CN105354359B - A kind of circular cross section lining concrete construction time allows the calculation method of maximum temperature - Google Patents
A kind of circular cross section lining concrete construction time allows the calculation method of maximum temperature Download PDFInfo
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- CN105354359B CN105354359B CN201510639825.2A CN201510639825A CN105354359B CN 105354359 B CN105354359 B CN 105354359B CN 201510639825 A CN201510639825 A CN 201510639825A CN 105354359 B CN105354359 B CN 105354359B
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- G—PHYSICS
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- G06F—ELECTRIC DIGITAL DATA PROCESSING
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- G06F30/10—Geometric CAD
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- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
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Abstract
The calculation method for allowing maximum temperature the invention discloses a kind of circular cross section lining concrete construction time, by temperature T in liner structure thickness, strength grade of concrete, surrounding rock deformation monitor and construction time holeaCalculation formula is substituted into, to calculate the permission maximum temperature of construction time circular cross section lining concrete.The method of the present invention can effectively reflect country rock performance (deformation modulus), lining thickness, lining concrete intensity, the influence to maximum temperature permissible value such as temperature in hole, high-precision calculates rapidly circular cross section Structural Lining concrete construction phase permission maximum temperature, it is more in line with engineering practice, it is more scientific and reasonable, it can be completely used for the practical development temperature controlled anticracking design of engineering, especially construction time on-site implementation plan quickly adjusts.
Description
Technical field
The present invention relates to engineering structure Concrete Temperature Control crack prevention technique field, specifically a kind of circular cross section lining cutting is mixed
The solidifying soil construction time allows the calculation method of maximum temperature.
Background technique
Distress in concrete includes unstructuredness caused by structural crack caused by external load acts on and deformation variation effect
Crack two major classes.Wherein 80% is all thermal cracking.The big cross section high intensity underground water conservancy project lining concrete built in recent years, only
Otherwise effective temperature control measures are taken, all produce a large amount of cracks bar none, and are the construction time to generate penetrability mostly
Thermal cracking.
Underground hydro-structure, which is in for a long time in moist, alternation of wetting and drying environment, to work, harmfulness crack there are serious shadows
It rings the globality of engineering structure, safety, the construction speed duration, lead to leakage even seepage failure, durability and service life, work
Journey cost and beauty, it is also possible to induce the occurrence and development of other diseases.Therefore, underground water-work concrete construction time thermal cracking
Control become the major issue be extremely concerned about of engineering circles, carried out series and in-depth study, taken more in engineering
Severe temperature controlled anticracking measure.
It is designed about underground water conservancy project lining concrete temperature controlled anticracking, current related design discipline specification allows the construction time
Maximum temperature is all without explicitly regulation and design and calculation method.As " design of hydraulic concrete structures specification " is wanted in 4.1.2 (3)
It asks " to the structural elements for using upper requirement to carry out Crack Control, Ying Jinhang cracking resistance or crack width calculation ", is provided in 4.1.8
" building between construction and run phrase, when having larger impact to building such as the variation of temperature, Ying Jinhang temperature stress calculation,
And use construction measure and working measure preferably to eliminate or reduce temperature stress.The armored concrete for allowing crack occur in use
Structural elements is considered as crack developing and makes the influence of stiffness of structural member reduction in calculation of temperature stresses ".It is provided in 4.3.2
" when reinforced concrete structural element designs, different crack-control check calculations should be carried out according to requirements.(1) it crack resisting calculation: holds
The other components that can cause serious leakage after by the axial tension component of hydraulic pressure, small eccentricity tensional element and generation crack, are answered
Carry out crack resisting calculation.It, can also be without crack resisting calculation when not influencing if any reliable seepage control measure or normal use ".But do not refer to
Bright cracking computation method, also without Winkler's foundation.For another example " hydraulic tunnel design specification " (DL/T5195-2004) is only in 11.2.6
" influence of stress and grouting pressure to lining cutting caused by temperature change, concrete shrinkage and expansion, preferably passes through construction for item requirement
Measure and construction measure solve.For the temperature stress that high temperature area generates, Ying Jinhang particular study ".
