CN105677938A - Calculation method of interior highest temperature of lining concrete for door-opening-shaped fracture surface during construction period - Google Patents
Calculation method of interior highest temperature of lining concrete for door-opening-shaped fracture surface during construction period Download PDFInfo
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Abstract
The invention discloses a calculation method of interior highest temperature of lining concrete for a door-opening-shaped fracture surface during a construction period. The method comprises the steps of taking lining thickness, concrete strength grade, pouring temperature, water cooling and water temperature, an air temperature and others to a calculation formula in order to obtain corresponding lining structures and interior highest temperature of concrete during the construction period for the scheme of temperature control measures.The calculation formula is capable of optimizing and designing a temperature control scheme by calculating multiple groups of simulated measurement schemes for interior highest temperature with the calculation value less than the highest temperature in economically feasible manner. The calculation method of interior highest temperature of lining concrete for the door-opening-shaped fracture surface during the construction period can reflect impact of lining thickness, concrete strength grade, pouring temperature, water cooling and water temperature on interior highest temperature. Errors of the calculation value, on-site measurement and calculation results of a finite element method are small. The error rate of a real example is only 2.3%. The method is high in precision and easy in calculation. The calculation method of interior highest temperature of lining concrete for the door-opening-shaped fracture surface during the construction period is capable of calculating interior highest temperature of concrete and can be used for optimizing and designing a temperature control anti-cracking scheme. The method can be prompted and applied and especially used for real-time rapid design and calculations of pre-design and construction periods.
Description
Technical field
The present invention relates to engineering structure concrete Winkler foundation field, specifically the method for calculation of inner top temperature of a kind of door opening shape section lining concrete construction time.
Background technology
The big cross section high strength underground water conservancy project lining concrete built in recent years, as long as not taking effective temperature control measures, all creates a large amount of crack without exception, and is the thermal cracking (see Fig. 1 a and Fig. 1 b) construction time producing penetrability mostly. The existence in hazardness crack drastically influence engineering structure globality, security, construction speed duration, cause seepage even seepage failure, weather resistance and life-span, construction costs and attractive in appearance, it is also possible to bring out generation and the development of other disease. Therefore, the control of underground water-work concrete construction time thermal cracking becomes the major issue that engineering circle is extremely concerned about, has carried out serial and deep research, has taken comparatively severe temperature controlled anticracking measure in engineering.
" design of hydraulic concrete structures specification " requires " carrying out the structural member of Crack Control to using upper requirement; should carry out cracking resistance or crack width calculation " at 4.1.2 (3), 4.1.8 regulation " buildings is between construction and run phrase; as the change of temperature buildings had bigger impact time; temperature stress calculation should be carried out, and construction measure and working measure should be adopted to eliminate or to reduce thermal stress ". At 11.2.6 bar, " hydraulic tunnel design specifications " (DL/T5195-2004) only requires that " stress that temperature variation, concrete shrinkage and expansion produce and grouting pressure, on the impact of lining cutting, should pass through working measure and construction measure solution. For the thermal stress that high temperature area produces, special research should be carried out ".
To the calculating using temperature controlled anticracking design calculation and the inner top temperature requiring the used in Underground Engineering Lining concrete (such as high flow rate flood discharging tunnel, power tunnel diversion section etc.) of control critical eigenvalue in the construction time, generally adopt finite element method at present and calculate the method for (hereinafter referred to as mass concrete maximum thermometer algorithm) with reference to mass concrete top temperature.
Finite element method, after completing structure design and concrete mix and a large amount of performance perameter tests, passes through simulation calculation for concrete temperature control measures scheme. Doing like this, precision is higher, but needs first to carry out concrete mix and the test of a large amount of performance perameter, and test and simulation calculation need to spend more time, fund; Cannot carry out for when not determining coordination in works and there is no concrete performance test; Scheme rapid adjustment in conceptual phase and construction can not be applicable to.
