CN105677939B - A kind of door opening shape section lining concrete construction time allows the calculation method of maximum temperature - Google Patents
A kind of door opening shape section lining concrete construction time allows the calculation method of maximum temperature Download PDFInfo
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Abstract
Allow the calculation method of maximum temperature the invention discloses a kind of door opening shape section lining concrete construction time, temperature in liner structure size, strength grade of concrete, surrounding rock deformation monitor and construction time hole is substituted into calculation formula, to calculate the permission maximum temperature of construction time door opening shape section lining concrete.The method of the present invention can effectively reflect country rock performance, liner structure size, lining concrete intensity, the influence to maximum temperature permissible value such as temperature in hole, high-precision calculates rapidly door opening shape section structure lining concrete construction time permission maximum temperature, engineering practice, more scientific and reasonable is more in line with than strong constraint method, precision is suitable with FInite Element, 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 door opening shape section lining cutting
The calculation method of concrete construction phase permission 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 a kind of door opening shape section lining concrete primarily directed to the shortcomings of the prior art
The calculation method of construction time permission maximum temperature.
In order to solve the above-mentioned technical problem, the present invention is mixed with Xi Luo Du reservoir hydraulic tunnel door opening shape section structure lining cutting
Based on solidifying native more than 200 storehouse scene temperature control observations and flaw detection achievement, adopts the following technical scheme that and studied.
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=4.46 × H-0.038 × H0-0.037×L+0.096×C-0.134×E+0.3669×Ta+22.1315
(2)
T2max=Tmin+4.47×H-0.0378×H0-0.0381×L+0.0976×C-0.124×E+0.3669×Ta+
9.254 (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)；
H0- peripheral wall height (m), when abutment wall and crown one-piece casting, H0+ 1/2 crown arc length of=peripheral wall height is (such as
14.57m+61 ° of angle camber line of peripheral wall height in Fig. 5)；
L-lining concrete structural jointing length (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；
By liner structure thickness, peripheral wall height or width, parting length, surrounding rock deformation monitor, strength grade of concrete
Formula (1)-(3) are substituted into air themperature in hole when concreting, the construction of door opening shape section lining concrete is calculated
Phase allows maximum temperature；By 12 months 1 year temperature on average TaIt substitutes into, this is calculated and pours within 12 months door opening shape section lining
The permission maximum temperature of building concrete.
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.In addition, since formula (2) and formula (3) are to could be used without splitting
What the temperature observation achievement statistics of seam obtained, Practical Project allows maximum temperature [T using calculatingmax] when, general cracking structure can
To directly adopt；Liner structure very high for demand of anti-crack, may be appropriately used 1.05~1.1 safety coefficient；For
The only liner structure of Restricted Crack Width can suitably relax requirement.
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 size, 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 door opening shape section, the lining cutting of the compound section form including ellipse, the shape of a hoof, door opening shape and these shapes
Concrete.