To the part underground engineering lining concrete for requiring control critical eigenvalue on using, (such as high flow rate flood discharging tunnel, power tunnel draw
Water section etc.) the temperature controlled anticracking design in the construction time calculates and allows the calculating of maximum temperature, at present generally using FInite Element and
With reference to the method for dam strong constraint area concrete maximum temperature controlling value (hereinafter referred to as strong constraint method).
FInite Element passes through a large amount of temperature after completing structure design and concrete mix and the test of a large amount of performance parameters
The simulation calculation for controlling measure scheme is greater than code requirement factor of safety against cracking and construction is simple according to minimum factor of safety against cracking
The conditions such as feasible, economic propose construction temperature controlled anticracking scheme, and the program is calculated inside concrete maximum temperature as construction
Phase allows maximum temperature.It does so, precision is higher, and can be with Optimizing Construction Scheme.But it needs first to carry out concrete mix
It is tested with a large amount of performance parameters, test and simulation calculation need to spend more time, fund；For no determining construction cooperation
It can not be carried out when than and without concrete performance test；Scheme in concept phase and construction is not applied for quickly to adjust.
Especially so far the factor of safety against cracking required value of the no construction time temperature controlled anticracking design of related specification, such as hydraulic tunnel lining cutting
It is all with reference to design standard of large dams, then without ready patterns to follow for diversion tunnel, power generation tailrace tunnel etc. when Concrete Temperature Control Crack Control Design.
Strong constraint method is to belong to strong constraint area concrete, therefore strong with reference to dam since the thickness of lining concrete is small
The Winkler's foundation of concrete in restraint area calculates plus the temperature difference is allowed on the basis of quasi stationary temperature field average value and proposes lining cutting
The concrete construction phase allows maximum temperature.It does so, the Winkler's foundation of dam strong constraint area concrete cannot be applicable in thin-walled lining cutting
Structure does not reflect concrete strength, country rock performance, lining thickness and the other influence of structure dimension equal difference.Such as a height 20m
Hydraulic tunnel, lining cutting (parting length is generally less than 15m) concrete of thickness 0.5m~2.0m is all strong constraint, allow base
The plinth temperature difference is identical, and environment calculates steady temperature field average value less than 1.0 DEG C in hole, therefore final maximum temperature permissible value phase
Together.
In summary situation illustrates, the phase of used in Underground Engineering Lining concrete construction at present allows maximum temperature, and Regulations do not have
It is distinctly claimed and factor of safety against cracking requirement；Without reasonable available method, (FInite Element does not have factor of safety against cracking requirement
Value), it cannot effectively realize temperature crack control target.
Summary of the invention
The purpose of the present invention proposes that a kind of circular cross section lining concrete is applied primarily directed to the shortcomings of the prior art
The calculation method of duration permission maximum temperature.
In order to solve the above-mentioned technical problem, the present invention is with Xi Luo Du reservoir hydraulic tunnel circular cross section Structural Lining coagulation
Based on native 113 storehouse scene temperature control observations and flaw detection achievement, adopt the following technical scheme that.
A kind of circular cross section lining concrete construction time allows the calculation method of maximum temperature, allows maximum temperature [Tmax],
Its calculation formula is as follows
【Tmax]=min (T1max, T2max) (1)
T1max=5.1387H+0.1032C-0.1393E+0.2874Ta+21.0672 (2)
T2max=4.8352H+0.1247C-0.1393E+0.2874Ta+Tmin+8.9268 (3)
In formula: T1maxThe temperature drop stage, which calculates, after the hot temperature rise of-early hydration allows maximum temperature (DEG C)；
T2maxThe temperature drop stage in-winter, which calculates, allows maximum temperature (DEG C)；
H-lining concrete structural thickness (m)；
E-surrounding rock deformation monitor (GPa)；
C-lining concrete presses the strength grade (MPa) of 90 day age design；
TaAir themperature (DEG C) in hole when-lining concrete pouring construction；
Air themperature in hole when liner structure thickness, surrounding rock deformation monitor, strength grade of concrete and construction is substituted into public
Formula (1)-(3), the construction time that circular cross section lining concrete is calculated allow maximum temperature.
It must be noted that needing to change according to specification when (1) lining concrete uses the strength grade of 28 day age design
Calculating is the strength grade designed 90 day age；(2) if the construction time is kept the temperature using curtain, so that underground chamber air themperature mentions
Height, then TaIt should be using air themperature in the hole after improving.
