistan Karachi, and adopt China National Nuclear Corporation to have three generation technique ACP1000 nuclear reactors of independent intellectual property right, total installation of generating capacity is 2200 megawatts.Nuclear reactor basis is the circular configuration of outer radius 28.0m, the hole that the regular hexagon degree of depth is 1.6m is opened in centre, peripheral prestress annular corridor part local subsidence, raft foundation opens hole segment thickness 2.6m, outer rim prestress annular corridor upper thickness is 6.9m, remainder thickness, greatly about 4.2m, adds up to concrete total amount to be about 12000m
3.
In view of the requirement of nuclear power station structure fracture is strict, need through multi-argument and practice of construction, the mode of two-layer placement layer by layer will be taked in basis, K2 power station.The concrete structure that first stage completes is that above prestressing force gallery, thickness is the circular ring structure concrete of 2.2m (local 2.7m), and the amount of building is about 2500m
3; Remaining part is second layer concrete structure, and be namely with the pied geometry concrete in hexagon hole, the amount of building is about 9400m
3.
Second layer raft foundation thickness is large, and it is special that intermediate base opens hole shape, in addition strength grade of concrete compared with high, cement consumption is large, the heat of hydration is large, hydration rate is fast, belong to casting of concrete in mass and construct; In addition, about the phase of building is about July, environment temperature is high, and concrete molding temperature is higher, and internal insulation temperature is high, particularly concrete thickness is large, inside concrete heat bang path is longer, and the situation of distributing of the heat of hydration is more complicated, and each several part concrete aquation difference degree is more greatly different, thermal stresses strain is also more complicated, and the thermal stresses strain that hydration process produces is formed distress in concrete exists risk the unknown.
When implementing second layer concrete in mass monobloc cast, how to arrange the maintenance measure of maintenance method, maintenance technology index and correspondence and the monitor control index of construction and maintenance process for the concrete maintenance quality of guarantee, control concrete and do not occur that crack is particularly important.
Because K2 raft foundation divides two-layer building, first floor is intended to be the thick annulus of 2.2m (there has been platform local), and open the large cake in hole centered by the second layer, the second layer waters in underpin at first floor and carries out, the scale of construction is large, the two-layer mutual effect of contraction being subject to concrete hydration temperature and solidification each other.For this reason, first can analyze the concrete thermal field of first floor, for second layer analysis provides basic data; Secondly critical heat model is the thermal stresses field analysis that structural model carries out first floor; Bilevel concrete temperature field analysis is carried out based on the concrete of again building by first floor; Critical heat model is that Whole structure model carries out concrete analysis on Stress Field subsequently; Finally; the structure temperature stress that computational analysis obtains is contrasted with the permission tensile strength of corresponding age concrete; the technical condition of further adjustment and optimization maintenance method in early stage and correspondence; guarantee that concrete can not ftracture (thermal stresses is controlled), further determine the Temperature-control Monitoring index of concrete curing, structure Crack Resistance and design maintenance monitoring scheme.
Therefore, such as, in the preferred embodiment, (between two-layer pouring construction, certain time interval is had when large volume concrete structural is two-layer pouring construction, and technical scheme of the present invention is not limited to two-layer, also can be multilayer, also can be the two benches pouring construction of multilayer), described step 11 can comprise:
Step 111, the thermal field analyzing the concrete structure that first floor is built obtains the first analysis result.
In the inventive solutions, various ways can be used to realize above-mentioned step 111.Below by for a kind of specific implementation wherein, technical scheme of the present invention is described in detail.
Such as, in the preferred embodiment, described step 111 comprises:
Step 21, sets up analysis model for finite element according to concrete structure model to be analyzed.
In the inventive solutions, first computation model, i.e. an analysis model for finite element can be set up according to physical model.
Such as, in the preferred embodiment, by the entity structure feature of (namely to be analyzed) concrete structure according to reality, analysis model for finite element is set up.Such as, for K2 raft foundation case, the analysis model for finite element set up will consider gallery, basement rock, sliding layer model in physical model (concrete structure model namely to be analyzed), and these are all that the feature of the geometry pattern of entity structure determines.Such as, for basement model, will take into full account that hydration heat of concrete is on integrally-built impact, comprises the effect to basement rock, by selecting enough large basement rock (ignoring the interchange of heat of deep layer surface of bedrock), consider the impact of top concrete heat for basement rock; And for the waterproofing course of concrete and basement rock, then will fully take into account the advantageous effect of slip ability for structure temperature stress of waterproofing course, excessive unit will be added between rock unit and concrete unit for this reason.In addition, from the geometry of structure, symmetrical and thermal tracking is considered, and in order to reduce amount of calculation, the part that K2 raft foundation chooses 60 ° carries out modeling and analysis.Fig. 2 is the schematic diagram of the analysis model for finite element of physical model in embodiments of the invention and correspondence thereof.Wherein, the physical model shown in Fig. 2 is the physical model of K2 raft foundation.
