CN105544578B - A kind of method for determining large volume concrete structural construction and maintenance method - Google Patents
A kind of method for determining large volume concrete structural construction and maintenance method Download PDFInfo
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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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- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
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Abstract
The invention provides a kind of method for determining large volume concrete structural construction and maintenance method, including：Structure temperature field computation analysis is carried out to large volume concrete structural, and thermal model is converted into by structural model according to analysis result and carries out temperature stress field analysis, obtains structure temperature stress field；Structure temperature stress is contrasted with the permission tensile strength of corresponding age concrete, adjusts and determine specific maintenance method and corresponding technical indicator or optimization structural shape according to comparing result；According to state of temperature corresponding to structure temperature stress field, the Temperature-control Monitoring index of concrete curing is determined, and according to temperature stress state, determine the embodiment and concrete construction maintenance monitoring scheme of structure cracking resistance.Using the specific actual conditions that can be poured according to large volume concrete structural of the present invention, it is determined that specific maintenance method, technical indicator and monitor control index, effectively ensure the construction quality of concrete structure, greatly avoid the risk of concrete cracking.
Description
Technical field
The present invention relates to technical field of civil engineering, more particularly to a kind of determination large volume concrete structural construction and maintenance side
The method of method.
Background technology
The construction quality of concrete requires of close concern to each other with structure use, in the past for concrete construction quality requirement
The method that strict construction of structures generally pours the scale of construction by reducing carries out multiple pouring construction, if China is from introducing France
The reactor building shielding construction raft foundation of M310 nuclear power heap-type, the past always take layering and segmentation pour pattern, nowadays, with
Construction of Nuclear Electricity flourish, the raising of the needs and existing construction ability of decrement construction duration, the concrete of the big scale of construction is whole
Body pouring construction is imperative.It is clear that on the premise of ensureing that construction quality meets design requirement, implement one-piece casting and apply
Work can save construction material and manpower, the contribution of saving duration is huge, is advantageous to live civilized construction, while can also be saving
The duration got off is used to avoid winter construction, reduces difficulty of construction, again can proper extension curing time, guarantee construction quality.
China《Mass concrete construction specification》(GB50496-2009) (it is collectively termed as " large volume specification " below)
Middle regulation：Concrete structure entity minimum geometries are not less than 1m big scale of construction concrete, or are expected to because in concrete
Temperature change caused by binder materials aquation causes concrete caused by harmful cracks with shrinking, referred to as mass concrete.
Important construction of structures is influenceed clearly for distress in concrete, elimination is must take into consideration in its building course or reduces coagulation
The generation of native harmful cracks.
For example, the build guality of the large volume concrete structural such as nuclear power plant reactor factory building shielding construction influences the state meter people
It is raw.On the one hand the coastal areas that are built in are vulnerable to sea water intrusion to such building more, on the other hand and prevent nuclear leakage, this special
Durability and sealing property requirement so that its build guality is especially strict, is objectively not allow for doing harm to crack generation.However,
Nuclear power plant reactor mill construction safe design benchmark is high, and concrete strength used is high, and gel material content is big, and the heat of hydration is big,
The one-piece casting concrete scale of construction is big, and concrete is influenceed to be easier to ftracture by temperature stress.Both at home and abroad always using layering point
The form of construction work that repeatedly pours of section small volume, long construction period and unavoidably occurs compared with multiple cracking, and handles crack
Certain influence is also result on construction speed.The overall duration is contracted with the drastically expansion and reduction construction layer hop count in nuclear power market
Short obvious advantageous effect, when implementation multi-section multi-layer is merged into a globality and poured, can thermal cracking be effectively controlled
It is the big important technology problem for needing to solve.
Concrete construction crack Producing reason is many, and concluding types of fractures mainly has：Contraction fissure, stability
Crack, temperature difference crack.Crack produce the main reason for be the contraction of concrete, the stability of cement and construction the heat of hydration and cause
The temperature difference.For contraction fissure, its caused immediate cause is due to that shrinkage stress caused by contraction distortion exceedes at that time mixed
Coagulate native ultimate tensile strength；Immediate cause caused by stability crack is that cement stability is unqualified；It is straight caused by temperature difference crack
It is that inside and outside the temperature difference produces temperature stress to concrete to connect reason, when temperature stress exceedes concrete ultimate tensile strength at that time, is split
Seam also just produces.Analyzed from Causes of Cracking, chemical shrinkage crack and the main control for still passing through raw material in stability crack
Come what is realized, and the problem of temperature shrinkage fracture and temperature difference crack are not only material, while the problem of be also structure, therefore need
The basic reason for solving above-mentioned crack is found from design (for example, rational layering mixes with segmentation, rational setting large volume
Coagulate native sliding layer etc.) and take precautions against crack from construction aspect and produce (for example, setting the working measures such as cracking resistance reinforcing bar, being constructed
Monitoring strick precaution etc.).
In view of this, for large volume concrete structural, cracking initiation is main or thermal (temperature difference) stress and shrinkage stress it is comprehensive
Close.Wherein, thermal (temperature difference) stress is often the main cause for forming structural crack, therefore thermal (temperature difference) stress is also exactly casting of concrete in mass
The key point of Construction control.Strict mass concrete is required for structural cracks such as nuclear power stations, its thermal (temperature difference) stress needs
By optimize Calculation Anaysis for Tunnel Structure seek more preferable structure type, more preferable maintenance method and preferably construction cracking resistance take precautions against arrange
The stress level of control concrete structure such as apply, so as to avoid the generation of harmful cracks.
For large volume concrete structural form, reduction is preferably used in clear stipulaties design in above-mentioned " large volume specification "
The technical measures of mass concrete external constraint, and suggest when mass concrete is placed on rock type ground, preferably mixed
Sliding layer is set on solidifying soil padding, but has no way of learning as how quantitative slip ability is；In addition, for mass concrete construction
Maintenance method does not provide specific requirement yet, simply proposes construction monitoring temperature control index：Building body is poured in molding temperature base
Preferably greater than 50 DEG C of temperature rise value, preferably greater than 25 DEG C of the inner table temperature difference, rate of temperature fall are not preferably greater than 2.0 DEG C/d, pour body surface on plinth
Face is not preferably greater than 20 DEG C with circumstance of temperature difference.
