CN105260531B - A kind of calculation method of circular cross section lining concrete construction time inside maximum temperature - Google Patents
A kind of calculation method of circular cross section lining concrete construction time inside maximum temperature Download PDFInfo
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Abstract
The invention discloses a kind of calculation methods of maximum temperature inside circular cross section lining concrete construction time, be by lining thickness, strength grade of concrete, placing temperature, water flowing be cooling and its water temperature, temperature etc. substitute into calculation formula, calculate and obtain the corresponding temperature control measures scheme construction time inside concrete maximum temperature.Can also be by the way that multiple groups be drafted with the calculating of temperature control measures conceptual internal maximum temperature, optimization design temperature control scheme under conditions of calculated value, which is less than, allows maximum temperature and economy, simple possible.The present invention is able to reflect that lining thickness, strength grade of concrete, placing temperature, water flowing be cooling and its influence to internal maximum temperature such as water temperature, the error very little of calculated value and in-site measurement, Finite element arithmetic achievement, and only 2.3%, precision is high, calculates simple.Both inside concrete maximum temperature can be calculated, it can also be used to which optimization design temperature controlled anticracking scheme can be promoted and be applied in practical projects, and especially Preliminary design and construction time design calculating real-time, quickly.
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 calculation method of maximum temperature inside the solidifying soil construction time.
Background technique
The big cross section high intensity underground water conservancy project lining concrete built in recent years, as long as not taking effective temperature control measures,
A large amount of cracks are all produced bar none, and are to generate the thermal cracking of penetrability the construction time (referring to Fig. 1 a and figure mostly
1b).The presence in harmfulness crack drastically influences the globality of engineering structure, safety, the construction speed duration, leads to leakage very
To seepage failure, durability and service life, project cost and beauty, it is also possible to induce the occurrence and development of other diseases.Therefore, ground
The control of lower concrete construction phase thermal cracking becomes the major issue that engineering circles are extremely concerned about, has carried out series and has goed deep into
Research, more severe temperature controlled anticracking measure is taken in engineering.
" design of hydraulic concrete structures specification " is required in 4.1.2 (3) " to the structure for using upper requirement to carry out Crack Control
Component, Ying Jinhang cracking resistance or crack width calculation ", in 4.1.8 regulation " building between construction and run phrase, such as the change of temperature
Change is when having larger impact to building, Ying Jinhang temperature stress calculation, and preferably use construction measure and working measure to eliminate or
Reduce temperature stress "." hydraulic tunnel design specification " (DL/T5195-2004) only requires " temperature change, coagulation in 11.2.6 item
The influence of stress and grouting pressure to lining cutting caused by native drying shrinkage and expansion, preferably passes through working measure and construction measure solves.
For the temperature stress that high temperature area generates, Ying Jinhang particular study ".
To used in Underground Engineering Lining concrete (such as the high flow rate flood discharging tunnel, power tunnel diversion section for requiring control critical eigenvalue on using
Deng) the temperature controlled anticracking design in the construction time calculates and the calculating of internal maximum temperature, FInite Element and reference are generally used at present
The method that mass concrete maximum temperature calculates (following mass concrete maximum temperature calculating method).
FInite Element, after completing structure design and concrete mix and the test of a large amount of performance parameters, for specific
Temperature control measures scheme passes through simulation calculation.It does so, precision is higher, but needs first to carry out concrete mix and a large amount of performances ginseng
Number test, test and simulation calculation need to spend more time, fund；For no determining coordination in works and no coagulation
It can not be carried out when native performance test；Scheme in concept phase and construction is not applied for quickly to adjust.
Mass concrete maximum temperature calculating method, first basis draft concrete outlet temperature or commerical ready-mixed concrete
Outlet temperature calculates placement temperature
Tb=T0+(T1-T2)(θ1+θ2) (1)
In formula: TbIndicate concrete warehousing temperature, DEG C；θ1Indicate the coefficients such as concrete loading, unloading and transhipment；θ2Indicate coagulation
Temperature varying coefficient in native transportational process, θ 2=A × t, it is haulage time that A, which takes 0.002, t value,；T1Indicate outside air temperature, DEG C；
T2Indicate outlet temperature, DEG C.