Mass concrete maximum thermometer algorithm, first according to drafting concrete outlet temperature or commerical ready-mixed concrete outlet temperature calculating placement temperature
Tb=T0+(T1-T2)(θ1+θ2)(1)
In formula: TbRepresent concrete warehousing temperature, DEG C; θ1Represent the coefficient such as concrete loading, unloading and transhipment; θ2Represent the temperature varying coefficient in concrete transportation process, θ2It is haulage time that=A × t, A gets 0.002, t value; T1Represent outside air temperature, DEG C; T2Represent outlet temperature, DEG C.
Then temperature of concrete during construction is calculated
T0=Tb+θpτ(T1-Tb)(2)
In formula: T0Represent temperature of concrete during construction, DEG C; T1Represent outside air temperature, DEG C; TbRepresent concrete warehousing temperature, DEG C; θpRepresent back flowing coefficient in concrete placement process, desirable 0.002～0.003/min when lacking data; τ represent stone close a position vibrate supreme layer concrete cover before time (min).
Finally according to the concrete final thermal insulation warming of hydration heat calculation and the inner top temperature of cement
The final thermal insulation warming of concrete: Tc=(Q0*ω)/(ρ*α)(3)
Inside concrete top temperature: Tmax=T0+ξ*Tt(4)
In formula: Q0Represent the total calorific value of every kg cement, kJ/kg; ω represents every 1m3Concrete cement consumption, kg/m3; α represents concrete specific heat, kJ/kg DEG C; ρ represents concrete apparent density, kg/m3。TmaxRepresent inside concrete center top temperature, DEG C; T0Represent temperature of concrete during construction, DEG C; TtRepresent the concrete thermal insulation warming when the t length of time, DEG C; ξ represents that difference builds the coefficient of temperature drop of thickness and different larval instar.
Mass concrete maximum thermometer algorithm, owing to there being a large amount of coefficient value, artificial property is strong, and the large volume coefficient having not necessarily is suitable for for used in Underground Engineering Lining concrete, as difference builds the coefficient of temperature drop ξ of thickness and different larval instar, therefore error is often bigger.
Comprehensive above situation explanation, the method of calculation of current lining concrete construction time top temperature are imperfect, finite element method, need first to carry out concrete mix and the test of a large amount of performance perameter, test and simulation calculation need to spend more time, fund, can not be applicable to scheme rapid adjustment in conceptual phase and construction. Mass concrete maximum thermometer algorithm, error is often bigger.
Summary of the invention
It is an object of the invention to for the deficiency that prior art exists, it is proposed to the method for calculation of inner top temperature of a kind of door opening shape section lining concrete construction time.
In order to solve the problems of the technologies described above, the present invention, based on the on-the-spot temperature control observing buoy in Xi Luo Du reservoir hydraulic tunnel door opening shape section structure lining concrete storehouse more than 200, adopts following technical scheme to study.
Method of calculation for door opening shape section lining concrete construction time inner top temperature, the inner top temperature T of its lining concretemax, its calculation formula is
Tmax=5.4829 × H+0.0903 × C+0.9967 × T0+0.3629×Tg+0.2701×Ta-0.0277×T0×Tg+3.8308
(5)
In formula: H lining concrete structural thickness (m);
C lining concrete is by the strength grade (MPa) of design in the 90 day length of time;
T0Placing temperature (DEG C);
TaAir themperature (DEG C) in hole during lining concrete pouring construction;
Tg=35-Tw, represent water flowing temperature effective value (DEG C);
TwFor water flowing temperature (DEG C), it does not have get T when water flowing coolsw=35 DEG C calculate Tg=0.
Temperature in liner structure thickness, strength grade of concrete, placing temperature, water flowing cooling and water temperature, hole is substituted into formula (5), can calculate and obtain inner top temperature of corresponding temperature controlled anticracking scheme building concrete construction time.
Must be pointed out, when (1) lining concrete adopts the strength grade that the 28 day length of time was designed, it is necessary to be scaled the strength grade of design in the 90 day length of time according to specification; (2) if the construction time adopts hangs curtain insulation so that Underground Tunnels room air themperature improves, then TaAir themperature in the hole after raising should be adopted. In addition, the thickness of lining concrete is general less, and above water flowing water-cooled tube is all single-row layout, and namely each formula is applicable to the situation of single-row layout water flowing water-cooled tube.
