CN110457738B - Temperature control anti-cracking method for hot cement concrete in lining structure - Google Patents
Temperature control anti-cracking method for hot cement concrete in lining structure Download PDFInfo
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Abstract
The invention provides a temperature control anti-cracking method for hot cement concrete in a lining structure, which is characterized by comprising the following steps of: step 1, collecting data for temperature control of hot cement concrete in a lining structure; step 2, calculating the highest temperature generation age d in the hot cement concrete in the lining structure tm ：d tm ＝0.19×H+0.0083×C‑0.0322×T 0 -0.0047 × Tg +2.9, H is the concrete thickness; c is the concrete strength grade; t is 0 The concrete pouring temperature; t is g For cooling by passing water equivalent water temperature value, T g ＝35‑T w ，T w The water is introduced for cooling the water; step 3. Based on d tm Determining the cooling time d of water j Then according to the cooling time d of water j Further optimizing the temperature control anti-cracking measure scheme of the moderate heat cement concrete in the lining. By adopting the method, the temperature control and crack prevention are carried out on the hot cement concrete in the lining structure, so that the durability and the service life of the lining structure can be effectively improved.
Description
Technical Field
The invention belongs to the technical field of temperature control and crack prevention of concrete, and particularly relates to a temperature control and crack prevention method for hot cement concrete in a lining structure.
Background
Lining is a structure widely adopted in civil engineering. The lining concrete can be heated up due to the hydration heat of cementing materials such as cement and the like to generate very high internal temperature, for example, the highest temperature inside the lining concrete of a water delivery hole in a permanent ship lock of the three gorges hydro-junction reaches nearly 60 ℃, and the highest temperature inside the lining concrete of a hydropower station water delivery hole at the bottom of small waves reaches more than 70 ℃. The lining structure is small in thickness, high in strength mostly (such as the strength of a flood discharging tunnel of a large hydropower station reaches C50 and C60), high in internal temperature, large in temperature drop amplitude, high in temperature rise and temperature drop speed, and capable of easily generating temperature cracks in the construction period due to the thin-wall lining which is subjected to extremely strong constraints of surrounding rocks, a supporting structure and the like, and most of the lining structures are penetrating harmful cracks. The highest temperature value in the interior is large, the occurrence age is early, the temperature drop amplitude is large, and early temperature cracks are easy to occur. Therefore, the occurrence age of the internal highest temperature is also an important index for evaluating the temperature control and anti-cracking performance of the lining structure.
The early crack treatment seriously affects the progress period and the construction cost of the project, and the failure to repair perfect penetrating cracks (generally difficult to reach the original concrete structure performance) seriously affects the durability and the service life of the lining structure, even causes leakage and threatens the project safety. The water leakage (Dongdong water supply goose Tian Suidong) in the spray state also directly endangers the health and comfort of people. Fig. 1 shows the condition of early cracks of lining concrete of a flood discharging tunnel of a three-plate stream power station.
The internal highest temperature generation age of lining concrete (including cement of moderate heat, common silicate and the like) is generally a brief introduction of the internal highest temperature generation age when the calculation and analysis of temperature and temperature stress are carried out, and is not emphasized.
The above situation is combined to show that the highest temperature generation age inside hot concrete in the lining structure is an important index related to the temperature control and anti-cracking performance of the lining structure, but no related calculation method exists so far, and accordingly, the temperature control and anti-cracking can not be effectively carried out according to the index.
Disclosure of Invention
The invention is made to solve the above problems, and an object of the invention is to provide a temperature-controlled anti-cracking method for hot cement concrete in a lining structure, which can obtain the highest temperature generation age in the hot cement concrete in the lining structure, and based on the temperature-controlled anti-cracking method, the hot cement concrete in the lining structure is subjected to temperature control anti-cracking, so as to improve the durability and the service life of the lining structure.
In order to achieve the purpose, the invention adopts the following scheme:
as shown in fig. 2, the invention provides a temperature control anti-cracking method for hot cement concrete in a lining structure, which is characterized by comprising the following steps:
step 1, collecting data for temperature control of hot cement concrete in a lining structure;
step 2, calculating the highest temperature generation age d in the hot cement concrete in the lining structure tm ：
d tm ＝0.19×H+0.0083×C-0.0322×T 0 -0.0047 × Tg +2.9 (equation 1)
In the above formula: d tm Is the highest temperature generation age in the interior of the moderate heat cement concrete in the lining structureA period (d); h is the thickness (m) of the hot cement concrete in the lining structure; c is the strength grade (MPa) of the hot cement concrete in the lining structure; t is 0 The pouring temperature (DEG C) of the hot cement concrete in the lining structure is shown; t is g Is the equivalent water temperature value (DEG C) of water cooling, T g ＝35-T w ，T w Cooling water temperature (DEG C) is introduced;
step 3. Based on d tm Determining the cooling time d of water j Then cooling for a time d according to the water flow j Further optimizing the temperature control anti-cracking measure scheme of the moderate heat cement concrete in the lining.