The door opening shape section lining concrete, including be close on ground with ground board-like lining cutting, tower, platform and this
A little combined similar structures engineering concrete, if that is, by the Structural Engineering concrete equivalent dimension, country rock, basic rock mass or
Deformation modulus, strength grade of concrete and the concrete pouring construction phase temperature of the other base bodies of person or other environment temperatures are replaced
For TaSubstitute 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
With FInite Element Simulation Analysis, mainly there are two the stages: early stage for the generation and development of tunnel lining concrete thermal cracking
Temperature drop stage and temperature drop stage in winter.Temperature drop early stage, crack stage is warm rapidly after reaching maximum temperature due to heat of hydration temperature rise
Drop generates larger tensile stress under country rock constraint, and early strength of concrete is low, about at 7 days to one month or so, tensile stress
Lead to crack more than tensile strength.Temperature drop stage in winter, concrete temperature are gradually decreased with air themperature in hole, and tensile stress is continuous
Increase, is more than the tensile strength in the period when concrete temperature reduces the tensile stress generated and generates crack or primary fracture is fast
Speed extension.Therefore, lining concrete temperature controlled anticracking should focus on early stage and two stages of winter, and studying it respectively allows temperature drop poor
With permission 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, observing more than the 200 storehouse scene temperature controls of Xi Luo Du reservoir flood discharging tunnel door opening shape section structure lining concrete
(as shown in Figure 2) and flaw detection achievement are divided into and without crack, and each structural sections lining concrete is observed 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 structure
Section soleplate crack is seldom, and equal conditions are that side and roof arch (stalk+crown arc length is big) concrete is easy to produce thermal cracking mostly,
So only being statisticallyd analyze to the related parameter of side and roof arch.Respectively to there is no the early stage temperature of the observing buoy of thermal cracking
Difference △ T and winter temperature drop difference △ T dropsmaxRegression analysis is carried out, is obtained
△ T=4.46 × H-0.038 × H0-0.037×L+0.096×C-0.134×E-0.6331×Ta+22.1315
(8)
△Tmax=4.47 × H-0.0378 × H0-0.0381×L+0.0976×C-0.124×E+0.3669×Ta+
9.254 (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 door opening shape section structure lining concretes
T1maxAnd T2maxStatistics, i.e., formula (1) calculate TmaxIt is that the maximum temperature of thermal cracking will not occur, therefore can be used as door opening
Shape section structure lining concrete allows maximum temperature.
The present invention is the advantages of a kind of door opening shape section lining concrete construction time allows the calculation method of maximum temperature: this
Inventive method can effectively reflect country rock performance (deformation modulus), liner structure size (including height or width, parting it is long
Degree, thickness), lining concrete intensity, the influence to maximum temperature permissible value such as temperature and water temperature in hole, precision is high, simple real
With.
Detailed description of the invention
Fig. 1 a is the schematic diagram of flood discharging tunnel lining concrete.
Fig. 1 b is the partial enlarged view of Fig. 1 a.
Fig. 2 is the maximum temperature of door opening shape section lining concrete, placing temperature, temperature and the relationship for pouring the time in hole
Figure.
Fig. 3 is that door opening shape section lining concrete observes Tmax, △ T with pour the relational graph of time.
Fig. 4 is that door opening shape section lining concrete observes Tmax、△TmaxWith the relational graph for pouring the time.
Fig. 5 is that flood discharging tunnel door opening shape section 1.0m thickness lining concrete structure chart is crossed in small stream Lip river.
Fig. 6 is flood discharging tunnel cavern climate simulation curve graph.
Fig. 7 is black East Germany diversion tunnel door opening shape section 1.0m thickness liner structure figure.
Specific embodiment
With reference to the accompanying drawing, invention is further explained.
Embodiment 1: by taking some hydropower station flood discharging tunnel is without pressure section door opening shape section lining concrete temperature controlled anticracking as an example.
1, basic document
Some hydropower station is big (one) type, and flood discharging tunnel is I grade of building.It is door opening shape section, section ruler after lining cutting without pressure section
Very little to be listed in table 1 for 14m × 19m (wide × high), all kinds of rock properties and its lining style, liner structure parting length is 9m.Its
Middle 1.0m thickness lining section is as shown in figure 5, cross dimensions is constant after remaining thickness lining cutting.Lining concrete design strength grade
For C9040 normal concretes；Abutment wall is C9040 pump concretes；The above are C25 by crown and abutment wall water surface curve 1.0m.According to opening
The data that field data and designing institute provide in digging initial stage hole, it is 23.5 DEG C that designing unit, which takes average temperature of the whole year in hole, temperature year
Luffing is 1.5 DEG C, and code requirement cosine formula (10) calculates.
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.