The inner top temperature of described lining concrete calculates formula (5) and can also be used for temperature controlled anticracking conceptual design. First draft the feasible temperature controlled anticracking measure scheme of many groups, calculate the inner top temperature of lining concrete, preferred design temperature controlled anticracking scheme when being less than permission top temperature and economy, simple possible at calculated value by formula (5) respectively.
The inner top temperature calculating method of described door opening shape section lining concrete, it is possible to for other form of fracture of oval, the shape of a hoof and combination thereof.
Described door opening shape section lining concrete, comprise on ground other similar structures engineering concrete of the board-like lining cutting being close to ground, tower, platform and these combination, as long as namely this Structural Engineering concrete equivalent thickness, strength grade of concrete, placing temperature, water flowing cooling and water temperature, temperature or other envrionment temperature being substituted TaSubstitution formula (5), namely can calculate the top temperature of this Structural Engineering concrete construction phase or carry out its temperature control scheme optimization design.
Described formula (5) obtains according to following technical scheme. To the on-the-spot temperature control observing buoy in Xi Luo Du reservoir hydraulic tunnel door opening shape section structure lining concrete storehouse more than 200, linear regression statistical study is adopted to obtain.
The advantage of the method for calculation of the present invention's a kind of door opening shape section lining concrete construction time inner top temperature is: concrete inner top temperature when the inventive method both can calculate Specific construction temperature control measures scheme, by many groups being drafted the calculating of the inner top temperature of temperature controlled anticracking measure scheme, can also be less than at calculated value and allowing to design temperature controlled anticracking scheme when top temperature and economy, simple possible. The error of inside concrete top temperature calculating value and field measurement, Finite element arithmetic achievement is very little, and only 2.3%, precision height, calculates simple. Can promote the calculating, particularly primary design of the inner top temperature of in actual engineering door opening shape section lining concrete and the construction time calculates the top temperature of lining concrete real-time.
Accompanying drawing explanation
Fig. 1 a is the schematic diagram of flood discharging tunnel lining concrete.
Fig. 1 b is the partial enlargement figure of Fig. 1 a.
Fig. 2 is that flood discharging tunnel has pressure section door opening shape section lining concrete structural representation.
Fig. 3 is the graph of a relation of temperature and the time of building in the top temperature of door opening shape section lining concrete, placing temperature, hole.
Fig. 4 is room, flood discharging tunnel hole climate simulation graphic representation.
Embodiment
The present invention is set forth further below by embodiment.For some hydropower station flood discharging tunnel with no pressure section of door opening shape section lining concrete temperature controlled anticracking.
1, basic data
Some hydropower station is big (one) type, and flood discharging tunnel is I grade of buildings. With no pressure section is door opening shape section (Fig. 2), and after lining cutting, section is of a size of 14m × 19m (wide × high), and all kinds of rock property and lining cutting type column thereof are in table 1, and liner structure divides seam length to be 9m. Wherein 1.0m thickness liner structure section is as shown in Figure 2, section size constancy after all the other thickness lining cutting. Lining concrete design strength grade is C9040 normal concretes; Limit wall is for being C9040 pump concretes; Top arch and limit wall more than flow profile 1.0m are C25. According to the data that field data and designing institute in excavation initial stage hole provide, it is 23.5 DEG C that average temperature of the whole year in hole is got by designing unit, temperature year luffing be 1.5 DEG C, adopt specification cosine formula (6) to calculate. Execution conditions, bidding documents can provide machine outlet 14 DEG C of refrigerated merchandise concrete, it is achieved placing temperature 18 DEG C. Two kinds of water can be provided for water flowing cooling, and one is 8 DEG C of chilled water; Two is tap water at normal temperature, summer 22 DEG C, winter 10 DEG C.
In formula: TaFor the air themperature in τ moment in hole;
τ be apart from January 1 time (my god);
τ0For in hole the highest temperature apart from January 1 time (my god), get τ0=210 days.