Preferably, the temperature-controlled anti-cracking method for the hot cement concrete in the lining structure provided by the invention can also have the following characteristics: in step 2, when water cooling is not performed, T is taken w ＝35℃。
Preferably, the temperature-controlled anti-cracking method for the hot cement concrete in the lining structure provided by the invention can also have the following characteristics: in step 3, d j ＝d tm +d x (formula 2), d x ＝1～4。d x Is determined according to a large amount of field water-passing cooling experience and calculation results, and has an internal highest temperature occurrence age d tm On the basis of (1) adding x In addition, the temperature in the concrete can be prevented from rising again, and an effective temperature control and anti-cracking effect can be obtained.
Preferably, the temperature-controlled anti-cracking method for the hot cement concrete in the lining structure provided by the invention can also have the following characteristics: in step 3, d x The optimal value is 2, and the most economic and effective temperature control and anti-cracking effects can be achieved.
Preferably, the temperature-controlled anti-cracking method for the hot cement concrete in the lining structure provided by the invention can also have the following characteristics: in step 3, the cooling time d is determined by the water flow j And carrying out water cooling on the hot cement concrete in the lining structure to realize temperature control and crack prevention.
Preferably, the temperature-controlled anti-cracking method for the hot cement concrete in the lining structure provided by the invention can also have the following characteristics: in step 3, the processing means is controlled based on d tm Determining the cooling time d of water j Optimizing the temperature control anti-cracking measure scheme of the moderate heat cement concrete in the lining, and cooling according to the water cooling time d j And controlling the water cooling system to cool the hot cement concrete in the lining structure. The step 2 may be realized by the control processing device. Calculating d based on temperature control data by using a control processing device tm And then calculate d j Then according to d j And controlling the water-feeding cooling system to spray water for cooling the concrete, so as to realize temperature control and crack prevention. The water cooling system should be laid and installed in advance on the hot cement concrete in the lining structure. The water cooling pipes in the water cooling system are arranged in a snake shape from bottom to top, and the arrangement density of the central area is properly increased.
In addition, the formula 1 provided in the step 2 is that the moderate heat cement concrete lining in the creeper giant hydropower station flood discharging tunnel, power generation tunnel and diversion tunnel engineering is taken as an example, 78 schemes such as different section forms and sizes, different lining thicknesses, different strength grades, different pouring temperatures, different water cooling temperatures and the like are simulated and calculated by adopting a three-dimensional finite element method, the highest temperature generation age in the moderate heat cement concrete is obtained (see table 1 below), and then the data are creatively analyzed and researched to obtain the moderate heat cement concrete.
TABLE 1 highest temperature occurrence age of hot cement concrete in the linings of flood discharge tunnels, power generation tunnels and diversion tunnels of Xiluodao hydropower stations
Action and Effect of the invention
The temperature control anti-cracking method of the hot cement concrete in the lining structure canThe method is suitable for calculating the highest temperature generation age and analyzing the early temperature rise and temperature drop characteristics in the hot concrete in the lining, and has the advantages of strong scientificity and good temperature control and anti-cracking effects. Age d of highest temperature occurrence in lining concrete tm The calculation formula 1 comprehensively reflects the influence of main parameters such as the thickness, the strength grade, the pouring temperature, the water cooling and the water temperature of the lining concrete structure, and the recommended water cooling time d is calculated according to the formula 2 j The temperature control and anti-cracking lining concrete is reasonable in optimization, the temperature inside the lining concrete can not rise, and temperature control and anti-cracking can be effectively achieved.
Drawings
Fig. 1 is a diagram of a crack of a flood discharging tunnel of a three-plate stream power station related to the background art, wherein (a) is an overall diagram, and (b) is a partially enlarged diagram;
FIG. 2 is a flow chart of a temperature control anti-cracking method for hot cement concrete in a lining structure according to an embodiment of the present invention;
FIG. 3 is a sectional view of a 1.0m thick lining concrete structure of a brook ferry spillway tunnel according to an embodiment of the present invention;
fig. 4 is a graph of representative point temperatures of a central section of a 1.0m thick concrete-lined side wall of a brook ferry spillway tunnel according to an embodiment of the present invention.