Table 1 is without pressure section door opening shape section lining cutting and rocvk classification
2, FInite Element design calculates and its allows maximum temperature
Before construction, FInite Element simulation calculation has been carried out in designing unit's commission, and research lining concrete allows highest
Temperature and temperature controlled anticracking measure scheme.Since amount of calculation and expense consider, only for wherein 1.0m F2 type and 1.5m F4
Type summer pouring construction situation carries out simulation calculation.Designing unit according to related design specification, concrete mix optimization and its
Performance test, Finite element arithmetic achievement (in hole temperature use formula 10), according to past Temperature Controlling of Mass Concrete anticracking experience,
It is difficult in view of being mainly summer temperature controlled anticracking, convenient for construction is simple to convert into F2 type and 1.5m F4 type FInite Element proposes
Maximum temperature controlling value determines that the Winkler's foundation of all types of lining concretes and placing temperature are listed in table 2.
Table 2 controls standard without the temperature of pressure section lining concrete
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 (abutment wall and crown one-piece casting, total height 25.2m).Wherein only F2 type lists T1max、T2maxCalculated value.
The 3 lining concrete construction time (design phase) of table 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
6.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 Ta round numbers in each moon hole is calculated by formula (11) using the middle of the month as calculation date, by related parameter substitution formula (1)
Flood discharging tunnel, which is calculated, in~formula (3) allows the highest temperature in section door opening shape section lining cutting January~concrete construction phase in December without pressure
Degree is listed in table 4 (abutment wall and crown one-piece casting, total height 25.2m).Wherein only E1 lists T1max、T2maxCalculated value.
The 4 lining concrete construction time of table (real-time control stage) allows maximum temperature (DEG C)
4, flood discharging tunnel is without pressure section temperature controlled anticracking performance
(1) lining concrete temperature observation achievement
By left and right bank flood discharging tunnel without pressure (as space is limited, only to the wherein peak period 2010) temperature control of section lining concrete at
Fruit and its overtemperature situation are for statistical analysis, are listed in table 5 and table 6.
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
Flood discharging tunnel is totally good without pressure section lining concrete temperature control effect it can be seen from table 5, table 6, placing temperature overtemperature
Ratio is higher, and maximum temperature overtemperature (design permissible value) ratio is lower, and right bank control effect is better.Right bank lining concrete pours
Temperature is built, bottom plate overtemperature ratio 4.30%, abutment wall is without overtemperature, averagely 2.86%；Inside concrete maximum temperature is without overtemperature.But
It is that calculating according to the method for the present invention allows maximum temperature, even right bank, also having part is more than to pour in permissible value, especially winter
Build concrete.
(2) lining concrete situation
Flood discharging tunnel is listed in table by structural sections and construction segmentation statistics without pressure section door opening shape section lining concrete situation
7。
The left and right bank flood discharging tunnel of table 7 is without pressure section door opening shape section lining concrete situation
According to the crack count situation of flood-discharging hole structure feature, lining concrete construction technology and table 7, comprehensive analysis can be with
Obtain following understanding:
(1) side and roof arch lining concrete is more.Only there is crack in 2 storehouses without pressure section bottom plate.Estimation and abutment wall (side and roof arch) ruler
It is related that degree is greater than bottom plate.In addition it is taken without pressure section bottom plate right bank and first pours leveling concrete, crack is less than left bank, also there is lesser shadow
It rings.
(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 big (including the higher influence of water flowing coolant water temperature), right bank fall endpiece side and roof arch lining cutting coagulation
Soil separately pours related.
(3) details generally investigated according to crack, the more hard complete thermal cracking of country rock are more.It is all that country rock is hard complete
II class surrounding rock area although lining thickness is small be the main generation area of thermal cracking；The big lining cutting of IV class surrounding rock area thickness
The generally seldom thermal cracking of concrete.It is harder with country rock, it is more strong closely related to the constraint of lining concrete；Meanwhile thickness
Smaller, country rock is harder, and calculating according to patented method allows maximum temperature value smaller (referring to table 3, table 4), and overtemperature ratio is bigger.