Table 1 with no pressure section of door opening shape section lining cutting and country rock classification
2, technical requirement on design
Designing institute is according to relevant design specifications, concrete mix optimization and performance test, Finite element arithmetic achievement, it is determined that flood discharging tunnel with no pressure section of lining concrete Winkler's foundation and placing temperature arrange in table 2.
The temperature control criterion of table 2 with no pressure section of lining concrete
Following scheme is recommended: with no pressure section, temperature of concrete during construction 18 DEG C, water pipe spacing 1.0m, length of pipe 100m, cooling water flow 2.0m during hot weather construction3/ h, coolant water temperature 8 DEG C, starts water flowing during concrete placement, water flowing cools 7 days. Winter construction, when temperature of concrete during construction can lower than 18 DEG C, it is possible to adopt the concrete placement put in storage of nature.
3, temperature controlled anticracking conceptual design
(1) III 1 class surrounding rock district F2 type lining cutting
Design phase, in hole, temperature adopts formula (6) to calculate, and allows lining concrete construction time top temperature to carry out temperature controlled anticracking conceptual design calculating according to design.
Owing to flood discharging tunnel is I grade of buildings, it is contemplated that to flood discharging tunnel with no pressure section of flow velocity height (nearly 50m/s), operating safety requires high, and the harm in crack is big, by anticracking target design. Owing to lining thickness, strength grade of concrete are determined, therefore variable quantity only placing temperature and water flowing coolant water temperature.
August in summer is built, according to execution conditions draft 18 DEG C build obstructed water cooling and 18 DEG C build+22 DEG C of normal-temperature water water flowings and cool two temperature control scheme. Draft temperature control scheme substitution formula (5) to calculate two: build obstructed water cooling scheme T for 18 DEG Cmax=38 DEG C≤39 DEG C; 22 DEG C of normal-temperature water water flowing cooling scheme Tmax=36 DEG C≤39 DEG C.
Winter 2 parts is built, drafts 18 DEG C according to execution conditions and build obstructed water cooling temperature control scheme, substitute into formula (5) and calculate: build obstructed water cooling scheme T for 18 DEG Cmax=37 DEG C≤39 DEG C.
According to above calculating, select 18 DEG C and build obstructed water cooling scheme, simple, be suitable for, meet requirement. For winter, placing temperature can naturally put in storage lower than 18 DEG C and build.
Result shows simultaneously, and due to design specifications requirement, execution conditions restriction etc., final yes-no decision is limited, is often unique.
(2) IV class surrounding rock district F4 type lining cutting
August in summer is built, according to execution conditions draft 18 DEG C build+8 DEG C of chilled water water flowings cooling and 18 DEG C build+22 DEG C of normal-temperature water water flowings and cool two temperature control scheme.Draft temperature control scheme substitution formula (5) to calculate two: build+8 DEG C of chilled water water flowing cooling scheme T for 18 DEG Cmax=38 DEG C≤40 DEG C; Build+22 DEG C of normal-temperature water water flowing cooling scheme T for 18 DEG Cmax=39 DEG C≤40 DEG C.
Winter 2 parts is built, drafts 18 DEG C according to execution conditions and build obstructed water cooling temperature control scheme, substitute into formula (5) and calculate: build obstructed water cooling scheme T for 18 DEG Cmax=39 DEG C≤39 DEG C.
According to above calculating, 18 DEG C are selected to build+22 DEG C of normal-temperature water water flowing cooling schemes, simple, be suitable for, meet requirement. For winter, placing temperature can naturally put in storage lower than 18 DEG C and build.
(3) compare with finite element method
According to above two type lining concrete temperature controlled anticracking conceptual designs, the inventive method compares with finite element method, is only water flowing cooling and water temperature difference to some extent thereof, build situation winter and finite element method basically identical.
4, construction process controls stage lining concrete temperature controlled anticracking conceptual design calculating in real time
In construction, owing to tunnel excavation and the external world are through, in hole, air themperature rapid decrease changes close to outside air temperature. November in October, 2009 to 2012 year, flood discharging tunnel (left and right bank) is carried out altogether more than 300 temperature actual measurement, has gathered and be shown in Fig. 4. Wherein taking on January 1st, 2010 as date coordinate axis first day. Wherein X-coordinate be the time (my god); Ordinate zou is temperature (DEG C). Adopt method of least squares to carry out cosine function matching to obtain
In formula: TaFor temperature (DEG C) in hole;
τ be distance January 1 time (my god).