Step 22, determines primary condition and the process condition of analysis model for finite element.
After setting up above-mentioned analysis model for finite element, in this step, its primary condition and process condition will be determined for this analysis model for finite element.
Preferably, in a particular embodiment of the present invention, because follow-up computational process comprises two types: one is temperature computation, and two is temperature stress calculation, and therefore, described primary condition also comprises two large divisions.
Such as, in the preferred embodiment, describedly determine that the primary condition of analysis model for finite element comprises:
Determine the primary condition of carrying out temperature computation; Determine the primary condition of carrying out temperature stress calculation;
According to the performance test results of concrete structure model (i.e. physical model) to be analyzed, concrete material with actually build environment, determine corresponding various model parameter in analysis model for finite element.
Wherein, in the preferred embodiment, described primary condition of carrying out temperature computation comprises: the physical characteristic of material (such as, unit weight etc.), thermal property (such as, specific heat, coefficient of thermal conductivity, thermal insulation warming etc.), initial temperature condition (comprising the initial temperatures such as concrete molding temperature, environment and basement rock, process environment temperature etc.) and concrete heat of hydration condition.
Described primary condition of carrying out temperature stress calculation comprises: the physical characteristic of material (such as, unit weight etc.), thermal property (such as, coefficient of thermal expansion) and physical and mechanical property (such as, modulus of elasticity of concrete and poisson's ratio etc.).
In addition, in the inventive solutions, the various model parameters of above-mentioned concrete structure model to be analyzed carry out determining according to the performance test of concrete material and actual environment of building.
Preferably, in a particular embodiment of the present invention, described model parameter can comprise: geometric parameter, physical parameter, thermal parameters, initial environment parameter, heat of hydration parameter, mechanics parameter and maintenance technology parameter.
Preferably, in a particular embodiment of the present invention, described geometric parameter can comprise: the parameters such as the angle that the planar dimension of concrete structure model to be analyzed, thickness, analysis model for finite element are got and empty size.
Preferably, in a particular embodiment of the present invention, described physical parameter can comprise:
(such as, K2 raft foundation concrete density is 2406kg/m to raft foundation concrete density
3; ),
(such as, K2 gallery concrete density is 2406kg/m to the concrete unit weight of gallery
3),
(such as, K2 sliding layer unit weight is 2400kg/m to the unit weight of sliding layer
3),
(such as, K2 basement rock unit weight is 2400kg/m to the unit weight of basement rock
3).
Preferably, in a particular embodiment of the present invention, described thermal parameters can comprise:
Raft foundation concrete specific heat (such as, raft foundation concrete specific heat is 970.6J/ (kg. DEG C)),
The raft foundation concrete coefficient of conductivity (such as, the raft foundation concrete coefficient of conductivity is 2.0W/ (m. DEG C)),
The concrete specific heat of gallery, the coefficient of conductivity (such as, specific heat is 970.6J/ (kg. DEG C), and the coefficient of conductivity is 2.0W/ (m. DEG C)),
The specific heat of sliding layer, the coefficient of conductivity (such as, specific heat is 970.6J/ (kg. DEG C), the coefficient of conductivity is 1.0W/ (m. DEG C)),
The specific heat of basement rock, the coefficient of conductivity (such as, specific heat is 970.6J/ (kg. DEG C), the coefficient of conductivity is 2.0W/ (m. DEG C)).
Preferably, in a particular embodiment of the present invention, described initial environment parameter can comprise:
Initial molding temperature (such as, 29 DEG C), curing time environment temperature (such as, air themperature changes between 28 ~ 38 DEG C round the clock), basement rock initial temperature (such as: 35 DEG C) etc.
Preferably, in a particular embodiment of the present invention, described heat of hydration parameter can comprise: concrete mix, concrete aquation pattern and heat of hydration total amount.