(5) according to comparative analysis the case where crack and maximum temperature overtemperature, illustrate the method for the present invention, calculation formula, calculate
Maximum temperature value be it is reasonable, it is more reasonable than design recommendation.First is that right bank maximum temperature is not above design permissible value, but
There is more thermal cracking, is more than that the method for the present invention calculates permissible value one with the structural sections especially winter for having more thickness small
It causes；Second is that the method for the present invention requires to grow with each passing hour, implementation optimization is constantly carried out in the construction time, is remained with Practical Project.
5, comparative analysis
(1) FInite Element and the method for the present invention can rationally reflect country rock performance (deformation modulus), liner structure size (packet
Include height or width, parting length, thickness), lining concrete intensity, in hole air themperature etc. influence.
(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 between the method for the present invention F3 and F4 summer calculated value.It on the one hand is because FInite Element only calculates summer temperature
Maximum temperature permissible value is recommended in control, and design takes caused by F2 and F4 summer calculated value；On the other hand illustrate that the method for the present invention allows most
High-temperature calculated value and FInite Element are almost the same.It is lower than 39 DEG C mostly in conjunction with field observation inside concrete maximum temperature, surpasses
Temperature only 4% or so, but have 20% or more position in storehouse generate crack and also mostly the thickness small structural sections the case where from the point of view of, this
Inventive method calculates maximum temperature permissible value closer to reality.Especially right bank also occurs without super design permissible value compared with multiple cracking,
It matches with there is part to calculate maximum temperature permissible value more than the method for the present invention.
(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 is not analyzed again using Finite element arithmetic, and design is recommended to allow maximum temperature obviously excessively high, equally
Between the method for the present invention F3 and F4 summer calculated value, it cannot tally with the actual situation.And the method for the present invention can be simple quickly
Calculating each moon allows maximum temperature, can quickly adjust in real time temperature controlled anticracking standard suitable for the construction time.
(4) Finite element arithmetic heavy workload, research needs to spend more expense and time, so above situation only carries out
The simulation calculation of summer, leads to that practical temperature controlled anticracking needs cannot be met comprehensively.The method of the present invention can rationally be taken the post as rapidly
Meaning, which pours phase concrete, allows maximum temperature.
(5) 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 size (including height or width, parting length, thickness), lining concrete intensity, air themperature in hole
Deng influence.More scientific reflection engineering practice can calculate rapidly the circular cross section Structural Lining concrete construction phase
The permission maximum temperature of each moon pouring construction phase can be completely used for the practical development temperature controlled anticracking design of engineering, especially live
Construction 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/
T5346-2006 it) chooses, since flood discharging tunnel lining concrete is all strong constraint area, each monthly mean temperature is (due to being to apply in hole
Duration, as moon steady temperature field) on the basis of plus allow the temperature difference as maximum temperature controlling value.First according to black East Germany's water power
It stands each building difference service condition locating for different periods, calculates separately temperature environment, cavern's temperature environment, construction time cavern
Different-thickness infinite slab and semi-infinite slab under the conditions of temperature environment and cavern's temperature environment of corresponding elevation runtime is quasi- steady
Determine temperature, is shown in Table 8 and table 9.Take 14~17 DEG C of temperature of flood discharging tunnel lining concrete quasi-steady, 14~15 DEG C of diversion tunnel.Then join
Allow the temperature difference (table 10) according to dam engineering temperature difference standard application basis, finally determines that each position design allows maximum temperature such as table
11。
8 infinite slab quasi-steady temperature of table
9 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.