Air themperature T in hole when the lining concrete pouring constructiona, including in construction time hole in water temperature and runtime hole
Water temperature.It can be by water temperature or operation in liner structure thickness, surrounding rock deformation monitor, strength grade of concrete and construction time hole
Phase water temperature substitutes TaSubstitute into can calculate circular cross section lining concrete construction time include water temperature permission maximum temperature.
The circular cross section lining concrete, the lining of the form of fracture including ellipse, the shape of a hoof, door opening shape and combinations thereof
Building concrete.
The circular cross section lining concrete, including board-like lining cutting, tower, platform and its group being close on ground with ground
The similar structures engineering concrete of conjunction, as long as that is, by the Structural Engineering concrete equivalent thickness, country rock, basic rock mass or other
Deformation modulus, strength grade of concrete and the construction time temperature of base body or other environment temperatures substitute TaIt substitutes into, it can
Calculate the Structural Engineering concrete construction phase permission maximum temperature.
The formula (1), (2), (3) are obtained according to following technical solution.According to a large amount of field observations, flaw detection and
FInite Element Simulation Analysis, mainly there are two the stages for the generation and development of tunnel lining concrete thermal cracking: early stage temperature
Depression of order section and temperature drop stage in winter.Temperature drop early stage, crack stage is to reach rapid temperature drop after maximum temperature due to heat of hydration temperature rise,
Larger tensile stress is generated under country rock constraint, and early strength of concrete is low, about at 7d to one month or so, tensile stress is more than
Tensile strength leads to crack.Temperature drop stage in winter, concrete temperature are gradually decreased with air themperature in hole, and tensile stress constantly increases
It is long, it is more than the tensile strength in the period when concrete temperature reduces the tensile stress generated and generates crack or primary fracture is rapid
Extension.Therefore, lining concrete temperature controlled anticracking should focus on early stage and two stages of winter, study respectively its allow temperature drop difference and
Allow maximum temperature.Two stages of note early stage and winter allow temperature drop difference to be (△ T and △ Tmax), then
△ T=Tmax-Ta (4)
△Tmax=Tmax-Tmin (5)
In formula, △ T is lining concrete early stage to allow temperature drop poor (DEG C)；
△TmaxAllow temperature drop poor (DEG C) for lining concrete winter；
TminFor the lowest temperature in winter hole namely country rock surface winter minimum temperature (DEG C).
Obtaining two stages of early stage and winter allows temperature drop difference △ T and △ TmaxAfterwards, it can calculate lining concrete
Allow maximum temperature:
In early days: T1max=Ta+△T (6)
Low temperature season: T2max=Tmin+△Tmax (7)
For this purpose, to 113 storehouse scene temperature control of Xi Luo Du reservoir hydraulic tunnel circular cross section Structural Lining concrete observation (figure
2) it is divided into flaw detection achievement with and without crack, and each structural sections lining concrete is observed into maximum temperature Tmax, △ T and △
TmaxFig. 3~Fig. 4 is shown in the relationship for accordingly pouring the time.According to site operation and flaw detection data, each structural sections bottom plate is split
Seldom, equal conditions are that side and roof arch (arc length is big) concrete is easy to produce crack mostly to seam, so only to the related parameter of side and roof arch
It is statisticallyd analyze.Respectively to there is no the early stage temperature drop difference △ T of the observing buoy of thermal cracking and winter temperature drop difference △
TmaxRegression analysis is carried out, is obtained
△ T=5.1387H+0.1032C-0.1393E-0.7126Ta+21.0672 (8)
△Tmax=4.8352H+0.1247C-0.1393E+0.2874Ta+8.9268 (9)
Formula (8) substitution formula (6) is obtained into formula (2)；Formula (9) substitution formula (7) is obtained into formula (3).
Since formula (2), formula (3) are to there is no thermal cracking hydraulic tunnel circular cross section Structural Lining concrete Ts1max
And T2maxStatistics, i.e., formula (1) calculate TmaxIt is that the maximum temperature of thermal cracking will not occur, therefore can be used as permission most
High-temperature.