Such as, the concrete mix in concrete preferred embodiment is as in the table below:
Table 1
According to the test of match ratio concrete laboratory thermal insulation warming, thus concrete hydrating heat pattern can be released:
Therefore, the heat of hydration as shown in Figure 3, hydration rate curve can be obtained.
Preferably, in a particular embodiment of the present invention, described mechanics parameter can comprise: concrete modulus of elasticity, concrete poisson's ratio and concrete cracking resistance condition etc.
Preferably, in a particular embodiment of the present invention, can draw according to match ratio concrete performance test:
Table 2
Therefore known, the concrete modulus of elasticity of raft foundation: E=4.53 × 10
10× (1-e
-0.09t);
Raft foundation concrete poisson's ratio: 0.2;
The modulus of elasticity of gallery concrete, basement rock: 4.53 × 10
10, poisson's ratio: 0.2;
The modulus of elasticity of sliding layer: 4.53 × 10
7;
The concrete cracking resistance condition of raft foundation is: σ
z≤ λ f
tk(t)/K.
Preferably, in a particular embodiment of the present invention, described maintenance technology parameter can comprise: build each surface of interval concrete structure, the thermal transmittance of side successively.
Such as, in the preferred embodiment, described maintenance technology parameter can comprise end face outer edge area thermal transmittance: 1.2w/ (m2. DEG C) beyond top, second layer concreting central hexagonal hole and raft foundation radius 21.7m, large raft foundation radius 21.7m inner top surface region thermal transmittance: 1.8w/ (m2. DEG C), raft foundation lateral wall and hexagon hole sidewall insulation layer thermal transmittance: 1.2w/ (m2. DEG C).
Wherein, above-mentioned maintenance technology parameter is binding isotherm experience and constantly carries out after adjustment determined by FEM (finite element) calculation.
Step 23, uses the thermal field of described analysis model for finite element to the concrete structure that first floor is built to analyze, obtains the first analysis result.
After the primary condition determining above-mentioned analysis model for finite element, the thermal field of above-mentioned analysis model for finite element to the concrete structure that first floor is built can be used to analyze, thus obtain the first analysis result.
In a particular embodiment of the present invention, there is impact the temperatures at localized regions field of first floor concrete structure on second layer concrete structure, and equally, the adjustment of the thermal field of first floor concrete structure also will be caused in the thermal field of second layer concrete structure.Therefore, by using above-mentioned analysis model for finite element, corresponding finite element program can be worked out, computation and analysis being carried out to the thermal field of the concrete structure that first floor is built, thus obtains the first analysis result.
Such as, in the preferred embodiment, described first analysis result can comprise:
The thermal field of large volume concrete structural to be analyzed;
Wherein, the thermal field of described large volume concrete structural to be analyzed comprises: show the temperature difference and curve and concrete upper, middle and lower three layers of rate of temperature fall and curve in the temperature of each layer of raft foundation difference position upper, middle and lower and curve, concrete.
In addition, in above-mentioned step 21 ~ 23 in technical solution of the present invention, be use finite element method to calculate.In other specific embodiment of the present invention, also can use other numerical computation method, such as, calculus of finite differences, boundary element method etc. can obtain the numerical computation method of structure temperature field and Thermal Stress Field by analysis and solution.Concrete mode does not repeat them here.
Step 112, is converted into thermal model the thermal stresses field analysis that structural model carries out first floor according to the first analysis result, obtains the second analysis result.
After obtaining above-mentioned first analysis result, according to the first analysis result, thermal model can be converted into the thermal stresses field analysis that structural model carries out first floor, obtain the second analysis result.
In the inventive solutions, various ways can be used to carry out thermal stresses field analysis, obtain corresponding analysis result.
Such as, in the preferred embodiment, the maximum tension stress in concrete is directly depended on due to concrete cracking risk, therefore, when calculating after determining the concrete temperature distribution under appointment heat-retaining condition, the rule of development, concrete full-time journey thermal stresses can be calculated further again, obtain final analysis result.
In the inventive solutions, when carrying out thermal stresses field analysis, concrete unit can adopt Solid703D entity structure unit.Solid703D entity structure unit has the capacity of heat transmission in three directions.This unit has 8 nodes and each node only has a temperature degree of freedom, may be used for the thermal analyses of three-dimensional static or transient state.This unit can realize the transmission of at the uniform velocity hot-fluid.If model comprises entity transferring structure unit, so also can carry out structural analysis, this element can replace (as Solid45 unit) with the element of construction of equivalence.
