CN110569553A - Method for controlling cooling age of coal ash doped low-calorific-value lining concrete through water - Google Patents
Method for controlling cooling age of coal ash doped low-calorific-value lining concrete through water Download PDFInfo
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Abstract
The invention provides a method for controlling the cooling age of coal ash doped low-calorific-value lining concrete through water, which is characterized by comprising the following steps of: step 1, collecting data for temperature control of the lining concrete doped with fly ash and low in calorific value; step 2, calculating the occurrence age d of the maximum inner surface temperature difference of the lining concrete doped with fly ash and low in calorific valueΔtm＝2.11×H+0.0042×C‑0.0235×T0‑0.0223×Tg+1.82, step 3. based on dΔtmDetermining the water cooling time d of the lining concrete doped with fly ash and low in calorific valuejThen according to djThe lining concrete doped with the fly ash and low in calorific value is cooled by water, so that the temperature control and crack prevention are realized. The method is scientific and accurate, the calculation formula of the maximum inner surface temperature difference occurrence age of the lining concrete doped with the fly ash and low in calorific value comprehensively reflects the influence of important parameters such as the thickness, the strength grade, the pouring temperature, water cooling and water temperature of the lining concrete structure, and the calculation result is scientific and accurateAnd the precision is high.
Description
Technical Field
The invention belongs to the technical field of concrete temperature control and crack prevention, and particularly relates to a method for controlling the cooling age of coal ash doped low-calorific-value lining concrete through water.
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 generating temperature cracks easily in the construction period and being mostly penetrating harmful cracks due to the fact that the thin-wall lining is subjected to extremely strong constraints such as surrounding rocks and a supporting structure. The temperature difference is a root cause of temperature stress, and the larger the temperature difference, the larger the tensile stress generated, and the more likely the temperature crack is generated. The temperature difference includes a base temperature difference and an inner surface temperature difference. The maximum inner surface temperature difference occurs early, the early strength of the concrete is low, and temperature cracks are easy to generate in early temperature drop. Therefore, the maximum inner surface temperature difference occurrence age is also an important index for evaluating the temperature control cracking resistance of the concrete with 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 leakage of water (tunnel of Dong-deep water supply wild goose field) in the spraying 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 occurrence age of the maximum internal surface temperature difference is not calculated and valued so far. Generally, when the finite element method is used for calculating and analyzing the temperature and the temperature stress, the occurrence age of the maximum inner surface temperature difference is briefly introduced.
Meanwhile, a cooling water pipe is buried in the concrete for water cooling, the highest temperature inside the structural concrete and the temperature difference inside the structural concrete can be effectively reduced, and the concrete is an extremely effective temperature control and anti-cracking construction measure. The water cooling measures are adopted in the temperature control and crack prevention of the underground water conveying tunnel of the three gorges permanent ship lock, the temperature control and crack prevention of the underground water conveying tunnel lining of the three gorges permanent ship lock are researched as early as 1999, and the water cooling measures are adopted in the temperature control construction of the middle partition pier water conveying tunnel lining concrete, so that a good effect is obtained. Later, the construction method is adopted in the pressure-section lining concrete temperature control anti-cracking construction of the power generation cave of the three gorges right bank underground power station. In particular, the concrete is comprehensively adopted in the concrete temperature control anti-cracking construction of underground engineering of hydropower stations such as Xiluodi, Baihe beach, Udongde and the like, and certain effect is achieved. FIG. 2 shows the cooling condition of the lining of the flood discharging tunnel of the hydropower station of the white crane beach, which is mixed with fly ash and low calorific value concrete, by adopting a buried water pipe to carry water. However, the existing relevant design specifications generally lack clear and specific regulations for temperature control and water cooling of underground cavern engineering lining concrete, and the water cooling of the underground cavern lining concrete in the hydraulic and hydroelectric junction engineering is a method for referring to large-volume concrete water cooling of a dam. But the dam water-feeding cooling control indexes (stage, water-feeding time, temperature drop speed and the like) are not applicable. Therefore, the water cooling time of each project is different, the design of the white crane beach hydropower station requires that the water passing time is 15-30 d, the design of the Wudongde and Xiluodie hydropower stations requires 7-15 d, and the design of the white crane beach hydropower station requires that the temperature drop speed is less than 1.0 ℃/day. On one hand, the time of water cooling (the water cooling age is actually the water cooling age because only one time of water is passed and the water starts to be passed after the concrete is poured) has no scientific basis; secondly, the temperature drop speed of the lining concrete under the condition of no water cooling is mostly over 1.0 ℃/day, and the requirement is less than 1.0 ℃/day, which is obviously unreasonable. In addition, manual control is adopted in the process of water cooling, and the temperature control effect is related to the environmental influences of human responsibility, weather and the like.
In addition, the concrete is various in types, the calorific value and hydration process of cement such as moderate heat, low heat and common silicate, the strength characteristic and evolution law thereof are completely different, and even the adiabatic temperature rise and process line, strength and elastic modulus and process line thereof of the concrete with the same strength are completely different, so the maximum internal temperature difference generating age and the cooling time required by water are also completely different.