Above-mentioned suggestion and the general control standard that value is recommendation, hence it is evident that the characteristics of lacking concrete engineering, for reality
The mass concrete of body structure, the sliding layer of what ability is set, take which type of temperature control measures and does not have specific aim
With strict science, thus to be strict with Concrete construction crack control mass concrete maintenance certain wind be present
Danger.
It follows that be typically all to carry out calculating analysis according to universal empirical theory in the prior art, so that it is determined that
The maintenance technology index such as layer material and corresponding thickness is incubated, and further determines that maintenance technology measure, in combination with work progress
In " large volume specification " temperature monitoring for recommending realize the construction and maintenance of mass concrete.Above method advantage is simple easy
Operation, it is not high to the technical requirements of engineering staff, but its shortcoming is also clearly, main performance is following aspects：First
The determination of maintenance technology index and measure is empirical in the majority, and maintenance technology Indexes Comparison is single, lacks the individual difference of entity project
Different, the maintenance method for having distinctiveness has no way of obtaining；Secondly, based on monitor control index is empirical, lack of targeted, can not embody specific
The otherness of engineering；Again, the constraint having no idea to structure provides specific Quantitative design；In addition, one-piece casting structure
Influence of the geometry pattern to construction temperature stress can not be considered, and the construction quality of concrete is difficult to ensure that, concrete structure is still
In the presence of the risk of cracking.
The content of the invention
In view of this, the invention provides a kind of method for determining large volume concrete structural construction and maintenance method, so that
The specific actual conditions that can be poured according to large volume concrete structural, it is determined that specific maintenance method, technical indicator and monitoring
Index, effectively ensure the construction quality of concrete structure, greatly avoid the risk of concrete cracking.
What technical scheme was specifically realized in：
A kind of method for determining large volume concrete structural construction and maintenance method, this method include step as described below：
A, to be analyzed or need the large volume concrete structural for optimizing geometry to carry out structure temperature field computation point
Analysis, analysis result is obtained, and thermal model is converted into by structural model according to analysis result and carries out temperature stress field analysis, tied
Structure Thermal Stress Field；
B, structure temperature stress is contrasted with the permission tensile strength of corresponding age concrete, adjusted according to comparing result
The whole and specific maintenance method of determination and corresponding technical indicator or optimization structural shape；
C, the state of temperature corresponding to structure temperature stress field determined by, determines that the Temperature-control Monitoring of concrete curing refers to
Mark, and according to temperature stress state, the embodiment and concrete construction for determining structure cracking resistance conserve monitoring scheme.
Preferably, for needing point two layers of large volume concrete structural poured, the step A includes step as described below
Suddenly：
The temperature field for the concrete structure that A1, analysis first layer pour obtains the first analysis result；
A2, according to the first analysis result by thermal model be converted into structural model carry out first layer temperature stress field analysis,
Obtain the second analysis result；
A3, the temperature field point for carrying out based on the concrete structure that first layer pours bilevel concrete structure
Analysis, obtains the 3rd analysis result；
A4, according to the 3rd analysis result by thermal model be converted into Whole structure model carry out temperature stress field analysis tied
Structure temperature stress.
Preferably, the large volume concrete structural for only needing integral concreting, the step A includes as described below
Step：
A1, the temperature field for the concrete structure for analyzing one-piece casting obtain the first analysis result；
A2, thermal model is converted into by structural model according to the first analysis result carries out integrally-built Thermal Stress Field point
Analysis, obtains structure temperature stress.
Preferably, for needing point three layers of large volume concrete structural poured, the step A includes step as described below
Suddenly：
The temperature field for the concrete structure that b1, analysis first layer pour obtains the first analysis result；
B2, thermal model is converted into by structural model according to the first analysis result carries out integrally-built Thermal Stress Field point
Analysis, obtains the second analysis result；
B3, carried out based on the concrete structure that first layer pours first layer and the second layer concrete structure temperature
Field analysis, obtain the 3rd analysis result；
B4, according to the 3rd analysis result by thermal model be converted into Whole structure model carry out temperature stress field analysis, obtain
4th analysis result；
B5, carried out based on first, second layer of concrete structure poured first to third layer concrete structure
Temperature field analysis, obtain the 5th analysis result；
B6, according to the 5th analysis result by thermal model be converted into Whole structure model carry out temperature stress field analysis tied
Structure temperature stress.
Preferably, the step A1 includes step as described below：
A11, analysis model for finite element established according to concrete structure model to be analyzed
A12, the primary condition and process condition for determining analysis model for finite element；
A13, the temperature field of the concrete structure poured using the analysis model for finite element to first layer are divided
Analysis, obtains the first analysis result.
Preferably, the primary condition for determining analysis model for finite element includes：
It is determined that carry out the primary condition of temperature computation；It is determined that carry out the primary condition of temperature stress calculation；
Environment is poured according to concrete structure model to be analyzed, the performance test results of concrete material and actually, really
Determine corresponding various model parameters in analysis model for finite element.
Preferably, the primary condition for carrying out temperature computation includes：
The physical characteristic of material, thermal property, the aquation heat condition of initial temperature condition and concrete.
Preferably, the primary condition for carrying out temperature stress calculation includes：
Physical characteristic, thermal property and the physical and mechanical property of material.
Preferably, the model parameter includes：
Geometric parameter, physical parameter, thermal parameters, initial environment parameter, aquation thermal parameter, mechanics parameter and maintenance technology
Parameter.
Preferably, the geometric parameter includes：
Angle that the planar dimension of concrete structure model to be analyzed, thickness, analysis model for finite element are taken and
Empty size.
Preferably, the physical parameter includes：
Raft foundation concrete density, the unit weight of gallery concrete, the unit weight of the unit weight of sliding layer and basement rock.
Preferably, the thermal parameters include：Raft foundation concrete specific heat, the raft foundation concrete coefficient of conductivity, gallery concrete
Specific heat, the coefficient of conductivity, the specific heat of sliding layer, the coefficient of conductivity, the specific heat and the coefficient of conductivity of basement rock；
The initial environment parameter includes：Initial molding temperature, curing period environment temperature and basement rock initial temperature；
The aquation thermal parameter includes：The aquation pattern and heat of hydration total amount of concrete mix, concrete；
The mechanics parameter includes：The cracking resistance condition of the modulus of elasticity of concrete, concrete Poisson's ratio and concrete；
The maintenance technology parameter includes：Surface, the heat transfer coefficient of side of each interval concrete structure are poured successively.