Due to temperature Change in hole, in construction, temperature controlled anticracking scheme must redesign calculating in real time.
Building for August in summer, only in hole, temperature raises 1.0 DEG C, calculates the inner top temperature of lining concrete according to formula (5) and raises 0.27 DEG C, and therefore to build temperature controlled anticracking scheme the same constant for each type lining concrete.
February in winter is built, in hole, temperature reduces by 9.0 DEG C, equal conditions calculates the inner top temperature of lining concrete according to formula (5) and reduces by 2.43 DEG C, and therefore each type lining concrete builds temperature controlled anticracking scheme, it is possible to suitably improve placing temperature 2～3 DEG C.
Compared with the design phase, top temperature is allowed summer not change, so concrete placement temperature control scheme is identical; And winter, in hole, temperature reduces, and temperature controlled anticracking scheme can suitably be relaxed. The inventive method, it is possible to adapt to on-the-spot needs, releases rapidly temperature controlled anticracking scheme.
5, certain flood discharging tunnel with no pressure section of temperature controlled anticracking performance
(1) lining concrete temperature observation achievement
Left and right bank flood discharging tunnel with no pressure section of lining concrete (as space is limited, only to wherein 2010, peak period) temperature control achievement and overtemperature situation thereof are carried out statistical study, arranges in table 3 and table 4.
The inner top temperature cartogram of table 32010 year flood discharging tunnel lining concrete
Table 42010 year left and right bank flood discharging tunnel lining concrete placing temperature cartogram
By table 3, table 4 it may be seen that flood discharging tunnel with no pressure section of lining concrete temperature control effect is totally good, placing temperature overtemperature ratio is higher, and top temperature overtemperature (design permissible value) ratio is lower, and right bank control effects is more quite a lot of. Right bank lining concrete placing temperature, base plate overtemperature ratio 4.30%, limit wall without overtemperature, average 2.86%; Inside concrete top temperature is without overtemperature.
(2) lining concrete situation
Flood discharging tunnel with no pressure section of door opening shape section lining concrete situation arranges in table 5 by structural sections and construction segmentation statistics.
Table 5 left and right bank flood discharging tunnel with no pressure section of door opening shape section lining concrete situation
| Position | Total storehouse number | The storehouse number in crack occurs | Ratio | Number of Fractures amounts to | Remarks |
| 1# with no pressure section of limit wall | 84 | 34 | 0.40 | 60 | Left bank |
| 2# with no pressure section of limit wall | 67 | 30 | 0.45 | 43 | Left bank |
| 3# with no pressure section of limit wall | 43 | 19 | 0.44 | 40 | Right bank 6--> |
| 4# with no pressure section of limit wall | 59 | 29 | 0.49 | 62 | Right bank |
| 1# with no pressure section of base plate | 84 | 2 | 0.02 | 2 | Left bank |
| 2# with no pressure section of base plate | 67 | 0 | 0.00 | 0 | Left bank |
| 3# with no pressure section of base plate | 43 | 0 | 0.00 | 0 | Right bank |
| 4# with no pressure section of base plate | 59 | 0 | 0.00 | 0 | Right bank |
Crack count situation according to flood discharging tunnel constructional feature, lining concrete construction technology and table 5, comprehensive analysis can obtain following understanding:
(1) side and roof arch lining concrete is many.With no pressure section of base plate only has crack in 2 storehouses. Estimate to be greater than base plate with limit wall (side and roof arch) yardstick relevant. With no pressure section of base plate right bank is taked first to water levelling concrete in addition, and, less than left bank, also there is less impact in crack.
(2) two sides flood discharging tunnel is compared, left bank 1#, 2# are more than right bank 3#, 4# hole lining concrete, (comprise the impact that water flowing coolant water temperature height is a little) more greatly with left bank lining concrete top temperature overtemperature ratio, the right bank tail section side and roof arch lining concrete that falls separately build relevant.