Then temperature of concrete during construction is calculated
T0=Tb+θpτ(T1-Tb) (2)
In formula: T0Indicate temperature of concrete during construction, DEG C；T1Indicate outside air temperature, DEG C；TbIndicate concrete warehousing temperature,
℃；θpIt indicates back flowing coefficient in concreting process, lacks desirable 0.002~0.003/min when data；τ indicates that stone is flat
It vibrates the time (min) before the covering of supreme layer concrete in storehouse.
Finally according to the final adiabatic temperature rise of the hydration heat calculation concrete of cement and internal maximum temperature
The final adiabatic temperature rise of concrete: Tc=(Q0*ω)/(ρ*α) (3)
Inside concrete maximum temperature: Tmax=T0+ξ*Tt (4)
In formula: Q0Indicate the total calorific value of every kg cement, kJ/kg；ω indicates every 1m3The cement consumption of concrete, kg/m3；
The specific heat of α expression concrete, kJ/kg DEG C；ρ indicates concrete apparent density, kg/m3。TmaxIndicate inside concrete center most
High-temperature, DEG C；T0Indicate temperature of concrete during construction, DEG C；TtIndicate the adiabatic temperature rise of the concrete in t age, DEG C；ξ is indicated
Difference pours the coefficient of temperature drop of thickness and different larval instar.
Mass concrete maximum temperature calculating method, due to having a large amount of coefficient values, artificial property large volume that is strong, and having
Coefficient is not necessarily applicable in lining concrete, and as difference pours the coefficient of temperature drop ξ of thickness and different larval instar, therefore error is frequent
It is larger.
In summary situation illustrates, at present the calculation method of lining concrete construction time maximum temperature and not perfect, limited
First method, needs first to carry out concrete mix and the test of a large amount of performance parameters, when test and simulation calculation need to spend more
Between, fund, be not applied for the concept phase and construction in scheme quickly adjust.Mass concrete maximum temperature calculates
Method, error are often larger.
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 maximum temperature inside duration.
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.
The calculation method of maximum temperature inside a kind of circular cross section lining concrete construction time, inside lining concrete most
High-temperature Tmax, its calculation formula is
Tmax=4.8478H+0.1029C+0.9508T0+0.0466Tg+0.1686Ta-0.017(T0·Tg)+9.967 (5)
In formula: H-lining concrete structural thickness (m)；
C-lining concrete presses the strength grade (MPa) of 90 day age design；
T0- placing temperature (DEG C)；
TaAir themperature (DEG C) in hole when-lining concrete pouring construction；
Tg=35-Tw, represent water flowing temperature effect value (DEG C), TwFor water flowing temperature, T is takenw=35 DEG C of calculating TgIt is represented when=0
There is no water flowing cooling；
Temperature in liner structure thickness, strength grade of concrete, placing temperature, water flowing cooling and its water temperature, hole is substituted into
Formula (5), which calculates, obtains maximum temperature inside the corresponding temperature controlled anticracking scheme building concrete construction time.
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, the thickness of lining concrete is typically small, the above water flowing is cold
But the case where water pipe is all single-row arrangement, i.e., each formula is suitable for single-row arrangement water flowing cooling water pipe.
Maximum temperature, which calculates formula (5), inside the lining concrete can be also used for temperature controlled anticracking conceptual design.First
The feasible temperature controlled anticracking measure scheme of multiple groups is drafted, calculates maximum temperature inside lining concrete with formula (5) respectively, it is small in calculated value
The preferred design temperature controlled anticracking scheme under conditions of allowing maximum temperature and economy, simple possible.
Maximum temperature calculates method inside the circular cross section lining concrete, can be used for ellipse, the shape of a hoof, door opening
The lining concrete of other form of fracture of shape and combinations thereof.
The circular cross section lining concrete, including board-like lining cutting, tower, platform and its group being close on ground with ground
Close other similar structures engineering concrete, as long as that is, by the Structural Engineering concrete equivalent thickness, strength grade of concrete, pour
Build temperature, water flowing cooling and its water temperature, temperature or other environment temperatures substitution TaSubstitution formula (5), it can calculate to obtain the knot
The maximum temperature of structure engineering concrete construction phase carries out its temperature control scheme optimization design.