Step 113, carries out the temperature field analysis of bilevel concrete structure based on the concrete structure that first floor is built, and obtains the 3rd analysis result.
In this step, the method identical or similar with step 111 can be used to carry out temperature field analysis, obtain the 3rd analysis result.Specific implementation does not repeat them here.
It should be noted that in this step, the first floor thermal field of second layer temperature computation initial time is the thermal field that the corresponding second layer of first floor concrete builds the moment, needs to call the temperature data that first floor builds the corresponding moment during calculating.
Such as, Fig. 4 is the schematic diagram of the analytical characteristic point position in the embodiment of the present invention, and Fig. 5 is the cloud atlas schematic diagram of raft foundation central temperature field in the embodiment of the present invention.As shown in Figure 4 and Figure 5, in the preferred embodiment, according to the calculated results, in above-mentioned raft foundation central temperature field, 88h (hour) raft foundation central temperature field reaches the highest 71.88 DEG C.
In the preferred embodiment, Fig. 6 is the schematic diagram of the thick raft foundation central point position temperature curve in the embodiment of the present invention.Fig. 7 is the schematic diagram showing difference curve in the concrete in the embodiment of the present invention.Fig. 8 is the schematic diagram of the concrete upper, middle and lower three layers of rate of temperature fall curve in the embodiment of the present invention.
Such as, Figure 6 shows that the thick raft foundation central point position temperature curve of characteristic point 15# point position, show difference curve in the concrete that Figure 7 shows that characteristic point 15# point position, Figure 8 shows that concrete upper, middle and lower three layers of rate of temperature fall curve of characteristic point 15# point position.
Can find out according to above-mentioned each figure, under given maintenance method and corresponding maintenance technology parameter prerequisite, concrete internal-external temperature difference in whole temperature-fall period remains within 17.35 DEG C, and later stage core cooling speed is maximum reaches 0.48 DEG C/d, and external surface rate of temperature fall is maximum reaches 2.86 DEG C/d.Can be controlled very well based on the concrete thermal stresses in this thermal field, below and then will be carried out thermal stresses field analysis.
Step 114, to be converted into Whole structure model according to the 3rd analysis result and to carry out thermal stresses field analysis and obtain structure temperature stress by thermal model.
In this step, the method identical or similar with step 112 can be used to carry out thermal stresses field analysis and to obtain structure temperature stress.Specific implementation does not repeat them here.
By above-mentioned step 114, when can to work as large volume concrete structural be two-layer pouring construction, obtain analysis result by analyzing concrete thermal field, and according to analysis result, thermal model is converted into structural model and carries out thermal stresses field analysis, obtain structure temperature stress.
It should be noted that, in this step, build due to the second layer and can have an impact to substructure, and be the thermal stresses of building the starting point moment based on the second layer in the first floor thermal stresses calculated step 114, thus the thermal stresses of final first floor structure should consider thermal stresses superposition before this.
Embodiment two, for the large volume concrete structural only needing integral concreting.
In the present embodiment, can obtain required large volume concrete structural owing to only need carry out integral concreting, therefore, described step 11 can comprise step as described below:
The thermal field of the concrete structure of step 201, analysis monobloc cast obtains the first analysis result;
Step 202, according to the first analysis result, thermal model is converted into structural model and carries out integrally-built thermal stresses field analysis, obtain structure temperature stress.
Wherein, above-mentioned step 201 is identical with 112 or similar with above-mentioned step 111 respectively with 202, does not therefore repeat them here.
Embodiment three, very thick or need point three layers of large volume concrete structural of building because of construction technology for thickness.
In the present embodiment, owing to need carry out building for three times, just can obtain required large volume concrete structural, therefore, described step 11 can comprise step as described below:
The thermal field of the concrete structure that step 301, analysis first floor are built obtains the first analysis result;
Step 302, according to the first analysis result, thermal model is converted into structural model and carries out integrally-built thermal stresses field analysis, obtain the second analysis result;
Carry out the temperature field analysis of the concrete structure of first floor and the second layer based on step 303, the concrete structure of building by first floor, obtain the 3rd analysis result;
Step 304, according to the 3rd analysis result, thermal model is converted into Whole structure model and carries out thermal stresses field analysis, obtain the 4th analysis result;
Carry out the temperature field analysis of the concrete structure of the first to third layer based on step 305, the concrete structure of building by first, second layer, obtain the 5th analysis result;
Step 306, according to the 5th analysis result thermal model to be converted into Whole structure model and to carry out thermal stresses field analysis and obtain structure temperature stress.