Preferably, state of temperature corresponding to structure temperature stress determined by the basis, the temperature of concrete curing is determined
Control monitoring index includes：
According to state of temperature corresponding to identified structure temperature stress, its corresponding Calculated Results of Temperature Field is analyzed, is carried
Take the Temperature-control Monitoring index of maintenance construction.
Preferably, the Temperature-control Monitoring index of the maintenance construction includes：
The rate of temperature fall of the table temperature difference and concrete in concrete.
As seen from the above technical solution, in the method for determination large volume concrete structural construction and maintenance method of the invention
In, can be for the concrete structure geometry pattern of large volume concrete structural to be analyzed, edge-restraint condition, residing environment
Other concrete engineering features such as situation and the size of the actual heat of hydration, concrete is analyzed by numerical computation method total calculation
The actual temperature field change at each position and change of stress field, can be very so as to can determine that according to the force resistance with age real material
Specific construction maintenance technology mode, technical indicator and the maintenance monitor control index of good control structure temperature stress.In a word, for specific
Structure and implementation feature, design and construction maintenance method, maintenance technology index and monitor control index, surmount current mass concrete and apply
The limitation of work specification.
Brief description of the drawings
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 physical model and its corresponding analysis model for finite element in the embodiment of the present invention.
Fig. 3 is the heat of hydration, the schematic diagram of hydration rate curve in the embodiment of the present invention.
Fig. 4 is the schematic diagram of the analysis 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 of table difference curve in the concrete in the embodiment of the present invention.
Fig. 8 is the schematic diagram of three layers of rate of temperature fall curve of concrete upper, middle and lower in the embodiment of the present invention.
Fig. 9 is the schematic diagram of the permission tensile capacity curve in the embodiment of the present invention.
Figure 10 is that the structure temperature stress being calculated in the embodiment of the present invention controls the contrast of tensile capacity to show with allowing
It is intended to one.
Figure 11 is that the structure temperature stress being calculated in the embodiment of the present invention controls the contrast of tensile capacity to show with allowing
It is intended to two.
Figure 12 is that the structure temperature stress being calculated in the embodiment of the present invention controls the contrast of tensile capacity to show with allowing
It is intended to three.
Figure 13 is the schematic diagram one of the table temperature difference in the concrete in the embodiment of the present invention.
Figure 14 is the schematic diagram two of the table temperature difference in the concrete in the embodiment of the present invention.
Figure 15 is the schematic diagram one of the rate of temperature fall of the concrete in the embodiment of the present invention.
Figure 16 is the schematic diagram two of the rate of temperature fall of the concrete in the embodiment of the present invention.
Embodiment
For technical scheme and advantage is more clearly understood, below in conjunction with drawings and the specific embodiments, to this
Invention is described in further detail.
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.Such as
Shown in Fig. 1, the method for the determination large volume concrete structural construction and maintenance method in the embodiment of the present invention includes：
Step 11, to be analyzed or need the large volume concrete structural for optimizing geometry to carry out structure temperature field meter
Point counting is analysed, and obtains analysis result, and thermal model is converted into structural model according to analysis result and carries out temperature stress field analysis, is obtained
To structure temperature stress field.
Step 12, structure temperature stress is contrasted with the permission tensile strength of corresponding age concrete, according to contrast
As a result adjust and determine specific maintenance method and corresponding technical indicator or optimization structural shape.
Step 13, the state of temperature according to corresponding to identified structure temperature stress field, determines the temperature control of concrete curing
Monitoring index, and according to temperature stress state, determine embodiment and the concrete construction maintenance monitoring of structure cracking resistance
Scheme.
Pass through above-mentioned step 11~13, you can for the design feature of specific large volume concrete structural, design tool
Construction and maintenance mode, maintenance technology index and the monitor control index of body and specific maintenance monitoring scheme and structure Crack Resistance,
So as to surmount the limitation of current mass concrete construction specification.
In the inventive solutions, there are a variety of concrete implementation modes above-mentioned step 11~13, below will be with
Exemplified by one or more of specific implementations therein, technical scheme is described in detail.
For example, for above-mentioned step 11, there can be a variety of implementations.For example, the large volume for routine
Concrete structure, if the large volume concrete structural is flood pouring construction, it can directly use above-mentioned step 11.And
If the large volume concrete structural is multilayer pouring construction, analysis knot can be obtained with the temperature field of bed-by-bed analysis concrete
Fruit, the analysis for next layer provide basic data；Then temperature that thermal model is converted into structural model progress first layer again should
Force Field Analysis, obtain the structure temperature stress of first layer；Then, continued again based on the concrete structure that first layer pours
The temperature field analysis of bilevel concrete, then thermal model is converted into the temperature of double-layer structure above and below structural model progress again
Analysis on Stress Field is spent, obtains structure temperature stress；……；The rest may be inferred, until obtaining overall structure temperature stress to the end.
In the present invention, can be by taking several specific real cases as described below as an example, to technical scheme
It is described in detail.
It is embodiment one, very thick for thickness or point two layers of mass concrete knot poured is needed because of construction technology
Structure.
For example, two nuclear power stations that K2, K3 project are helped build for China to the southern port city Karachi of Pakistan, are used
China National Nuclear Corporation has three generation technique ACP1000 nuclear reactors of independent intellectual property right, and total installation of generating capacity is 2200 megawatts.
The hole that regular hexagon depth is 1.6m, peripheral prestress annular are opened in the circular configuration that nuclear reactor basis is outer radius 28.0m, centre
Corridor part local subsidence, raft foundation open hole segment thickness 2.6m, and outer rim prestress annular corridor upper thickness is 6.9m, remainder thickness
About in 4.2m, it is about 12000m to add up to concrete total amount3。
In view of the requirement of nuclear power station structure fracture is strict, needed through multi-argument and practice of construction, K2 power stations basis will
Take the mode of two layers of placement layer by layer.The concrete structure that first stage completes is that thickness is 2.2m (offices above prestressing force gallery
Portion 2.7m) circular ring structure concrete, the amount of pouring about 2500m3；Remaining part is second layer concrete structure, i.e. band hexagon
The pied geometry concrete in hole, the amount of pouring are about 9400m3。
Second layer raft foundation thickness is big, and intermediate base opens that hole shape is special, and strength grade of concrete is higher in addition, cement consumption
Greatly, the heat of hydration is big, hydration rate is fast, belongs to casting of concrete in mass construction；In addition, pour about or so July phase, environment temperature
Degree is high, and concrete molding temperature is higher, and internal insulation temperature is high, and particularly concrete thickness is big, inside concrete heat transfer
Path is longer, and the heat of hydration distributes that situation is more complicated, and the aquation difference degree of each several part concrete is more greatly different, temperature stress
Strain is also more complicated, and it is unknown that temperature stress strain caused by hydration process has risk to distress in concrete formation.