(3) according to the detailed situation of crack generaI investigation, the more hard complete thermal cracking of country rock is more many. It is all the hard II complete class surrounding rock district of country rock, although lining thickness is little, it is the main generation area of thermal cracking; Lining concrete generally little thermal cracking that IV class surrounding rock district thickness is big. More hard with country rock, the constraint of lining concrete is more strong closely related.
6 and the comparative analysis of the inner top temperature of Finite element arithmetic lining concrete
In hole under the design conditions of temperature 22 DEG C～25 DEG C, summer 1.0m thickness F 2 type lining cutting being built 18 DEG C and builds+15 DEG C of logical water-cooled situations (water pipe spacing 1.0m), adopting Finite element arithmetic to obtain inside concrete top temperature is 36.97 DEG C; Employing formula (5) calculated value is 35.79 DEG C, low 1.18 DEG C. Error 3%, precision height.
Same with finite element method can rationally reflect country rock performance (modulus of deformation), liner structure size (comprises height or width, divide seam length, thickness), lining concrete intensity, air themperature in hole, water flowing cooling and water temperature thereof, the impact of placing temperature etc., door opening shape section structure lining concrete construction time inner top temperature can be calculated rapidly, the design of temperature controlled anticracking arrangement and method for construction can also be used for, it is less than 3% with the miscalculation of finite element method, may be used for the actual temperature controlled anticracking of carrying out of engineering completely to design, particularly primary design and the adjustment of site operation embodiment. and calculate simple, facilitate.
7 with the comparing of in situ temperature observing buoy
From, Xi Luodu flood discharging tunnel with no pressure section of door opening shape section lining concrete temperature survey achievement, selecting one group arbitrarily, namely can verify the reasonableness of the inventive method. Such as K1+ 320.366～K1+329.366, III 1 class surrounding rock districts, 1.0m thickness F 2 type lining cutting, on July 1st, 2011 builds, and placing temperature is 17.7 DEG C, and water flowing coolant water temperature is 23.7 DEG C, the phase average air temperature of building is 25.4 DEG C, measures inside concrete top temperature 35.9 DEG C. Measuring top temperature 35.9 DEG C and exceed permissible value 35 DEG C, actual position in storehouse also there occurs crack. Calculating top temperature according to formula (5) is 36.0 DEG C, is greater than observed value 0.1 DEG C, error 0.3%. Precision height.
Result shows, the inventive method, calculates the inner top temperature of lining concrete very little with the error of field measurement achievement, only 0.3%, have degree of precision, it is possible to popularization in actual engineering for calculating the top temperature of lining concrete fast; And to calculate lining concrete top temperature permissible value be also rational.
To sum up example design computational analysis shows, the present invention, calculation formula is simple, calculate the impact that lining concrete construction time top temperature can effectively reflect temperature and water temperature etc. in liner structure (comprising height or width, point seam length, thickness), concrete strength, placing temperature, water flowing cooling and water temperature, hole, high precision is predicted rapidly the inner top temperature of lining concrete and is designed temperature control scheme fast, may be used for that engineering is actual carries out temperature controlled anticracking design calculation, particularly primary design and site operation embodiment rapid adjustment completely.
Protection scope of the present invention is not limited to door opening shape section lining concrete structure, by suitably adjusting and be out of shape, can be applied in similar engineering particularly underground engineering structure completely. Obviously, the present invention can be carried out the distortion of some formula structure and not depart from the scope of the present invention and spirit by the technician of this area. If these are changed and are out of shape in the scope belonging to the claims in the present invention and equivalent technologies thereof, then the intention invented also comprises these and changes and distortion.
Specific embodiment described herein is only to the present invention's spirit explanation for example. Described specific embodiment can be made various amendment or supplements or adopt similar mode to substitute by those skilled in the art, but can't deviate the spirit of the present invention or surmount the scope that appended claims defines.