The formula (5) is obtained according to following technical solution.To Xi Luo Du reservoir hydraulic tunnel circular cross section knot
113 storehouse scene temperature control of structure lining concrete observation (Fig. 3) and flaw detection achievement are divided into and without crack, and each structural sections are served as a contrast
Building concrete observes maximum temperature Tmax, △ T and △ TmaxFig. 4~Fig. 5 is shown in the relationship for accordingly pouring the time.Water is crossed into small stream Lip river
113 storehouse scene temperature control observing buoy of power station hydraulic tunnel circular cross section Structural Lining concrete, is statisticallyd analyze using linear regression
It obtains.
The advantages of calculation method of maximum temperature, is inside a kind of present invention circular cross section lining concrete construction time: this hair
Bright method can both calculate the inside maximum temperature of Specific construction temperature control measures scheme Under Concrete, can also be by more
Group drafts the calculating of maximum temperature inside temperature controlled anticracking measure scheme, and being less than in calculated value allows maximum temperature and economic, simple
Temperature controlled anticracking scheme is designed under the conditions of feasible.Inside concrete maximum temperature calculating value and in-site measurement, Finite element arithmetic
The error very little of achievement, only 2.3%, precision is high, calculates simple.Circular cross section lining concrete in practical projects can be promoted
The calculating of internal maximum temperature, especially Preliminary design and construction time calculate the maximum temperature of lining concrete real-time, quickly.
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 that flood discharging tunnel has pressure section circular cross section lining concrete structural schematic diagram.
Fig. 3 is the maximum temperature of circular cross section lining concrete, placing temperature, temperature and the relationship for pouring the time in hole
Figure.
Fig. 4 is that circular cross section lining concrete observes Tmax, △ T with pour the relational graph of time.
Fig. 5 is that circular cross section lining concrete observes Tmax、△TmaxWith the relational graph for pouring the time.
Fig. 6 is flood discharging tunnel cavern climate simulation curve graph.
Specific embodiment
With reference to the accompanying drawing, invention is further explained.
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 (Fig. 2), 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 takes many years average air
Temperature is 23.5 DEG C, and temperature year luffing is 1.5 DEG C, is calculated according to specification using cosine formula (6).Execution conditions, bidding document can
To provide machine outlet 14 DEG C of refrigerated merchandise concrete, 18 DEG C of placing temperature are realized.It is cooling for water flowing that two kinds of water can be provided, one
It is 8 DEG C of chilled waters；Second is that tap water at normal temperature, 22 DEG C of summer, 10 DEG C of winter.
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 lining cutting of table and rocvk classification
2, technical requirement on design
Designing institute pours FInite Element according to related design specification, concrete mix optimization and its performance test, summer
Calculating achievement (temperature uses formula 6 in hole), it is determined that flood discharging tunnel has pressure section lining concrete using C9040, segment length 9m is poured,
Having and section bottom arch placing temperature is pressed to be no more than 18 DEG C, maximum temperature is not more than 37 DEG C, and there is pressure section side and roof arch to build temperature and is no more than 18 DEG C,
Maximum temperature is not more than 38 DEG C.Winter construction can use nature in the case where temperature of concrete during construction can be lower than 18 DEG C
The concreting put in storage.Recommend following scheme when hot weather construction: having a pressure section, 18 DEG C of temperature of concrete during construction, water pipe spacing
1.0m, length of pipe 100m, cooling water flow 2.0m3/ h, 20 DEG C of coolant water temperature (normal-temperature water), when concreting, starts to lead to
Water, water flowing are 18 days cooling.
3, temperature controlled anticracking conceptual design example
(1) II class surrounding rock area E1 type lining cutting.
Summer August part pours situation, and bidding document can provide machine outlet 14 DEG C of refrigerated merchandise concrete, and realization pours
18 DEG C of temperature.Two water flowing cooling schemes of 8 DEG C of chilled waters and 22 DEG C of normal-temperature waters are drafted according to execution conditions.Temperature control is drafted by two
Scheme substitutes into formula (5) and calculates: 18 DEG C of+8 DEG C of chilled water water flowing cooling scheme T of placing temperaturemax=33.5 DEG C≤37 DEG C；It pours
18 DEG C of+22 DEG C of normal-temperature water water flowing cooling scheme T of temperaturemax=37.1 DEG C 37 DEG C of ≈, less than 38 DEG C.Therefore recommend placing temperature 18
DEG C+22 DEG C of normal-temperature water water flowing cooling schemes (almost the same with design scheme).