Wherein, above-mentioned step 301 is identical with above-mentioned step 111 or similar, and step 302 is identical with above-mentioned step 112 or similar with 304, and step 303 is identical with above-mentioned step 113 or similar with 305, step 306 is identical with above-mentioned step 114 or similar, does not therefore repeat them here.
In the inventive solutions, when because thickness is very thick or need point more than three layers large volume concrete structurals of building because of construction technology, can with reference to the above embodiments three, and by that analogy.So, do not repeat them here.
In addition, in the inventive solutions, the concrete permission tensile strength in above-mentioned steps 12 can be obtained by the performance test of concrete material.
Such as, in the preferred embodiment, can calculate according to concrete splitting tensile strength result of the test the concrete resistance to tension λ f that " large volume specification " allow
tk(t)/K, and make permission resistance to tension curve, as shown in Figure 9, Fig. 9 is the schematic diagram of the permission resistance to tension curve in the embodiment of the present invention.
Therefore, in step 12 of the present invention, structure temperature stress can be contrasted with the permission tensile strength (namely allowing resistance to tension) of corresponding age concrete, and according to comparing result adjustment and the technical condition optimizing maintenance method and correspondence in earlier stage, make the thermal stresses of structure be less than the permission tensile strength of corresponding age concrete.
Such as, in the preferred embodiment, Figure 10 ~ Figure 12 is respectively the structure temperature stress that calculates in the embodiment of the present invention and the contrast schematic diagram one, two, three allowing to control resistance to tension, be respectively No. 11, central point, No. 15 and No. 16 upper, middle and lowers are radial and hoop thermal stresses controls tensile strength with permission and contrasts.
In the inventive solutions, if the structure temperature stress calculated is greater than permission resistance to tension, then need to reset maintenance technology index (such as, as in above-mentioned steps 22, readjust according to existing maintenance technology index and obtain new maintenance technology parameter for calculating) or geometry pattern of optimizing structure, again the FEM (finite element) calculation of structure temperature stress is carried out according to the method for above-mentioned introduction, until structure temperature stress meets allow resistance to tension requirement.Therefore, by above-mentioned method, under the given maintenance technology mode of above-mentioned optimization and technical indicator prerequisite, calculate structure temperature stress and will be less than the permission resistance to tension in the corresponding length of time, so concrete structure temperature stress level can well be controlled, ensure that structure does not ftracture or greatly reduces structure crack risk.
In addition, in the inventive solutions, after determining said structure temperature and thermal stresses, can in above-mentioned steps 13, according to determined structure temperature and thermal stresses, determine the Temperature-control Monitoring index of concrete curing and the Crack Resistance of structure, further design maintenance monitoring scheme.
In the inventive solutions, shown step 13 also has multiple concrete implementation, below by for a kind of specific implementation wherein, is described in detail technical scheme of the present invention.
Such as, the described state of temperature corresponding according to determined structure temperature stress, determine that the Temperature-control Monitoring index of concrete curing can be:
The state of temperature corresponding according to determined structure temperature stress, analyzes the Calculated Results of Temperature Field of its correspondence, extracts the Temperature-control Monitoring index of maintenance construction.
Such as, described according to determined structure temperature stress, determine that structure Crack Resistance can be:
According to acceptable structure temperature stress, analyze larger temperature tensile stress region, arrange and strengthen structure cracking resistance construction measure, as set temperature reinforcing bar etc.;
Such as, described according to determined structure temperature and thermal stresses, determine that thermal stresses monitoring scheme can be:
According to acceptable structure temperature stress and temperature distributing rule, proposed structure temperature and thermal stresses monitoring scheme, thus accomplish entity project in real time the stress state of control structure.
Preferably, in a particular embodiment of the present invention, the Temperature-control Monitoring index of described maintenance construction can comprise:
The temperature difference, concrete rate of temperature fall etc. is shown in concrete.
Such as, in the preferred embodiment, for K2 raft foundation, under the maintenance method calculating setting and technical indicator condition, as shown in Figs. 13 and 14, concrete rate of temperature fall as shown in figs for the concrete inner table temperature difference.