When implementing second layer mass concrete one-piece casting, how maintenance method, maintenance technology index and right are set
The maintenance measure and the monitor control index of construction and maintenance process answered are for ensureing that the maintenance quality of concrete, control concrete do not go out
Existing crack is particularly important.
Poured for two layers due to K2 raft foundations point, first layer is intended to be the thick annulus (locally having had platform) of 2.2m, centered on the second layer
The big cake in hole is opened, the second layer is carried out on the basis of first layer pours, and the scale of construction is big, and two layers by concrete aquation temperature each other
Degree and the mutual effect of contraction of solidification.Therefore, the temperature field of the first layer concrete can be analyzed first, provided for the second layer analysis
Basic data；Secondly conversion thermal model is the temperature stress field analysis that structural model carries out first layer；Poured again with first layer
Concrete based on carry out the temperature field analysis of bilevel concrete；Then conversion thermal model enters for Whole structure model
The analysis on Stress Field of row concrete；Finally, the permission for analyzing the structure temperature stress and corresponding age concrete obtained will be calculated
Tensile strength is contrasted, further adjustment and optimization maintenance method early stage and corresponding technical conditions, it is ensured that concrete will not
Ftracture (temperature stress is controllable), further determine that Temperature-control Monitoring index, structure Crack Resistance and the design of concrete curing are supported
Protect monitoring scheme.
Thus, for example, in the preferred embodiment, when large volume concrete structural is two layers of pouring construction
(there is certain time interval between two layers of pouring construction, and technical scheme is not limited to two layers or more
The two benches pouring construction of layer or multilayer), the step 11 can include：
Step 111, the temperature field for the concrete structure that analysis first layer pours obtains the first analysis result.
In the inventive solutions, above-mentioned step 111 can be realized using various ways.Below will be with wherein
A kind of specific implementation exemplified by, technical scheme is described in detail.
For example, in the preferred embodiment, the step 111 includes：
Step 21, analysis model for finite element is established according to concrete structure model to be analyzed.
In the inventive solutions, a computation model, i.e. finite element meter can be established according to physical model first
Calculate analysis model.
For example, in the preferred embodiment, by the entity of (i.e. to be analyzed) concrete structure according to reality
Design feature, establish analysis model for finite element.For example, for K2 raft foundation cases, the finite element method (fem) analysis mould established
Type will consider gallery, basement rock, slip layer model in physical model (concrete structure model i.e. to be analyzed), and these are real
What the characteristics of geometry pattern of body structure, was determined.For example, for basement model, hydration heat of concrete will be taken into full account to entirety
The influence of structure, including the effect to basement rock, by selecting sufficiently large basement rock (ignoring the heat exchange of deep layer surface of bedrock), consider
Influence of the top concrete heat for basement rock；And for concrete and the waterproof layer of basement rock, then it will fully take into account waterproof
The slip ability of layer will add for the advantageous effect of structure temperature stress for this between rock unit and concrete unit
Spend unit.In addition, being considered from the geometrically symmetric and thermal tracking of structure, in order to reduce amount of calculation, the part that K2 raft foundations choose 60 ° is entered
Row modeling and analysis.Fig. 2 is that physical model in embodiments of the invention and its corresponding analysis model for finite element are shown
It is intended to.Wherein, the physical model shown in Fig. 2 is the physical model of K2 raft foundations.
Step 22, the primary condition and process condition of analysis model for finite element are determined.
To be the analysis model for finite element in this step after above-mentioned analysis model for finite element is established
Determine its primary condition and process condition.
Preferably, in a particular embodiment of the present invention, because follow-up calculating process includes two types：One is temperature
Calculate, two be temperature stress calculation, and therefore, described primary condition also includes two large divisions.
For example, in the preferred embodiment, the primary condition for determining analysis model for finite element includes：
It is determined that carry out the primary condition of temperature computation；It is determined that carry out the primary condition of temperature stress calculation；
According to concrete structure model (i.e. physical model) to be analyzed, the performance test results and reality of concrete material
Environment is poured, determines corresponding various model parameters in analysis model for finite element.
Wherein, in the preferred embodiment, the primary condition for carrying out temperature computation includes：The physics of material
Characteristic (for example, unit weight etc.), thermal property (for example, specific heat, thermal conductivity factor, adiabatic temperature rise etc.), initial temperature condition are (including mixed
Initial temperature, the process environment temperature such as solidifying native molding temperature, environment and basement rock etc.) and concrete aquation heat condition.
The primary condition for carrying out temperature stress calculation includes：The physical characteristic (for example, unit weight etc.) of material, calorifics
Can (for example, thermal coefficient of expansion) and physical and mechanical property (for example, 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 are
Pour according to the performance test of concrete material and actually what environment was determined.
Preferably, in a particular embodiment of the present invention, the model parameter can include：Geometric parameter, physical parameter,
Thermal parameters, initial environment parameter, aquation thermal parameter, mechanics parameter and maintenance technology parameter.
Preferably, in a particular embodiment of the present invention, the geometric parameter can include：Concrete structure to be analyzed
The parameters such as angle and empty size that the planar dimension of model, thickness, analysis model for finite element are taken.
Preferably, in a particular embodiment of the present invention, the physical parameter can include：
Raft foundation concrete density is (for example, K2 raft foundations concrete density is 2406kg/m3；)、
The unit weight of gallery concrete is (for example, K2 gallerys concrete density is 2406kg/m3)、
The unit weight of sliding layer is (for example, K2 sliding layers unit weight is 2400kg/m3)、
The unit weight of basement rock is (for example, K2 basement rock unit weight is 2400kg/m3)。
Preferably, in a particular embodiment of the present invention, the thermal parameters can include：
Raft foundation concrete specific heat (for example, raft foundation concrete specific heat is 970.6J/ (kg. DEG C)),
The raft foundation concrete coefficient of conductivity (for example, the raft foundation concrete coefficient of conductivity is 2.0W/ (m. DEG C)),
The specific heat of gallery concrete, the coefficient of conductivity are (for example, specific heat is 970.6J/ (kg. DEG C), coefficient of conductivity 2.0W/
(m.℃))、
The specific heat of sliding layer, the coefficient of conductivity are (for example, specific heat is 970.6J/ (kg. DEG C), the coefficient of conductivity is 1.0W/ (m.