2 month of winter pours situation, drafts cooling 18 DEG C, 16 DEG C of obstructed water and pours and 18 DEG C of+10 DEG C of normal-temperature waters, three sides
Case substitutes into formula (5) and calculates to obtain 40 DEG C, 38.1 DEG C, 34 DEG C.Therefore in the case where recommending winter placing temperature can be lower than 16 DEG C,
The pouring plan that can be put in storage using nature.
(2) III 2 class surrounding rock area E3 type lining cutting
To reduce length, design calculating achievement is only briefly introduced.Calculated by formula (5): 18 DEG C of summer pour+22 DEG C of room temperature
T when water water flowing is coolingmaxIt=36.89 DEG C, meets the requirements；16 DEG C of winter T when pouringmax=37.85 DEG C, substantially meet requirement.
(3) IV class surrounding rock area E4 type lining cutting
To reduce length, design calculating achievement is only briefly introduced.Calculated by formula (5): 18 DEG C of summer pour+22 DEG C of room temperature
T when water water flowing is coolingmax=38.12 DEG C, substantially meet requirement；15 DEG C of winter pour Tmax=37.87 DEG C, substantially meet requirement.
(4) with design temperature control scheme comparative analysis
According to the above calculating achievement, the method for the present invention designs temperature controlled anticracking scheme, summer and design suggested design basic one
It causes, winter is higher than design requirement, and i.e. placing temperature is lower.This is because design is according only to summer Finite element arithmetic recommendation side
The summer of case recommendation, winter pouring plan.So the method for the present invention suggested design is in fact consistent with FInite Element, essence
Degree is suitable.
4, work progress temperature controlled anticracking scheme real-time design calculates
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.
Due to temperature change in hole, calculating must be redesigned in construction in real time.Here II class surrounding rock area is only briefly introduced
E1 type lining design result.Summer August, 18 DEG C pour+22 DEG C of normal-temperature water water flowing cooling schemes and calculate Tmax=37.3 DEG C, meet
It is required that.15 DEG C of 2 months winters pour, and calculate to obtain Tmax=37.6 DEG C≤38 DEG C, substantially meet requirement.
The result shows that about 1 DEG C of temperature summer raising in construction time hole, influences temperature control scheme little；But in winter hole
Temperature reduces by 9.41 DEG C, and temperature control scheme requires to further decrease 1 DEG C of placing temperature or so than design phase.
5, 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 2~5.
Maximum temperature statistical form inside 2 2010 years flood discharging tunnel lining concretes of table
Table 3 2010 years left and right bank flood discharging tunnel lining concrete placing temperature statistical forms
Maximum temperature statistical form inside table 4 2011 years left and right bank flood discharging tunnel lining concretes
Table 5 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, due to winter
It is required that placing temperature is lower than designing, so placing temperature overtemperature ratio is bigger.
(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 6.
Table 6 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 6 according to flood discharging tunnel, it is comprehensive to divide
Analysis can obtain following understanding:
1. having pressure section side and roof arch lining concrete more, bottom plate free from flaw.Estimation is greater than with abutment wall (side and roof arch) scale
Bottom plate, and bottom plate curing condition is quite a lot of related.This result is consistent with FInite Element simulation calculation conclusion.
2. two sides flood discharging tunnel is compared, 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. according to the details that crack is generally investigated, the more hard complete thermal cracking of country rock is 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.
4. the method for the present invention, calculation formula are illustrated according to comparative analysis the case where crack and maximum temperature overtemperature, calculating
Maximum temperature value and temperature controlled anticracking scheme be it is reasonable, it is more reasonable than design recommendation.