The present invention is the advantages of a kind of circular cross section lining concrete construction time allows the calculation method of maximum temperature: this hair
Bright method can effectively reflect country rock performance (deformation modulus), lining thickness, lining concrete intensity, temperature and water temperature etc. in hole
Influence to maximum temperature permissible value, precision is high, simple and practical.
Detailed description of the invention
Fig. 1 is that flood discharging tunnel has pressure section circular cross section lining concrete structural schematic diagram.
Fig. 2 is the maximum temperature of circular cross section lining concrete, placing temperature, temperature and the relationship for pouring the time in hole
Figure.
Fig. 3 is that circular cross section lining concrete observes Tmax, △ T with pour the relational graph of time.
Fig. 4 is that circular cross section lining concrete observes Tmax、△TmaxWith the relational graph for pouring the time.
Fig. 5 is flood discharging tunnel cavern climate simulation measured curve figure.
Specific embodiment
With reference to the accompanying drawing, invention is further explained.
Embodiment 1: by taking some hydropower station flood discharging tunnel has pressure section circular cross section lining concrete temperature controlled anticracking as an example.
1, basic document
Some hydropower station is big (one) type engineering, and flood discharging tunnel is key construction (I grade), and having pressure section is circular cross section, lining cutting
Table 1 is listed in surrounding rock category.The internal diameter of lining section is 7.5m (as shown in Figure 1), lining concrete design strength grade C9040,
Structural sections parting length is 9m.According to the data that field data and designing institute provide in initial stage hole is excavated, designing unit is taken for many years
Temperature on average is 23.5 DEG C, and temperature year luffing is 1.5 DEG C, is calculated according to specification using cosine formula (10).
In formula: TaFor the air themperature at τ moment in hole；
The time (day) that τ is 1 day away from January；
τ0For the highest temperature in hole 1 day away from January time (day), τ is taken0=210 days.
1 flood discharging tunnel of table has pressure section lining cutting and rocvk classification
2, FInite Element design calculates and its allows maximum temperature
FInite Element carries out simulation calculation to 1 four kinds of lining concretes of table, and each season construction lining concrete is recommended to allow
Maximum temperature is listed in table 2.Designing institute is according to related design specification, concrete mix optimization and its performance test, FInite Element
Calculating achievement (temperature uses formula 10 in hole), determines that Hongdong has pressure section lining concrete using C9040, segment length 9m is poured, is poured
Temperature is no more than 18 DEG C, and bottom arch lining building concrete maximum temperature is not more than 37 DEG C, and side and roof arch lining concrete maximum temperature is little
In 38 DEG C.Winter construction, in the case where temperature of concrete during construction can be lower than 18 DEG C, the concrete that can be put in storage using nature
It pours.To allow maximum temperature not distinguish lining thickness and pour season, taking compromise value convenient for Construction control.
2 flood discharging tunnel of table has the pressure section lining concrete construction time to allow maximum temperature unit: DEG C
3, the method for the present invention, which calculates, allows maximum temperature
(1) design phase the method for the present invention, which calculates, allows maximum temperature
Temperature T in each moon hole is calculated by formula (10) using the middle of the month as calculation dateaRound numbers, by related parameter substitution formula (1)
Flood discharging tunnel, which is calculated, in~formula (3) has pressure to allow maximum temperature in section circular cross section lining cutting January~concrete construction phase in December
It is listed in table 3.Wherein only E1 lists T1max、T2maxCalculated value.
3 lining concrete of table (design phase) allows maximum temperature (DEG C)
(2) construction time the method for the present invention, which calculates, allows maximum temperature
In construction, due to tunnel excavation and extraneous perforation, in hole, air themperature declines rapidly changes close to outside air temperature.
It is in October, 2009 in November, 2012, total to flood discharging tunnel (left and right bank) to have carried out more than 300 temperature actual measurements, summarize and is shown in figure
5.Wherein on January 1st, 2010 for date reference axis first day.Wherein abscissa is time (day)；Ordinate is temperature (DEG C).
Cosine function is carried out using least square method to be fitted
In formula: TaFor temperature (DEG C) in hole；
τ is the time (day) apart from January 1.