℃))、
Specific heat, the coefficient of conductivity (for example, specific heat is 970.6J/ (kg. DEG C), the coefficient of conductivity is 2.0W/ (m. DEG C)) of basement rock.
Preferably, in a particular embodiment of the present invention, the initial environment parameter can include：
Initial molding temperature (for example, 29 DEG C), curing period environment temperature (for example, round the clock air themperature 28~38 DEG C it
Between change), basement rock initial temperature (such as：35 DEG C) etc..
Preferably, in a particular embodiment of the present invention, the aquation thermal parameter can include：Concrete mix, mix
Coagulate the aquation pattern and heat of hydration total amount of soil.
For example, the concrete mix in specific preferred embodiment is as in the table below：
Table 1
According to the laboratory adiabatic temperature rise experiment of match ratio concrete, so as to release concrete hydrating heat pattern：
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, the mechanics parameter can include：The modulus of elasticity of concrete,
Concrete Poisson's ratio and the cracking resistance condition of concrete etc..
Preferably, in a particular embodiment of the present invention, it can be drawn according to match ratio concrete performance test：
Table 2
Thus, it can be known that the modulus of elasticity of raft foundation concrete：E=4.53 × 1010×(1-e-0.09t)；
Raft foundation concrete Poisson's ratio：0.2；
The modulus of elasticity of gallery concrete, basement rock：4.53×1010, Poisson's ratio：0.2；
The modulus of elasticity of sliding layer：4.53×107；
The cracking resistance condition of raft foundation concrete is：σz≤λftk(t)/K。
Preferably, in a particular embodiment of the present invention, the maintenance technology parameter can include：Each interval is poured successively
The surface of concrete structure, the heat transfer coefficient of side.
For example, in the preferred embodiment, the maintenance technology parameter can include second layer casting concrete
Central hexagonal hole top and top surface outer edge area heat transfer coefficient beyond raft foundation radius 21.7m：1.2w/ (m2. DEG C), big raft foundation radius
21.7m inner top surfaces region heat transfer coefficient：1.8w/ (m2. DEG C), raft foundation lateral wall and hexagon hole side wall heat-insulation layer heat transfer coefficient：
1.2w/(m2.℃)。
Wherein, institute is true after above-mentioned maintenance technology parameter is binding isotherm experience and is constantly adjusted by FEM calculation
Fixed.
Step 23, the temperature field of the concrete structure poured using the analysis model for finite element to first layer is carried out
Analysis, obtains the first analysis result.
After the primary condition of above-mentioned analysis model for finite element is determined, you can use above-mentioned FEM calculation point
The temperature field for the concrete structure that analysis model pours to first layer is analyzed, so as to obtain the first analysis result.
In a particular embodiment of the present invention, regional area temperature of the first layer concrete structure to second layer concrete structure
Degree field has an impact, and equally, the tune in the temperature field of first layer concrete structure will be also caused in the temperature field of second layer concrete structure
It is whole.Therefore, by using above-mentioned analysis model for finite element, corresponding finite element program can be worked out, to first
The temperature field for the concrete structure that layer pours is calculated and analyzed, so as to obtain the first analysis result.
For example, in the preferred embodiment, first analysis result can include：
The temperature field of large volume concrete structural to be analyzed；
Wherein, the temperature field of the large volume concrete structural to be analyzed includes：Each layer of raft foundation difference position upper, middle and lower
Temperature and curve, concrete in the table temperature difference and curve and three layers of rate of temperature fall of concrete upper, middle and lower and curve.
In addition, in above-mentioned step 21~23 in technical solution of the present invention, carried out using finite element method
Calculate.In other specific embodiments of the present invention, other numerical computation methods can also be used, for example, calculus of finite differences, border
First method etc. can obtain the numerical computation method of structure temperature field and Thermal Stress Field by analysis and solution.Concrete mode is herein not
Repeat again.
Step 112, thermal model is converted into the Thermal Stress Field of structural model progress first layer according to the first analysis result
Analysis, obtains the second analysis result.
After above-mentioned first analysis result is obtained, you can thermal model is converted into structural model according to the first analysis result
The temperature stress field analysis of first layer is carried out, obtains the second analysis result.
In the inventive solutions, temperature stress field analysis can be carried out using various ways, obtained corresponding
Analysis result.
For example, in the preferred embodiment, because the cracking risk of concrete is directly depended in concrete
Maximum tension stress, therefore, when calculate it is determined that specify heat-retaining condition under concrete temperature distribution, the rule of development after, i.e.,
The full-time journey temperature stress of concrete can be further calculated, obtains final analysis result.
In the inventive solutions, when carrying out temperature stress field analysis, concrete unit can use
Solid703D entity structure units.Solid703D entity structures unit has the capacity of heat transmission in three directions.The unit has 8
There was only a temperature free degree on individual node and each node, can be used for the heat analysis of three-dimensional static or transient state.The unit energy
Realize the transmission of at the uniform velocity hot-fluid.If model includes entity transferring structure unit, then can also carry out structural analysis, this element
It can be replaced with equivalent construction unit (such as Solid45 units).
Step 113, the temperature of bilevel concrete structure is carried out based on the concrete structure that first layer pours
Field analysis, obtain the 3rd analysis result.
In this step, it can use and carry out temperature field analysis with the same or like method of step 111, obtain the 3rd point
Analyse result.Specific implementation will not be repeated here.
It should be noted that in this step, the first layer temperature field of second layer temperature computation initial time is first layer
Concrete corresponds to the temperature field that the second layer pours the moment, and the temperature data for calling first layer to pour the corresponding moment is needed during calculating.
For example, Fig. 4 is the schematic diagram of the analysis characteristic point position in the embodiment of the present invention, Fig. 5 is raft in the embodiment of the present invention
Ji Zhongxinwenduchang cloud atlas schematic diagram.As shown in Figure 4 and Figure 5, in the preferred embodiment, according to theoretical calculation knot
Fruit understands that in above-mentioned raft foundation central temperature field, 88h (hour) raft foundation central temperature field reaches 71.88 DEG C of highest.