Detailed Description
The specific embodiment of the temperature control anti-cracking method for the hot cement concrete in the lining structure according to the invention is described in detail below by taking the hot concrete in the lining structure of the flood discharge tunnel engineering of the Xiluou hydropower station as an example in combination with the attached drawings.
< basic data of hot concrete in lining structure of flood discharging tunnel of Xiluoda hydropower station >
Characteristics of the river luo du hydropower station flood discharge energy dissipation: high head, large discharge, narrow river valley, high flood discharge power, which is the most important term in the world of arch dam hubs. According to the requirements of the total current discharge capacity of a junction, the topographic and geological conditions, the hydrological characteristics and the reservoir dispatching operation mode of a dam site area, and the diversion in the middle and later construction periods, the flood discharge and energy dissipation building is formed by 7 surface holes and 8 deep holes in a dam body, and a plunge pool is arranged behind the dam; the left and right sides of the bank are respectively provided with 2 flood discharging tunnels with pressure-joint non-pressure tunnels.
The pressure holes are composed of straight sections and bent sections, and the hole diameter is 15.0m. The turning radius of the bending section is 200m, the central angle is 62 degrees, the tail end is a round-to-square slope pressing connecting section, the length of the slope pressing connecting section is 25.00m, a round hole with the height of 15m is gradually changed to 12m multiplied by 14m, and then the arc working gate chamber is connected.
The non-pressure tunnel section is formed from upper straight slope section, woqi curve section, slope connecting section, reverse arc curve section and lower straight slope section, etc. its non-pressure tunnel section size is 14m x 19m (width x height), and its section form is circular arch straight wall type, and its surrounding rock type is identical to that of pressure section, and its surrounding rock is II and III 1 、Ⅲ 2 And IV, excavating surrounding rocks of II type, wherein the excavation width is 15.70m, the height is 20.65m, and the lining thickness is 0.85m; III 1 Class of surrounding rock: the excavation width is 16.20m, the height is 21.10m, and the lining thickness is 1.0m; III 2 Surrounding rock like: the excavation width is 16.20m, the height is 21.10m, and the lining thickness is 1.0m; class IV surrounding rock: the excavation width is 17.20m, the height is 22.10m, and the lining thickness is 1.5m. Since the report mainly studies the crack mechanism, the cause and the influence of various factors, taking the XW3 section as an example, a 1.0m thick lining concrete structure of the flood discharge tunnel is shown in fig. 3.
< example one > Xiluoda flood discharging tunnel 1.0m thick (F2 type) lining structure thermal cement concrete
Taking a lining with the thickness of 1.0m (F2 type) as an example, a finite element method is adopted for simulation calculation. The calculation conditions are as follows: pouring in 7 months and 1 day, wherein the pouring temperature is 27 ℃, water cooling and temperature control measures are not adopted, and side walls adopt C 90 Concrete with normal state of 40 and C for top arch 25 Pumping concrete, only researching the side wall and the top arch, not considering pouring of the bottom plate, opening and pouring for 3 days, then removing the formwork, wherein the interval period of pouring the side wall and the top arch is 31 days, and the length of the parting seam is 9m.
The maximum temperature and the maximum internal temperature difference of a typical part of a 1.0m thick (F2 type) lining concrete side wall and the occurrence time thereof are shown in Table 1, and the temperature duration curve is shown in FIG. 4.
TABLE 1 side wall center section representative point maximum temperature and time of occurrence
As shown in fig. 2, the temperature-controlled anti-cracking method for hot cement concrete in a lining structure provided by this embodiment includes the following steps:
step 1, collecting data for temperature control of hot cement concrete in a lining structure, comprising:
step 1-1, the basic data of the lining structure engineering are arranged and analyzed. The basic data of the flood discharging hole of the brook ferry hydropower station are as described above. The simulation calculation results of the temperature control finite element method for the hot cement concrete in the 1.0m thick (F2 type) lining are shown in the table 1. As the flood discharge tunnel is a level 1 building, the water flow speed is as high as 50m/s, and the temperature control and crack prevention of the lining concrete are very important.
Step 1-2, analyzing the technical requirements of temperature control design of lining concrete. According to the engineering data of the Xiluoda hydropower station, concrete is lined in the flood discharge hole, pouring temperature needs to be controlled, and temperature control measures need to be taken.