6, compared with scene temperature observing buoy (maximum temperature calculated example)
The placing temperature that flood discharging tunnel has the measurement of pressure the 64th storehouse of section is 19 DEG C, and water flowing coolant water temperature is 26.99 DEG C, and it is flat to pour the phase
Equal air themperature is 27.5 DEG C, measures 41.6 DEG C of inside concrete maximum temperature.Related condition calculates to obtain coagulation for people's formula (5)
Native internal 40.65 DEG C of maximum temperature, the absolute error with observation are 0.95 DEG C, relative error 2.3%.
Flood discharging tunnel has pressure the 66th storehouse of section, and measurement placing temperature is 18.2 DEG C, and water flowing coolant water temperature is 24.1 DEG C, pours phase hole
Interior average air temperature is 26.4 DEG C, 39.9 DEG C of inside concrete maximum temperature.Inside concrete highest is calculated to obtain for people's formula (5)
39.34 DEG C of temperature, 0.56 DEG C of error, relative error 1.4%.It further illustrates the method for the present invention, calculates inside lining concrete
The error very little of maximum temperature and in-site measurement achievement.
To sum up example design calculate analysis shows, the present invention, calculation formula is simple, calculate lining concrete maximum temperature energy
Enough effectively reflection lining thicknesses, concrete strength, placing temperature, water flowing be cooling and its water temperature, hole in temperature and water temperature etc. shadow
It rings, high-precision predicts rapidly lining concrete inside maximum temperature and quickly design temperature control scheme, and it is real to can be completely used for engineering
Border is carried out temperature controlled anticracking design and is calculated, and especially Preliminary design and site operation embodiment 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 (2)
1. the calculation method of maximum temperature inside a kind of circular cross section lining concrete construction time, it is characterised in that anti-for temperature control
Split conceptual design, comprising the following steps: draft the feasible temperature controlled anticracking measure scheme of multiple groups first, calculate separately in lining concrete
Portion's maximum temperature, preferred design temperature controlled anticracking side under conditions of calculated value, which is less than, allows maximum temperature and economy, simple possible
Case；
Maximum temperature T inside the lining concretemax, its calculation formula is
Tmax=4.8478H+0.1029C+0.9508T0+0.0466Tg+0.1686Ta-0.017(T0·Tg)+9.967(5)
In formula: H-lining concrete structural thickness (m)；
C-lining concrete presses the strength grade (MPa) of 90 day age design；
T0- placing temperature (DEG C)；
TaAir themperature (DEG C) in hole when-lining concrete pouring construction；
Tg=35-Tw, represent water flowing temperature effect value (DEG C), TwFor water flowing temperature, T is takenw=35 DEG C of calculating TgRepresenting when=0 does not have
Water flowing is cooling；
Temperature in liner structure thickness, strength grade of concrete, placing temperature, water flowing cooling and its water temperature, hole is substituted into formula (5)
It calculates and obtains maximum temperature inside the corresponding temperature controlled anticracking scheme building concrete construction time.
2. calculation method according to claim 1, it is characterised in that: the circular cross section lining concrete, including ground
The Structural Engineering concrete of the upper board-like lining cutting being close to ground, tower, platform and combinations thereof.
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Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004171190A (en) * | 2002-11-19 | 2004-06-17 | Ohbayashi Corp | Crack display method, program and record medium |
| JP2007264840A (en) * | 2006-03-27 | 2007-10-11 | Takenaka Komuten Co Ltd | Crack analysis apparatus, crack analysis method and crack analysis program |
| CN102436722A (en) * | 2011-12-05 | 2012-05-02 | 中国水利水电科学研究院 | Temperature control and crack prevention monitoring method of concrete dam |
| 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 |
-
2015
- 2015-09-30 CN CN201510641163.2A patent/CN105260531B/en active Active
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004171190A (en) * | 2002-11-19 | 2004-06-17 | Ohbayashi Corp | Crack display method, program and record medium |
| JP2007264840A (en) * | 2006-03-27 | 2007-10-11 | Takenaka Komuten Co Ltd | Crack analysis apparatus, crack analysis method and crack analysis program |
| CN102436722A (en) * | 2011-12-05 | 2012-05-02 | 中国水利水电科学研究院 | Temperature control and crack prevention monitoring method of concrete dam |
| 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 |
|---|
| "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 |
| "溪洛渡导流洞衬砌混凝土温控防裂研究";李盛青等;《长江科学院院报》;20141231;第31卷(第12期);全文 |
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