Claims (4)
1. the method for calculation of a door opening shape section lining concrete construction time inner top temperature, it is characterised in that: the inner top temperature T of lining concretemax, its calculation formula is
Tmax=5.4829 × H+0.0903 × C+0.9967 × T0+0.3629×Tg+0.2701×Ta-0.0277×T0×Tg+3.8308
(5)
In formula: H lining concrete structural thickness (m);
C lining concrete is by the strength grade (MPa) of design in the 90 day length of time;
T0Placing temperature (DEG C);
TaAir themperature (DEG C) in hole during lining concrete pouring construction;
Tg=35-Tw, represent water flowing temperature effective value (DEG C);
TwFor water flowing temperature (DEG C), it does not have get T when water flowing coolsw=35 DEG C calculate Tg=0;
Temperature in liner structure thickness, strength grade of concrete, placing temperature, water flowing cooling and water temperature, hole is substituted into formula (5) and calculates acquisition corresponding temperature controlled anticracking scheme building concrete construction time inner top temperature.
2. method of calculation as claimed in claim 1, it is characterized in that: for temperature controlled anticracking conceptual design, comprise the following steps: first draft the feasible temperature controlled anticracking measure scheme of many groups, calculate the inner top temperature of lining concrete by formula (5) respectively, select design temperature controlled anticracking scheme when calculated value is less than and allows top temperature.
3. method of calculation as claimed in claim 1, it is characterised in that: described door opening shape section comprises the form of fracture of ellipse, the shape of a hoof and combination thereof.
4. method of calculation according to claim 1, it is characterised in that: described door opening shape section lining concrete, comprises on ground the board-like lining cutting being close to ground, tower, platform and unitized construction engineering concrete thereof.
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109815614A (en) * | 2019-02-01 | 2019-05-28 | 武昌理工学院 | Tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method |
| CN109837873A (en) * | 2019-02-01 | 2019-06-04 | 武昌理工学院 | Tunnel bottom plate lining concrete temperature controlled anticracking temperature stress controls Fast design method |
| CN109918763A (en) * | 2019-03-01 | 2019-06-21 | 中国三峡建设管理有限公司 | The factor of safety against cracking design method of door opening shape section lining side wall concrete temperature crack control |
| CN110105085A (en) * | 2019-05-15 | 2019-08-09 | 华电福新周宁抽水蓄能有限公司 | Grinding concrete dam construction phase water flowing cooling means |
| CN110414046A (en) * | 2019-06-21 | 2019-11-05 | 武昌理工学院 | The temperature controlled anticracking method of liner structure low-heat cement concrete |
| CN110457738A (en) * | 2019-06-21 | 2019-11-15 | 武昌理工学院 | The temperature controlled anticracking method of liner structure moderate heat cement concrete |
| CN111411628A (en) * | 2019-07-17 | 2020-07-14 | 广东省源天工程有限公司 | Medium-heat lining concrete water cooling method based on maximum inner surface temperature difference age |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN103420632A (en) * | 2013-07-23 | 2013-12-04 | 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 |
| CN204609908U (en) * | 2015-05-04 | 2015-09-02 | 武汉大学 | A kind of pressure water work tunnel concrete anticracking liner structure |
-
2015
- 2015-10-28 CN CN201510713472.6A patent/CN105677938A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| 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 |
| CN103420632A (en) * | 2013-07-23 | 2013-12-04 | 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 |
| CN204609908U (en) * | 2015-05-04 | 2015-09-02 | 武汉大学 | A kind of pressure water work tunnel concrete anticracking liner structure |
Non-Patent Citations (4)
| Title |
|---|
| 冯金根 等: ""混凝土热学特性对泄洪洞衬砌温度和温度应力影响研究"", 《水电能源科学》 * |
| 段亚辉 等: ""三峡永久船闸输水洞衬砌混凝土施工期温度现场试验研究"", 《岩石力学与工程学报》 * |
| 段寅 等: ""大型地下洞室衬砌混凝土温控防裂研究"", 《水利与建筑工程学报》 * |
| 董亚秀 等: ""某水电站泄洪洞龙落尾段温控防裂实施效果统计分析"", 《中国水运》 * |
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