10 concrete foundation of table allows temperature difference unit: DEG C
The black East Germany's hydropower station of table 11, flood discharging tunnel have pressure section lining concrete to allow maximum temperature unit: DEG C
| Month | 12、1 | 2、11 | 3、10 | 4、9 | 5-8 |
| Diversion tunnel, tailrace tunnel (bottom plate, barrel lining cutting) | 37 | 37 | 39 | 40 | 41 |
| Flood discharging tunnel has pressure, without pressure hole section (bottom plate, barrel lining concrete) | 37 | 37 | 39 | 40 | 41 |
By taking diversion tunnel therein (door opening shape section) as an example, each class surrounding rock performance and its lining thickness are listed in table 12, wherein
1.0m thickness liner structure is (cross dimensions is constant after remaining thickness lining cutting) as shown in Figure 7, lining concrete strength grade C9040,
Parting length 9m.Wherein 1.0m and 1.8m abutment wall (side and roof arch one-piece casting, total height 30.27m) is calculated using the method for the present invention
The lining concrete construction time allows maximum temperature to calculate, in favor of comparing.Construction time surveys in hole 16~28 DEG C of temperature, i.e.,
The black East Germany's power station diversion tunnel rocvk classification of table 12 and physical and mechanical parameter value
By the above parameter substitution formula (1)~(3), obtaining the method for the present invention and calculating allows maximum temperature to be listed in table 13 and table
14。
The black East Germany's diversion tunnel 1.0m thickness lining concrete of table 13 allows maximum temperature (inventive method) unit: DEG C
| Month | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 |
| Ta | 16 | 16 | 18 | 21 | 24 | 26 | 28 | 28 | 26 | 24 | 21 | 18 |
| T1max | 30.5 | 30.5 | 31.3 | 32.4 | 33.5 | 34.2 | 35 | 35 | 34.2 | 33.5 | 32.4 | 31.3 |
| T2max | 34.0 | 34.0 | 34.8 | 35.9 | 37.0 | 37.7 | 38.4 | 38.4 | 37.7 | 37.0 | 35.9 | 34.8 |
| 【Tmax】 | 31 | 31 | 31 | 32 | 33 | 34 | 35 | 35 | 34 | 33 | 32 | 31 |
The black East Germany's diversion tunnel 1.8m thickness lining concrete of table 14 allows maximum temperature (inventive method) unit: DEG C
| Month | 1 | 2 | 3 | 4 | 5 | 6 | 7 | 8 | 9 | 10 | 11 | 12 |
| Ta | 16 | 16 | 18 | 21 | 24 | 26 | 28 | 28 | 26 | 24 | 21 | 18 |
| T1max | 37.5 | 37.5 | 38.3 | 39.4 | 40.5 | 41.2 | 42 | 42 | 41.2 | 40.5 | 39.4 | 38.3 |
| T2max | 40.8 | 40.8 | 41.6 | 42.7 | 43.8 | 44.5 | 45.2 | 45.2 | 44.5 | 43.8 | 42.7 | 41.6 |
| 【Tmax】 | 37 | 37 | 38 | 39 | 40 | 41 | 42 | 42 | 41 | 40 | 39 | 38 |
Being calculated using strong constraint area concrete allows maximum temperature value, cannot reflect country rock performance (deformation modulus), lining cutting
Cross dimensions and thickness, lining concrete intensity, in hole air themperature etc. influence.Experience is calculated according to lot of examples, for I
The small liner structure concrete of~II class surrounding rock area thickness is obviously excessive；And to IV, the V biggish lining cutting knot of class surrounding rock area thickness
Structure concrete is substantially suitable.
The method of the present invention can effectively reflect country rock performance (deformation modulus), lining section size and thickness, lining cutting coagulation
The influence to maximum temperature permissible value such as temperature and water temperature in native intensity, hole, precision are apparently higher than as strong constraint area concrete
Method.
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), liner structure size (including height or width, parting length, thickness),
The influence of temperature and water temperature etc. in lining concrete intensity, hole, high-precision calculate rapidly circular cross section Structural Lining concrete and apply
The permission maximum temperature of duration each moon pouring construction, is more in line with engineering practice, more scientific and reasonable, can be completely used for
The practical development temperature controlled anticracking design of engineering, especially construction time on-site implementation plan quickly adjust.