According to Figure 13 and Figure 14, meet and show temperature difference maximum value in the requirement of structure temperature stress and be: under: 16.8 DEG C; In upper 18.6 DEG C.Therefore, inner table temperature difference temperature control index can be determined according to above-mentioned result of calculation, relatively safe for controlling according to 18.6 DEG C in raft foundation.Relative to the index 25 DEG C that " large volume specification " provides, the given index of specification is not pointed, even can there is certain potential safety hazard.In like manner, according to Figure 15 and Figure 16, calculate the rate of temperature fall provided and be-0.81 DEG C/d to the maximum, differ greatly with rate of temperature fall-2 DEG C/d that specification is given.Therefore known, the method provided in the present invention has more specific aim, and result is more reliable.(there is the excessive phenomenon of local cooling's speed for concrete surface, this is reduced to zero correlation rapidly at concrete gel material characteristic hydration rate owing to the selecting early stage fast later stage, is to overcome)
By the said method provided in the present invention, the maintenance method and the maintenance technology index that can be good at control temperature stress can be determined, and the temperature control index in maintenance construction process can be established; Further, also according to thermal stresses state, structure Crack Resistance and suggestion can be provided and design concrete construction maintenance monitoring scheme.These are all superior to the regulation of Current specifications.
In sum, in the inventive solutions, the method of the determination large volume concrete structural construction and maintenance method that the application of the invention provides, can effectively plan the maintenance method of concrete structure (such as, which region needs emphasis maintenance, the suitable many heat releases of which region needs), guarantee that concrete bulk temperature stress and development are tending towards even; By the checking computations of multiple concrete curing mode and maintenance technology index, can guarantee that concrete bulk temperature stress can control the generation of distress in concrete very well; The technical measures of concrete curing can be calculated by analyzing the maintenance technology index obtained, screening according to result of calculation the thickness that different conserving materials determines to select cladding material; By analyzing, can obtain can the maintenance method of control temperature stress and the temperature computation result of technical indicator very well, concrete curing temperature control index of can deriving, thus the index being different from specification instructs entity project construction and maintenance; Can the constraints of optimal design-aside structure by said method, for mass concrete construction, specification is that conceptual requirement " should adopt the technical measures reducing concrete in mass external constraint " and " when concrete in mass is placed on rock type ground; should arrange sliding layer on concrete cushion " in design, the slip ability of (quantification) sliding layer can be designed by the present invention, thus the slip measure that coupling is corresponding; The geometry can optimized structure by said method or the structural shape of concrete in mass monobloc cast is rationally set, thus the structural crack avoiding irrational mix pattern to cause cannot overcoming; To concrete gel material, instruction can be proposed by said method, by the simulation analysis in concrete structure, corresponding environment, corresponding maintenance method and technical indicator situation, solving can the heat of hydration total amount of the cementitious material of control temperature stress and heat of hydration mode very well, thus effectively controls concrete temperature gradient and integrated stress level.
The foregoing is only preferred embodiment of the present invention, not in order to limit the present invention, within the spirit and principles in the present invention all, any amendment made, equivalent replacement, improvement etc., all should be included within the scope of protection of the invention.
Claims (14)
1. determine a method for large volume concrete structural construction and maintenance method, it is characterized in that, the method comprises step as described below:
A, to be analyzed or need to optimize the large volume concrete structural of geometry and carry out the computational analysis of structure temperature field, obtain analysis result, and according to analysis result, thermal model is converted into structural model and carries out thermal stresses field analysis, obtain structure temperature stress field;
B, structure temperature stress to be contrasted with the permission tensile strength of corresponding age concrete, according to comparing result adjustment with determine the technical indicator of concrete maintenance method and correspondence or pattern of optimizing structure;
C, the state of temperature corresponding according to determined structure temperature stress field, determine the Temperature-control Monitoring index of concrete curing, and according to thermal stresses state, determine detailed description of the invention and the concrete construction maintenance monitoring scheme of structure cracking resistance.
2. method according to claim 1, is characterized in that, for needing a point two-layer large volume concrete structural of building, described steps A comprises step as described below:
The thermal field of the concrete structure that A1, analysis first floor are built obtains the first analysis result;
A2, according to the first analysis result, thermal model is converted into the thermal stresses field analysis that structural model carries out first floor, obtains the second analysis result;
Carry out the temperature field analysis of bilevel concrete structure based on A3, the concrete structure of building by first floor, obtain the 3rd analysis result;
A4, according to the 3rd analysis result thermal model to be converted into Whole structure model and to carry out thermal stresses field analysis and obtain structure temperature stress.