In the preferred embodiment, Fig. 6 is the thick raft foundation central point position temperature curve in the embodiment of the present invention
Schematic diagram.Fig. 7 is the schematic diagram of table difference curve in the concrete in the embodiment of the present invention.Fig. 8 is in the embodiment of the present invention
The schematic diagram of three layers of rate of temperature fall curve of concrete upper, middle and lower.
For example, Fig. 6 show the thick raft foundation central point position temperature curve of characteristic point 15# points position, Fig. 7 show characteristic point
Table difference curve in the concrete of 15# points position, Fig. 8 show three layers of rate of temperature fall of concrete upper, middle and lower of characteristic point 15# points position
Curve.
It is can be seen that according to above-mentioned each figure under the premise of given maintenance method and corresponding maintenance technology parameter, coagulation
Soil internal-external temperature difference in whole temperature-fall period is maintained within 17.35 DEG C, and later stage core cooling speed maximum is up to 0.48 DEG C/d, outside
Surface cooling speed maximum is up to 2.86 DEG C/d.Can the temperature stress based on this temperature field concrete be controlled very well, with
Under will and then carry out temperature stress field analysis.
Step 114, thermal model is converted into by Whole structure model according to the 3rd analysis result and carries out temperature stress field analysis
Obtain structure temperature stress.
In this step, the method progress temperature stress field analysis same or like with step 112 can be used to be tied
Structure temperature stress.Specific implementation will not be repeated here.
Pass through above-mentioned step 114, you can when large volume concrete structural is two layers of pouring construction, by analyzing coagulation
The temperature field of soil obtains analysis result, and thermal model is converted into structural model according to analysis result and carries out Thermal Stress Field point
Analysis, obtains structure temperature stress.
It should be noted that in this step, substructure can be had an impact because the second layer pours, and to step
The 114 first layer temperature stresses being calculated are that the temperature stress of start time is poured based on the second layer, thus final first layer
The temperature stress of structure is considered as temperature stress superposition before this.
Embodiment two, the large volume concrete structural for only needing integral concreting.
In the present embodiment, required large volume concrete structural is can obtain due to need to only carry out integral concreting,
Therefore, the step 11 can include step as described below：
Step 201, the temperature field for the concrete structure for analyzing one-piece casting obtain the first analysis result；
Step 202, thermal model is converted into by structural model according to the first analysis result carries out integrally-built temperature stress
Field analysis, obtain structure temperature stress.
Wherein, above-mentioned step 201 and 202 same or like with above-mentioned step 111 and 112 respectively, therefore herein
Repeat no more.
It is embodiment three, very thick or because construction technology needs point three layers of large volume concrete structural poured for thickness.
In the present embodiment, due to that need to be poured three times, required large volume concrete structural is just can obtain, therefore,
The step 11 can include step as described below：
The temperature field for the concrete structure that step 301, analysis first layer pour obtains the first analysis result；
Step 302, thermal model is converted into by structural model according to the first analysis result carries out integrally-built temperature stress
Field analysis, obtain the second analysis result；
Step 303, the concrete structure of progress first layer and the second layer based on the concrete structure that first layer pours
Temperature field analysis, obtain the 3rd analysis result；
Step 304, according to the 3rd analysis result by thermal model be converted into Whole structure model carry out temperature stress field analysis,
Obtain the 4th analysis result；
Step 305, based on first, second layer of concrete structure poured carry out first to third layer concrete knot
The temperature field analysis of structure, obtain the 5th analysis result；
Step 306, according to the 5th analysis result by thermal model be converted into Whole structure model carry out temperature stress field analysis
Obtain structure temperature stress.
Wherein, above-mentioned step 301 and above-mentioned step 111 are same or like, step 302 and 304 and above-mentioned step
Rapid 112 is same or like, step 303 and 305, step 306 and above-mentioned steps same or like with above-mentioned step 113
114 is same or like, therefore will not be repeated here.
In the inventive solutions, when because thickness is very thick or because construction technology needs points more than three layers to pour
Large volume concrete structural, the above embodiments three are referred to, and so on.So it will not be repeated here.
In addition, in the inventive solutions, the permission tensile strength of the concrete in above-mentioned steps 12 can pass through
The performance test of concrete material obtains.
For example, in the preferred embodiment, it can be calculated according to the tensile splitting strength result of the test of concrete
Go out the concrete tensile capacity λ f of " large volume specification " permissiontk(t)/K, and permission tensile capacity curve is made, as shown in figure 9,
Fig. 9 is the schematic diagram of the permission tensile capacity curve in the embodiment of the present invention.
Therefore, in the step 12 of the present invention, permission tension that can be by structure temperature stress with corresponding age concrete
Intensity (allowing tensile capacity) is contrasted, and is adjusted according to comparing result and optimized maintenance method early stage and corresponding technology
Condition so that the temperature stress of structure is less than the permission tensile strength of corresponding age concrete.
For example, in the preferred embodiment, Figure 10~Figure 12 is respectively to be calculated in the embodiment of the present invention
Structure temperature stress and the contrast schematic diagram one, two, three for allowing control tensile capacity, respectively central point No. 11, No. 15 and 16
Number upper, middle and lower radially and ring temperature stress and allows to control tensile strength to contrast.
In the inventive solutions, if the structure temperature stress being calculated, which is more than, allows tensile capacity, need
Maintenance technology index is reset (for example, as in above-mentioned step 22, readjusted to obtain according to existing maintenance technology index
New maintenance technology parameter is used to calculate) or optimization construction geometry pattern, carry out structure according to the method for above-mentioned introduction again
The FEM calculation of temperature stress, until structure temperature stress, which meets, allows tensile capacity requirement.Therefore, above-mentioned side is passed through
Method, above-mentioned optimization give maintenance technology mode and technical indicator under the premise of, be calculated structure temperature stress will be less than pair
Answer the permission tensile capacity of age, it is possible to the structure temperature stress level of control concrete well, ensure that structure is not opened
Split or greatly reduce structure crack risk.
In addition, in the inventive solutions, it is determined that after said structure temperature and temperature stress, you can above-mentioned
In step 13, according to identified structure temperature and temperature stress, the Temperature-control Monitoring index and structure of concrete curing are determined
Crack Resistance, further design maintenance monitoring scheme.
In the inventive solutions, shown step 13 also has a variety of concrete implementation modes, below will be with therein
Exemplified by a kind of specific implementation, technical scheme is described in detail.