Step 2, calculating the highest temperature generation age d in the hot cement concrete in the lining structure tm ：
According to the above data, H =1.0m; c =40MPa; t is 0 Cooling without water at =27 ℃, and taking Tw =35 ℃ and Tg =0 ℃. Calculated by substituting into equation 1 tm ＝2.55(d)。
Step 3. Based on d tm Determining the cooling time d of water j Then cooling for a time d according to the water flow j Further optimize the control by temperature change anti-cracking measure scheme of moderate heat cement concrete in the lining, including:
step 3-1, calculating the cooling time d of water feeding j ：
Will d tm Substituting =2.55 (d) into equation 2, and calculating d j =4.55 (d). The recommended water cooling time can be 5d.
Step 3-2, evaluating and optimizing the temperature control anti-cracking measure scheme of the moderate heat cement concrete in the lining:
the hot cement concrete in a lining structure with the thickness of 1.0m (F2 type) of a flood discharging tunnel of a Xiluou hydropower station is cooled for 10-15 days by water in actual engineering construction. The water cooling time is determined by the calculation of the formula 2 to be 4.55d, and 5d is recommended to be used as the water cooling time. Therefore, the water cooling time can be further optimized to 5d, the water cooling time can be obviously shortened, and the engineering construction cost is saved.
Step 3-3, evaluating and analyzing the temperature control anti-cracking effect:
the moderate heat cement concrete in the 1.0m thick (F2 type) lining structure of the flood discharging tunnel of the Xiluou hydropower station adopts the scheme to control temperature and prevent cracking, so that the temperature crack generation period is ' possible ' in winter, the temperature crack generation period ' is already operated for many years, no crack is generated, and the remarkable temperature control and anti-cracking effect is obtained.
And (3) comparison and analysis:
according to the calculation results of Table 1, the finite element method calculates the highest temperature occurrence age of 2.5d, and the value d is calculated by formula 1 tm And 2.55 (d), 0.05d earlier, the error is only 2%, and the precision is high. The actual water cooling time of the project is 10-15 d, the water cooling time 5d is determined by calculation according to the formula 2, the water cooling time can be further optimized to 5d, and the project construction cost is saved.
< example II > moderate heat cement concrete in xi luo dug spillway tunnel lining structure with thickness of 0.8m and 1.5m
For analyzing the applicability of formula 1 for lining thickness and water cooling, for the lining structure section of fig. 3, the lining thickness is changed only while keeping the section size after lining unchanged, firstly, finite element method simulation calculation is adopted, and then, formula 1 is adopted to carry out the internal highest temperature generation age d tm And (5) calculating and analyzing.
Finite element simulation calculation, wherein the calculation scheme under the condition of water cooling is as follows: pouring is started in 7 months and 1 day in summer, the bottom plate and the side top arch are poured separately, and the pouring interval period is 31 days; pouring at the temperature of 18 ℃, enabling the distance between water pipes to be 1.0m, introducing water and cooling at the temperature of 15 ℃ for 15d, removing the mold after 3 days, and spraying water on the surface for curing for 28 days after mold removal. Taking lining thickness of 0.8m and 1.5m respectively to perform simulation calculation, and settling the highest temperature T max Maximum inner surface temperature difference delta T max And their age of occurrence are listed in table 2 below. In actual engineering construction, the water cooling time is 10-15 d.
TABLE 2 side wall concrete maximum temperature T of different lining thickness max Maximum inner surface temperature difference delta T max And its age (water cooling)
As shown in fig. 2, the temperature-controlled anti-cracking method for hot cement concrete in a lining structure provided by this embodiment includes the following steps:
step 1, collecting and analyzing data for temperature control of the hot cement concrete in the lining structure, as above.
Step 2, calculating the highest temperature generation age d in the hot cement concrete in the lining structure tm ：
According to the above data, H =0.8m, 1.5m; c =40MPa; t is a unit of 0 =18 ℃; when water is added at 15 ℃ for cooling, tw =15 ℃ and Tg =20 ℃. Substituting equation 1 to calculate d tm The results are shown in Table 3 below.
TABLE 3 internal highest temperature occurrence age d of lining concrete tm And comparison with the calculated value of the finite element method
Step 3. Based on d tm Determining the cooling time d of water j Then according to the cooling time d of water j Further optimize the control by temperature change anti-cracking measure scheme of moderate heat cement concrete in the lining, including:
step 3-1, calculating the cooling time d of water feeding j ：
D is to be tm Substituting =2.7 (d) and 2.85 (d) into formula 2, and calculating d j =4.7 (d), 4.85 (d), and d is taken j ＝5d。
Step 3-2, evaluating and optimizing the temperature control anti-cracking measure scheme of the moderate heat cement concrete in the lining:
and (3) water cooling of concrete lining the side wall of the brook luo-crossing flood discharging tunnel is carried out for 10-15 d, and the water cooling time is calculated and determined for 5d according to a formula 2. The actual water cooling time is too long, so that the optimization and the shortening can be further realized, and the greater economic benefit can be obtained.