Temperature T in each moon hole is calculated by formula (11) using the middle of the month as calculation dateaRound numbers, by related parameter substitution formula (1)
Flood discharging tunnel, which is calculated, in~formula (3) has pressure to allow maximum temperature in section circular cross section lining cutting January~concrete construction phase in December
It is listed in table 4.Wherein only E1 lists T1max、T2maxCalculated value.
4 lining concrete of table (construction time) allows maximum temperature (DEG C)
4, flood discharging tunnel has pressure section temperature controlled anticracking performance
(1) lining concrete temperature observation achievement
There are pressure section lining concrete temperature control achievement and its overtemperature situation for statistical analysis left and right bank flood discharging tunnel, is listed in
Table 5~8.
Maximum temperature statistical form inside 5 2010 years flood discharging tunnel lining concretes of table
Table 6 2010 years left and right bank flood discharging tunnel lining concrete placing temperature statistical forms
Maximum temperature statistical form inside table 7 2011 years left and right bank flood discharging tunnel lining concretes
Table 8 2011 years left and right bank flood discharging tunnel lining concrete placing temperature statistical forms
Concrete internal temperature observing buoy shows: compared with design standard, 2010 and left bank in 2011 and right bank
Placing temperature overheating problem, respectively 56.6%, 13.33%；In addition the cooling water temperature of water flowing is also generally more than design standard；Cause
This, maximum temperature also has certain overheating problem, respectively 45.28%, 16.67%.If compared with the present invention, maximum temperature
Overtemperature ratio it is bigger, 70%~80% or so.And the overtemperature ratio of left bank is greater than right bank.
(2) lining concrete situation
Flood discharging tunnel has pressure section circular cross section lining concrete situation, and bottom arch concrete does not have crack, side and roof arch coagulation
Native crack count is listed in table 9.
The left and right bank of table 9 has pressure section circular cross section lining concrete situation
There are pressure segment structure feature, the crack count situation of lining concrete construction technology and table 9 according to flood discharging tunnel, it is comprehensive to divide
Analysis can obtain following understanding:
(1) there is pressure section side and roof arch lining concrete more, bottom plate free from flaw.Estimate big with abutment wall (side and roof arch) scale
In bottom plate, and bottom plate curing condition is quite a lot of related.This result is consistent with FInite Element simulation calculation conclusion.Therefore, from now on
Side and roof arch should be placed on to similar large-scale tunnel lining Concrete Temperature Control anticracking emphasis.This is also that above-mentioned design calculation formula is only right
The reason of side and roof arch carries out.
(2) two sides flood discharging tunnel is compared, and left bank 1#, 2# are more than right bank 3#, the hole 4# lining concrete, mixed with left bank lining cutting
Solidifying soil maximum temperature overtemperature ratio is big related (including the higher influence of water flowing coolant water temperature).
(3) details generally investigated according to crack, the more hard complete thermal cracking of country rock are more.Flood discharging tunnel has pressure section all
It is the E1 type lining cutting in the hard complete II class surrounding rock area of country rock, is the main generating region of thermal cracking although lining thickness is small
Domain；The big generally seldom thermal cracking of lining concrete of IV class surrounding rock area thickness.
5, comparative analysis
(1) FInite Element and the method for the present invention can rationally reflect that surrounding rock category (deformation modulus), lining thickness, lining cutting are mixed
Air themperature in solidifying soil intensity, hole, water flowing be cooling and its influence of water temperature, placing temperature etc..
(2) design phase, 22 DEG C~25 DEG C of temperature in hole, FInite Element simulation calculation recommends all types of lining concretes to permit
Perhaps maximum temperature is all higher than the method for the present invention.In conjunction with field observation inside concrete maximum temperature, the ratio 0 of overtemperature design standard
~55% is far below crack ratio 70%~80% or so, and crack ratio and the overtemperature present invention calculate maximum temperature permissible value ratio
70%~80% or so coincide very much, and especially crack occurs mainly in E1 type lining cutting, the permission highest temperature calculated with the present invention
It is smaller completely the same to spend the lining cutting of E1 type.On the one hand illustrating site operation concrete, there are uniformity, laitance collection to neutralize construction joint etc.