For example, state of temperature corresponding to structure temperature stress determined by the basis, determines the temperature control of concrete curing
Monitoring index can be：
According to state of temperature corresponding to identified structure temperature stress, its corresponding Calculated Results of Temperature Field is analyzed, is carried
Take the Temperature-control Monitoring index of maintenance construction.
For example, structure temperature stress determined by the basis, determines that structure Crack Resistance can be：
According to acceptable structure temperature stress, larger temperature tension region is analyzed, simultaneously reinforcement structure cracking resistance structure is set
Measure is made, temperature reinforcement is such as set；
For example, structure temperature and temperature stress determined by the basis, temperature stress monitor scheme can be：
According to acceptable structure temperature stress and temperature distributing rule, proposed structure temperature and temperature stress monitoring side
Case, so as to accomplish the stress state of the real-time control structure of entity project.
Preferably, in a particular embodiment of the present invention, the Temperature-control Monitoring index of the maintenance construction can include：
The rate of temperature fall etc. of the table temperature difference in concrete, concrete.
For example, in the preferred embodiment, for K2 raft foundations, calculating the maintenance method and technical indicator of setting
Under the conditions of, as shown in Figs. 13 and 14, the rate of temperature fall of concrete is as shown in figs for the table temperature difference in concrete.
It can be seen from Figure 13 and Figure 14, meeting table temperature difference maximum in structure temperature stress requirement is：In under：16.8
℃；In upper 18.6 DEG C.Therefore, table temperature difference temperature control index in being determined according to above-mentioned result of calculation, in raft foundation according to
18.6 DEG C relatively safe to control.For 25 DEG C of the index that " large volume specification " provides, the given index of specification
Without specific aim, or even there can be certain potential safety hazard.Similarly, it can be seen from Figure 15 and Figure 16, the cooling provided is calculated
Speed is up to -0.81 DEG C/d, and -2 DEG C of the rate of temperature fall/d given with specification differs greatly.Thus, it can be known that carried in the present invention
The method of confession is more targeted, as a result more reliable.(the excessive phenomenon of local cooling's speed be present for concrete surface, this
Be due to be rapidly decreased to as zero correlation in concrete gel material characteristic hydration rate early stage in fast later stage of selection, be cannot gram
Clothes)
Pass through the above method provided in the present invention, it may be determined that can be good at controlling the maintenance method of temperature stress
And maintenance technology index, and the temperature control index that can be established during maintenance construction；Further, can also be according to temperature stress
State, provide structure Crack Resistance and suggest and design concrete construction maintenance monitoring scheme.These are all superior to work as front lay
The regulation of model.
In summary, in the inventive solutions, by using determination mass concrete provided by the present invention
The method of structure construction maintenance process, it can effectively plan the maintenance method of concrete structure (for example, which region needs weight
Point maintenance, which region need appropriate more heat releases), it is ensured that the bulk temperature stress of concrete and development tend to be uniform；By more
The checking computations of kind concrete curing mode and maintenance technology index, it can be ensured that the bulk temperature stress of concrete can control very well
The generation of distress in concrete；The technical measures of concrete curing can be calculated by analyzing the maintenance technology index obtained, according to meter
Calculate result and screen thickness of the different conserving material determinations from covering material；Can be obtained by analysis can control temperature very well
The maintenance method of stress and the temperature computation result of technical indicator are spent, concrete curing temperature control index can be derived, so as to different
Entity project construction and maintenance is instructed in the index of specification；By the above method can with the constraints of optimal design-aside structure, for
Mass concrete construction, specification are that conceptual requirement " preferably uses in design and reduces mass concrete external constraint
Technical measures " and " when mass concrete is placed on rock type ground, sliding layer is preferably set on concrete cushion ", pass through
The present invention can design the slip ability of (quantization) sliding layer, so as to match corresponding slip measure；Can be with by the above method
Optimize the geometry of structure or the structural shape of mass concrete one-piece casting is rationally set, it is irrational so as to avoid
Structural shape causes the structural crack that can not be overcome；Concrete gel material can be proposed by the above method to instruct meaning
See, by the simulation analysis in the case of concrete structure, corresponding environment, corresponding maintenance method and technical indicator, solution can be fine
The heat of hydration total amount and aquation hot mode of the binder materials of temperature stress are controlled, so as to effectively control the thermograde of concrete
With integrated stress level.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all essences in the present invention
God any modification, equivalent substitution and improvements done etc., should be included within the scope of protection of the invention with principle.
Claims (14)
- A kind of 1. method for determining large volume concrete structural construction and maintenance method, it is characterised in that this method includes following step Suddenly：A, to it is to be analyzed or need optimize geometry large volume concrete structural carry out structure temperature field computation analysis, obtain To analysis result, and thermal model is converted into by structural model according to analysis result and carries out temperature stress field analysis, obtain structure temperature Spend stress field；B, structure temperature stress is contrasted with the permission tensile strength of corresponding age concrete, according to comparing result adjustment and It is determined that specific maintenance method and corresponding technical indicator or optimization structural shape；C, the state of temperature corresponding to structure temperature stress field determined by, the Temperature-control Monitoring index of concrete curing is determined, And according to temperature stress state, the embodiment and concrete construction for determining structure cracking resistance conserve monitoring scheme.
- 2. according to the method for claim 1, it is characterised in that for needing point two layers of mass concrete knot poured Structure, the step A include step as described below：The temperature field for the concrete structure that A1, analysis first layer pour obtains the first analysis result；A2, according to the first analysis result by thermal model be converted into structural model carry out first layer temperature stress field analysis, obtain Second analysis result；A3, the temperature field analysis for carrying out based on the concrete structure that first layer pours bilevel concrete structure, are obtained To the 3rd analysis result；A4, according to the 3rd analysis result by thermal model be converted into Whole structure model carry out temperature stress field analysis obtain structure temperature Spend stress.
- 3. according to the method for claim 1, it is characterised in that the mass concrete knot for only needing integral concreting Structure, the step A include step as described below：A1, the temperature field for the concrete structure for analyzing one-piece casting obtain the first analysis result；A2, thermal model is converted into by structural model according to the first analysis result carries out integrally-built temperature stress field analysis, obtain To structure temperature stress.