Protection scope of the present invention is not limited to hydraulic tunnel door opening shape section lining concrete structure, passes through appropriate adjustment
And deformation, it can be applied in similar engineering especially underground engineering structure completely.Obviously, those skilled in the art can
To carry out the deformation of certain formula structures to the present invention without departing from scope and spirit of the present invention.If these changes and deformation
Belong in the range of the claims in the present invention 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 door opening shape section lining concrete construction time allows maximum temperature, it is characterised in that: allow most
High-temperature [Tmax], its calculation formula is
【Tmax]=min (T1max, T2max) (1)
T1max=4.46 × H-0.038 × H0-0.037×L+0.096×C-0.134×E+0.3669×Ta+22.1315 (2)
T2max=Tmin+4.47×H-0.0378×H0-0.0381×L+0.0976×C-0.124×E+0.3669×Ta+9.254
(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)；
H0- peripheral wall height (m), when abutment wall and crown one-piece casting, H0+ 1/2 crown arc length of=peripheral wall height；
L-lining concrete structural jointing length (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)；
By liner structure thickness, peripheral wall height or width, parting length, surrounding rock deformation monitor, strength grade of concrete and mix
Air themperature substitutes into formula (1)-(3) in hole when solidifying soil pours, and the construction time that door opening shape section lining concrete is calculated permits
Perhaps maximum temperature；By 12 months 1 year temperature on average TaIt substitutes into, this is calculated, and to pour within 12 months door opening shape section lining cutting mixed
Coagulate the permission maximum temperature of soil.
2. the door opening shape section lining concrete construction time according to claim 1 allows the calculation method of maximum temperature,
It is characterized in that: air themperature T in hole when the lining concrete pouring constructiona, including water temperature and runtime hole in construction time hole
Interior water temperature.
3. the door opening shape section lining concrete construction time as described in claim 1 allows the calculation method of maximum temperature, special
Sign is: the door opening shape section lining concrete, including be close on ground with ground board-like lining cutting, tower, platform and its
Composite structure engineering concrete.
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| CN109815614B (en) * | 2019-02-01 | 2021-07-20 | 武昌理工学院 | Temperature control anti-cracking tensile stress K value control design method for tunnel floor lining concrete |
| CN109837873B (en) * | 2019-02-01 | 2020-10-30 | 武昌理工学院 | Rapid design method for temperature control, crack prevention, temperature stress control and temperature stress control of tunnel floor lining concrete |
| CN109977480B (en) * | 2019-03-01 | 2023-04-07 | 中国三峡建设管理有限公司 | Design method for controlling temperature control anti-cracking tensile stress safety coefficient of lining concrete with door-opening-shaped section |
| CN110502826B (en) * | 2019-08-19 | 2022-08-02 | 华能澜沧江水电股份有限公司 | Method for determining anti-abrasion concrete temperature control standard of concrete dam overflow surface |
| CN112987813B (en) * | 2021-03-29 | 2022-02-01 | 武昌理工学院 | Water cooling optimization control method for lining concrete with different strengths |
| CN113191043B (en) * | 2021-04-13 | 2022-04-29 | 武昌理工学院 | Hydraulic tunnel lining concrete temperature crack control strong constraint method and temperature control system |
| CN113591194B (en) * | 2021-08-13 | 2023-10-20 | 中国水利水电科学研究院 | Dynamic adjustment method for allowable maximum temperature of mass concrete |
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| CN103420632B (en) * | 2013-07-23 | 2015-01-21 | 中国水利水电科学研究院 | Method for simplifying roller compacted concrete dam temperature control measures by additionally mixing magnesium oxide |
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-
2015
- 2015-10-28 CN CN201510715456.0A patent/CN105677939B/en active Active
Non-Patent Citations (3)
| Title |
|---|
| "大型地下洞室衬砌混凝土温控防裂研究";段寅 等;《水利与建筑工程学报》;20150815;第13卷(第4期);第107-110页 |
| "某水电站泄洪洞龙落尾段温控防裂实施效果统计分析";董亚秀 等;《中国水运》;20130930;第13卷(第9期);第197、198、231页 |
| "理论分析法求解施工期隧洞衬砌混凝土温度应力";陈同法 等;《山东水利》;20010515(第5期);第33-34页 |
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