Step 3-3, evaluating and analyzing the temperature control anti-cracking effect:
the side wall lining concrete of the flood discharging tunnel of the Xiluou hydropower station runs for many years, the scheme is adopted for temperature control and crack prevention, so that the temperature control and crack prevention can be performed in a winter 'possibly generating temperature crack period', no crack is generated, and the remarkable temperature control and crack prevention effect is obtained.
And (3) comparison and analysis:
calculating the highest temperature occurrence age according to the calculation results of Table 3, the finite element method and the calculation value d of formula 1 tm And the error is small, and the engineering construction requirement can be met. Particularly, the recommended value of the water-through cooling time is shorter than the actually adopted value of the construction, and the method is more economical.
The above embodiments are merely illustrative of the technical solutions of the present invention. The temperature-controlled anti-cracking method for the thermal cement concrete in the lining structure according to the present invention is not limited to the contents described in the above embodiments, but is subject to the scope defined in the claims. Any modification or supplement or equivalent replacement made by a person skilled in the art on the basis of this embodiment is within the scope of the invention as claimed in the claims.
Claims (5)
1. A temperature control anti-cracking method for hot cement concrete in a lining structure is characterized by comprising the following steps:
step 1, collecting data for temperature control of hot cement concrete in a lining structure;
step 2, calculating the highest temperature generation age d in the hot cement concrete in the lining structure tm ：
d tm =0.19×H+0.0083×C-0.0322×T 0 -0.0047×T g +2.9 ，
In the above formula: h is the thickness of the hot cement concrete in the lining structure; c is the strength grade of the hot cement concrete in the lining structure; t is 0 The pouring temperature of the hot cement concrete in the lining structure is set; t is g For cooling by passing water equivalent water temperature value, T g =35-T w ，T w Water is introduced for cooling water;
step 3. Based on d tm Determining the cooling time d of water j ，d j = d tm +d x ，d x =1~4, and then cooling time d by passing water j Further optimizing the temperature control anti-cracking measure scheme of the moderate heat cement concrete in the lining.
2. The temperature-controlled anti-cracking method for the hot cement concrete in the lining structure as claimed in claim 1, wherein:
wherein, in step 2, when water cooling is not performed, T is taken w =35℃。
3. The temperature-controlled anti-cracking method for the hot cement concrete in the lining structure as claimed in claim 1, wherein:
wherein, in step 3, d x =2。
4. The temperature-controlled anti-cracking method for the hot cement concrete in the lining structure as claimed in claim 1, wherein:
wherein, in step 3, the cooling time d is determined according to the water passing j And carrying out water cooling on the hot cement concrete in the lining structure to realize temperature control and crack prevention.
5. The temperature-control anti-cracking method for the hot cement concrete in the lining structure as claimed in claim 4, wherein:
wherein in step 3, the processing means is controlled based on d tm Determining the cooling time d of water j According to the cooling time d of water j And controlling the water cooling system to cool the hot cement concrete in the brick structure by water.
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| CN113157017B (en) * | 2021-03-29 | 2022-04-29 | 武昌理工学院 | Water cooling temperature control method for optimal water temperature difference of lining concrete with different strengths |
| CN112947620B (en) * | 2021-03-29 | 2022-04-15 | 武昌理工学院 | Water cooling optimization control method for lining concrete with different thicknesses |
| CN113191039A (en) * | 2021-04-06 | 2021-07-30 | 武昌理工学院 | Water cooling and water temperature optimization control method and system for lining concrete |
| CN113191038B (en) * | 2021-04-06 | 2022-04-26 | 武昌理工学院 | Lining concrete temperature reduction rate optimization control method and system |
| CN113221400B (en) * | 2021-04-14 | 2024-04-30 | 武昌理工学院 | Low-heat lining concrete temperature difference control water-through cooling temperature control method and system |
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| CN105677938A (en) * | 2015-10-28 | 2016-06-15 | 武汉大学 | Calculation method of interior highest temperature of lining concrete for door-opening-shaped fracture surface during construction period |
| 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 |
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| CN105672187B (en) * | 2015-10-28 | 2017-11-28 | 武汉大学 | One kind is used for door opening shape section structure lining concrete temperature controlled anticracking design and calculation method |
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| CN105677938A (en) * | 2015-10-28 | 2016-06-15 | 武汉大学 | Calculation method of interior highest temperature of lining concrete for door-opening-shaped fracture surface during construction period |
| 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 |
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