- 4. according to the method for claim 1, it is characterised in that for needing point three layers of mass concrete knot poured Structure, the step A include step as described below：The temperature field for the concrete structure that b1, analysis first layer pour obtains the first analysis result；B2, thermal model is converted into by structural model according to the first analysis result carries out integrally-built temperature stress field analysis, obtain To the second analysis result；B3, the temperature field of the concrete structure of progress first layer and the second layer is divided based on the concrete structure that first layer pours Analysis, obtains the 3rd analysis result；B4, according to the 3rd analysis result by thermal model be converted into Whole structure model carry out temperature stress field analysis, obtain the 4th Analysis result；B5, based on first, second layer of concrete structure poured carry out first to the concrete structure of third layer temperature Field analysis, obtain the 5th analysis result；B6, according to the 5th analysis result by thermal model be converted into Whole structure model carry out temperature stress field analysis obtain structure temperature Spend stress.
- 5. according to the method for claim 2, it is characterised in that the step A1 includes step as described below：A11, analysis model for finite element established according to concrete structure model to be analyzedA12, the primary condition and process condition for determining analysis model for finite element；A13, the temperature field of the concrete structure poured using the analysis model for finite element to first layer are analyzed, and are obtained To the first analysis result.
- 6. according to the method for claim 5, it is characterised in that the primary condition for determining analysis model for finite element Including：It is determined that carry out the primary condition of temperature computation；It is determined that carry out the primary condition of temperature stress calculation；Environment is poured according to concrete structure model to be analyzed, the performance test results of concrete material and actually, it is determined that having Limit member calculates corresponding various model parameters in analysis model.
- 7. according to the method for claim 6, it is characterised in that the primary condition for carrying out temperature computation includes：The physical characteristic of material, thermal property, the aquation heat condition of initial temperature condition and concrete.
- 8. according to the method for claim 6, it is characterised in that the primary condition for carrying out temperature stress calculation includes：Physical characteristic, thermal property and the physical and mechanical property of material.
- 9. according to the method for claim 6, it is characterised in that the model parameter includes：Geometric parameter, physical parameter, thermal parameters, initial environment parameter, aquation thermal parameter, mechanics parameter and maintenance technology ginseng Number.
- 10. according to the method for claim 9, it is characterised in that the geometric parameter includes：The angle and cavity that the planar dimension of concrete structure model to be analyzed, thickness, analysis model for finite element are taken Size.
- 11. according to the method for claim 9, it is characterised in that the physical parameter includes：Raft foundation concrete density, the unit weight of gallery concrete, the unit weight of the unit weight of sliding layer and basement rock.
- 12. according to the method for claim 9, it is characterised in thatThe thermal parameters include：Raft foundation concrete specific heat, the raft foundation concrete coefficient of conductivity, the specific heat of gallery concrete, conduction Coefficient, the specific heat of sliding layer, the coefficient of conductivity, the specific heat and the coefficient of conductivity of basement rock；The initial environment parameter includes：Initial molding temperature, curing period environment temperature and basement rock initial temperature；The aquation thermal parameter includes：The aquation pattern and heat of hydration total amount of concrete mix, concrete；The mechanics parameter includes：The cracking resistance condition of the modulus of elasticity of concrete, concrete Poisson's ratio and concrete；The maintenance technology parameter includes：Surface, the heat transfer coefficient of side of each interval concrete structure are poured successively.
- 13. according to the method for claim 1, it is characterised in that corresponding to structure temperature stress determined by the basis State of temperature, determining the Temperature-control Monitoring index of concrete curing includes：According to state of temperature corresponding to identified structure temperature stress, its corresponding Calculated Results of Temperature Field is analyzed, extraction is supported Protect the Temperature-control Monitoring index of construction.
- 14. according to the method for claim 12, it is characterised in that the Temperature-control Monitoring index of the maintenance construction includes：The rate of temperature fall of the table temperature difference and concrete in concrete.
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| CN112431286A (en) * | 2020-11-10 | 2021-03-02 | 新疆维泰开发建设（集团）股份有限公司 | Construction method for integrally pouring concrete in inspection well |
| CN112663975A (en) * | 2020-12-11 | 2021-04-16 | 中电建路桥集团有限公司 | Intelligent maintenance system and maintenance method for mass concrete |
| CN114790743B (en) * | 2022-06-06 | 2024-05-31 | 保利长大工程有限公司 | Heat insulation maintenance method for high-grade large-volume concrete member |
| CN115419285A (en) * | 2022-08-12 | 2022-12-02 | 中建新疆建工（集团）有限公司 | Automatic steam curing process for concrete |
| CN117863351B (en) * | 2024-03-12 | 2024-06-04 | 武汉博雅宏科技有限公司 | Control method and system for production process of assembled building component |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1125801A (en) * | 1994-11-30 | 1996-07-03 | E.R.C.株式会社 | Method for casting concrete in which temperature of large volum concrete structure is controlled |
| CN102628861A (en) * | 2012-04-11 | 2012-08-08 | 武汉大学 | Method for simulating temperature cracking value of mass concrete |
| CN102979307A (en) * | 2012-12-12 | 2013-03-20 | 新疆生产建设兵团金来建设工程技术研发有限责任公司 | Temperature-controlled crack prevention construction method for concrete structure |
| CN103676997A (en) * | 2013-10-16 | 2014-03-26 | 中国水利水电科学研究院 | Large-volume concrete temperature monitoring method based on real-time monitoring data |
Family Cites Families (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP5308316B2 (en) * | 2009-11-30 | 2013-10-09 | 国土交通省北海道開発局長 | Construction method of mass concrete structure |
-
2015
- 2015-12-18 CN CN201510956216.XA patent/CN105544578B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN1125801A (en) * | 1994-11-30 | 1996-07-03 | E.R.C.株式会社 | Method for casting concrete in which temperature of large volum concrete structure is controlled |
| CN102628861A (en) * | 2012-04-11 | 2012-08-08 | 武汉大学 | Method for simulating temperature cracking value of mass concrete |
| CN102979307A (en) * | 2012-12-12 | 2013-03-20 | 新疆生产建设兵团金来建设工程技术研发有限责任公司 | Temperature-controlled crack prevention construction method for concrete structure |
| CN103676997A (en) * | 2013-10-16 | 2014-03-26 | 中国水利水电科学研究院 | Large-volume concrete temperature monitoring method based on real-time monitoring data |
Non-Patent Citations (2)
| Title |
|---|
| 分层浇筑施工大体积混凝土温度场分析;陈玉香等;《低温建筑技术》;20051231(第6期);第87-89页 * |
| 动态设计养护法在核电站筏基整浇养护中的应用;程大业等;《工业建筑》;20100131;第40卷(第1期);第27-30页 * |
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