3. method according to claim 1, is characterized in that, for the large volume concrete structural only needing integral concreting, described steps A comprises step as described below:
The thermal field of the concrete structure of a1, analysis monobloc cast obtains the first analysis result;
A2, according to the first analysis result, thermal model is converted into structural model and carries out integrally-built thermal stresses field analysis, obtain structure temperature stress.
4. method according to claim 1, is characterized in that, for needing point three layers of large volume concrete structural of building, described steps A comprises step as described below:
The thermal field of the concrete structure that b1, analysis first floor are built obtains the first analysis result;
B2, according to the first analysis result, thermal model is converted into structural model and carries out integrally-built thermal stresses field analysis, obtain the second analysis result;
Carry out the temperature field analysis of the concrete structure of first floor and the second layer based on b3, the concrete structure of building by first floor, obtain the 3rd analysis result;
B4, according to the 3rd analysis result, thermal model is converted into Whole structure model and carries out thermal stresses field analysis, obtain the 4th analysis result;
Carry out the temperature field analysis of the concrete structure of the first to third layer based on b5, the concrete structure of building by first, second layer, obtain the 5th analysis result;
B6, according to the 5th analysis result thermal model to be converted into Whole structure model and to carry out thermal stresses field analysis and obtain structure temperature stress.
5. method according to claim 2, is characterized in that, described steps A 1 comprises step as described below:
A11, set up analysis model for finite element according to concrete structure model to be analyzed
A12, the primary condition determining analysis model for finite element and process condition;
A13, use the thermal field of described analysis model for finite element to the concrete structure that first floor is built to analyze, obtain the first analysis result.
6. method according to claim 5, is characterized in that, describedly determines that the primary condition of analysis model for finite element comprises:
Determine the primary condition of carrying out temperature computation; Determine the primary condition of carrying out temperature stress calculation;
According to the performance test results of concrete structure model to be analyzed, concrete material with actually build environment, determine corresponding various model parameter in analysis model for finite element.
7. method according to claim 6, is characterized in that, described in carry out temperature computation primary condition comprise:
The physical characteristic of material, thermal property, initial temperature condition and concrete heat of hydration condition.
8. method according to claim 6, is characterized in that, described in carry out temperature stress calculation primary condition comprise:
The physical characteristic of material, thermal property and physical and mechanical property.
9. method according to claim 6, is characterized in that, described model parameter comprises:
Geometric parameter, physical parameter, thermal parameters, initial environment parameter, heat of hydration parameter, mechanics parameter and maintenance technology parameter.
10. method according to claim 9, is characterized in that, described geometric parameter comprises:
The angle that the planar dimension of concrete structure model to be analyzed, thickness, analysis model for finite element are got and empty size.
11. methods according to claim 9, is characterized in that, described physical parameter comprises:
The concrete unit weight of raft foundation concrete density, gallery, the unit weight of sliding layer and the unit weight of basement rock.
12. methods according to claim 9, is characterized in that,
Described thermal parameters comprises: the specific heat of the specific heat of raft foundation concrete specific heat, the raft foundation concrete coefficient of conductivity, the concrete specific heat of gallery, the coefficient of conductivity, sliding layer, the coefficient of conductivity, basement rock and the coefficient of conductivity;
Described initial environment parameter comprises: initial molding temperature, curing time environment temperature and basement rock initial temperature;
Described heat of hydration parameter comprises: concrete mix, concrete aquation pattern and heat of hydration total amount;
Described mechanics parameter comprises: concrete modulus of elasticity, concrete poisson's ratio and concrete cracking resistance condition;
Described maintenance technology parameter comprises: build each surface of interval concrete structure, the thermal transmittance of side successively.
13. methods according to claim 1, is characterized in that, the described state of temperature corresponding according to determined structure temperature stress, determine that the Temperature-control Monitoring index of concrete curing comprises:
The state of temperature corresponding according to determined structure temperature stress, analyzes the Calculated Results of Temperature Field of its correspondence, extracts the Temperature-control Monitoring index of maintenance construction.
14. methods according to claim 12, is characterized in that, the Temperature-control Monitoring index of described maintenance construction comprises:
The temperature difference and concrete rate of temperature fall is shown in concrete.
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