The defects such as intensity is low cause intensity lower than test value problem；On the other hand so illustrating that the method for the present invention reflects that engineering is practical to ask
Topic, it is more scientific and reasonable.In addition, Finite element arithmetic heavy workload, only calculates the permission maximum temperature for recommending four seasons, this
Inventive method can calculate quickly recommends even finer permission maximum temperature of each moon.
(3) construction time, tunnel excavation penetrate through, and temperature winter is substantially reduced in hole, due to FInite Element heavy workload, construction
Unit lacks qualified technical personnel, and does not calculate analysis again, design recommend to allow maximum temperature it is obvious it is excessively high (only with E4 type aestival aspect
When), it cannot tally with the actual situation.And the method for the present invention can allow maximum temperature by simple computation each moon quickly, can be suitable for
Construction time quickly adjusts temperature controlled anticracking standard in real time.
(4) in summary analysis shows, the method for the present invention, calculation formula is simple, can rationally reflect country rock performance (distorted pattern
Amount), liner structure thickness, lining concrete intensity, in hole air themperature etc. influence.The practical feelings of more scientific reflection engineering
Condition can calculate rapidly the permission maximum temperature of circular cross section Structural Lining concrete construction phase each moon pouring construction phase, complete
It can be used for the practical development temperature controlled anticracking design of engineering entirely, especially site operation embodiment quickly adjusts in real time.
2: the Wu Dongde power station hydraulic tunnel lining concrete construction time of embodiment allows maximum temperature
Survey and design research institute entrust to black East Germany power station hydraulic tunnel (including power tunnel, diversion tunnel, flood discharging tunnel) in the Changjiang river
Concrete Temperature Control anticracking is the permission temperature difference using dam foundation concrete, with reference to " arched concrete dam design specification " (DL/T
5346-2006) choose, since flood discharging tunnel lining concrete degree is the design of strong constraint area standard, in hole each monthly mean temperature (by
Then the construction time, as moon steady temperature field) on the basis of plus allow the temperature difference as maximum temperature controlling value.First according to Wu Dong
Each building in moral power station difference service condition locating for different periods, has calculated separately temperature environment, cavern's temperature environment, has applied
Different-thickness infinite slab and semo-infinite under the conditions of duration cavern's temperature environment and cavern's temperature environment of corresponding elevation runtime
Plate quasi-steady temperature, is shown in Table 10 and table 11.14~17 DEG C of temperature of flood discharging tunnel lining concrete quasi-steady are taken, diversion tunnel 14~15
℃.Allow the temperature difference (table 12) referring next to dam engineering temperature difference standard application basis, finally determines that each position design allows highest
Temperature such as table 13.
10 infinite slab quasi-steady temperature of table
11 semi-infinite slab quasi-steady temperature of table
Note: underground chamber environment temperature takes mean value of moon temperature (or corresponding monthly water temperature of elevation) with mean annual cost.
12 concrete foundation of table allows temperature difference unit: DEG C
The black East Germany's power station hydraulic tunnel lining concrete of table 13 allows maximum temperature unit: DEG C
The lining concrete construction time permission highest temperature is carried out using the method for the present invention so that flood discharging tunnel therein has pressure section as an example
Degree calculates, in favor of comparing.Since there are no construction time temperature observation data for flood discharging tunnel, using in diversion tunnel construction time actual measurement hole
16~28 DEG C of temperature, i.e.,
There are pressure section lining thickness 1.1m, strength grade of concrete C9040, III class surrounding rock, surrounding rock deformation monitor 20GPa.It will be with
Upper parameter substitution formula (1)~(3), obtaining the method for the present invention and calculating allows maximum temperature to be listed in table 14.
The black East Germany's flood discharging tunnel of table 14 has pressure section lining concrete to allow maximum temperature (inventive method) unit: DEG C
| Month | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 |
| T1max | 32.7 | 32.7 | 33.2 | 34.0 | 34.9 | 35.6 | 36.1 | 36.0 | 35.6 | 34.8 | 33.9 | 33.1 |
| T2max | 37.1 | 37.1 | 37.6 | 38.4 | 39.3 | 40.0 | 40.5 | 40.4 | 40.0 | 39.2 | 38.3 | 37.5 |
| 【Tmax】 | 32.7 | 32.7 | 33.2 | 34.0 | 34.9 | 35.6 | 36.1 | 36.0 | 35.6 | 34.8 | 33.9 | 33.1 |
Comparison sheet 13, table 14 are it is found that lining concrete hard for country rock, that thickness is small, strong constraint method, which calculates, to be allowed most
High temperature value is apparently higher than the method for the present invention.It cannot reflect that country rock performance (deformation modulus), lining thickness, lining concrete are strong
The influence of air themperature etc. in degree, hole.Experience, the lining cutting knot small for I~II class surrounding rock area thickness are calculated according to lot of examples
Structure concrete, which calculates, allows maximum temperature value obviously excessive；And to IV, the V biggish liner structure concrete of class surrounding rock area thickness
Substantially suitable.May belong to extremely strong confining region with the small lining concrete of thickness, and country rock it is hard completely constrain it is stronger (remote super
0.2 times of longest edge size of general dam is crossed averagely to constrain) it is closely related.
To sum up example calculation analytic explanation, the present invention, calculation formula is simple, calculates lining concrete maximum temperature permissible value
Can effectively reflect country rock performance (deformation modulus), lining thickness, lining concrete intensity, in hole temperature and water temperature etc. shadow
It rings, high-precision calculates rapidly the permission maximum temperature of circular cross section Structural Lining concrete construction phase each moon pouring construction, more
Meet engineering practice, it is more scientific and reasonable, it can be completely used for the practical development temperature controlled anticracking design of engineering, especially construct
Phase on-site implementation plan quickly adjusts.
Protection scope of the present invention is not limited to circular cross section lining concrete structure, complete by appropriate adjustment and deformation
It can be applied in similar engineering especially underground engineering structure entirely.Obviously, those skilled in the art can be to this hair
The bright deformation for carrying out certain formula structures is without departing from scope and spirit of the present invention.If these changes and deformation belong to this hair
In the range of bright claim and its equivalent technologies, then including the intention invented also includes these changes and deforms.
Specific embodiment described herein is only an example for the spirit of the invention.The neck of technology belonging to the present invention
The technical staff in domain can make various modifications or additions to the described embodiments or replace by a similar method
In generation, however, it does not deviate from the spirit of the invention or beyond the scope of the appended claims.
Claims (3)
1. the calculation method that a kind of circular cross section lining concrete construction time allows maximum temperature, it is characterised in that: allow highest
Temperature [Tmax], its calculation formula is
【Tmax]=min (T1max, T2max) (1)
T1max=5.1387H+0.1032C-0.1393E+0.2874Ta+21.0672 (2)
T2max=4.8352H+0.1247C-0.1393E+0.2874Ta+Tmin+8.9268 (3)
In formula: T1maxThe temperature drop stage, which calculates, after the hot temperature rise of-early hydration allows maximum temperature (DEG C)；
T2maxThe temperature drop stage in-winter, which calculates, allows maximum temperature (DEG C)；
H-lining concrete structural thickness (m)；
E-surrounding rock deformation monitor (GPa)；
C-lining concrete presses the strength grade (MPa) of 90 day age design；
TaAir themperature (DEG C) in hole when-lining concrete pouring construction；
Tmin- country rock surface winter minimum temperature (DEG C)；
Air themperature in hole when liner structure thickness, surrounding rock deformation monitor, strength grade of concrete and construction is substituted into formula
(1)-(3), the construction time that circular cross section lining concrete is calculated allow maximum temperature.
2. the circular cross section lining concrete construction time according to claim 1 allows the calculation method of maximum temperature, special
Sign is: air themperature T in hole when the lining concrete pouring constructiona, including in construction time hole in water temperature and runtime hole
Water temperature.
3. the circular cross section lining concrete construction time according to claim 1 allows the calculation method of maximum temperature, special
Sign is: the circular cross section lining concrete, including board-like lining cutting, tower, platform and its group being close on ground with ground
Close the engineering concrete of structure.
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| CN109815613B (en) * | 2019-02-01 | 2021-07-06 | 武昌理工学院 | Method for calculating maximum temperature tensile stress in concrete construction period of portal lining side wall |
| CN109885915B (en) * | 2019-02-01 | 2021-07-02 | 武昌理工学院 | Method for rapidly calculating maximum temperature tensile stress of circular section lining concrete in construction period |
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