Similarly, when other components such as fly ash are mixed in concrete, the adiabatic temperature rise of the fly ash-mixed concrete is obviously reduced, the heating process is delayed, the maximum temperature generation age of the fly ash-mixed concrete is prolonged while the internal maximum temperature is reduced compared with that of the common concrete, and the corresponding maximum internal temperature difference generation age and the cooling time needing water are completely different from that of the common concrete.
The conditions are combined to show that the maximum inner surface temperature difference occurrence age is an important index for evaluating the temperature control anti-cracking performance of the lining structure, but no related calculation method is available up to now. The water cooling method effectively reduces the highest temperature inside the structural concrete and the temperature difference inside the structural concrete, and the water cooling time is not scientifically determined. Therefore, the aim of temperature control and crack prevention is effectively achieved by adopting water cooling in an optimized and reasonable mode. And a method for controlling the cooling age of the coal ash doped low-heating-value lining concrete through water is not provided.
Disclosure of Invention
The invention is made to solve the above problems, and an object of the invention is to provide a method for controlling the cooling age of the fly ash doped low calorific value lining concrete, which is beneficial to controlling the water cooling and temperature crack of the fly ash doped low calorific value concrete of the lining structure.
As shown in fig. 3, the present invention adopts the following solutions to achieve the above object:
The invention provides a method for controlling the cooling age of coal ash doped low-calorific-value lining concrete through water, which is characterized by comprising the following steps of:
Step 1, collecting data for temperature control of the lining concrete doped with fly ash and low in calorific value;
Step 2, calculating the occurrence age d of the maximum inner surface temperature difference of the lining concrete doped with fly ash and low in calorific valueΔtm(d)：
dΔtm＝2.11×H+0.0042×C-0.0235×T0-0.0223×Tg+1.82 (equation 1)
In the above formula: h is the thickness (m) of the low-heating-value lining concrete doped with the fly ash; c is the strength grade (MPa) of the lining concrete doped with the fly ash and having low calorific value; t is0The casting temperature (DEG C) of the low-calorific-value lining concrete doped with the fly ash is shown; t isgis the equivalent water temperature value (DEG C) of water cooling, Tg＝35-Tw，TwThe temperature (DEG C) of cooling water is introduced;
Step 3. based on dΔtmDetermining low hair loss by mixing fly ashCooling time d for water-filled heat lining concretej(d) Then according to djThe lining concrete doped with the fly ash and low in calorific value is cooled by water, so that the temperature control and crack prevention are realized.
Further, the method for controlling the cooling age of the fly ash doped low-calorific-value lining concrete through water can also have the following characteristics: the step 1 specifically comprises the following steps: (1.1) finishing and analyzing basic engineering data of the lining structure, including collecting data related to temperature control and crack prevention of lining concrete, and analyzing the importance of temperature control and crack prevention of the lining concrete; (1.2) analyzing the technical requirements of temperature control design of lining concrete, including the technical requirements of concrete temperature control, allowable highest temperature, temperature control anti-cracking measures and the like; (1.3) analyzing a temperature control measure scheme for the construction of the lining concrete with the low calorific value and the doped fly ash.
Preferably, the method for controlling the cooling age of the fly ash-doped low-calorific-value lining concrete by water-through cooling can also have the following characteristics: in step 2, when water cooling is not performed, T is takenw＝35℃。
Preferably, the method for controlling the cooling age of the fly ash-doped low-calorific-value lining concrete by water-through cooling can also have the following characteristics: in the step 3, the process is carried out,
dj＝dΔtm+1 (formula 2)
The optimal value is determined according to a large amount of on-site water cooling experience and finite element method simulation calculation results, the highest temperature and the maximum inner surface temperature difference in the concrete can be effectively reduced, the internal temperature of the concrete can not rise again, and the temperature control and anti-cracking targets can be realized at the optimal time.
preferably, the method for controlling the cooling age of the fly ash-doped low-calorific-value lining concrete by water-through cooling can also have the following characteristics: in step 3, the processing means is controlled based on dΔtmDetermining the cooling time d of waterjAnd according to the cooling time d of the waterjAnd controlling a water cooling system to cool the fly ash doped low-calorific-value lining concrete through water. The step 2 may be realized by the control processing device. By means of a control processing unitCalculating d based on data for temperature controlΔtmand then calculate djThen according to djAnd the water cooling system is controlled to carry out water cooling on the concrete, so that temperature control and crack prevention are realized. The water cooling system is laid and installed on the lining structure and the flyash-doped low-calorific-value concrete in advance. 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 step 2 calculates the maximum inner surface temperature difference occurrence age d of the lining concrete doped with the fly ash and low in calorific valueΔtmFormula 1 is to take the fly ash doped low-calorific-value concrete linings of the projects of the white crane beach, the huge hydropower station flood discharge tunnel and the power generation tunnel as examples, 251 schemes of simulation calculation such as different section forms and sizes, different lining thicknesses, different strength grades, different pouring temperatures, different water-through cooling water temperatures and the like are carried out by adopting a three-dimensional finite element method, the maximum inner surface temperature difference occurrence age (table 1) of the fly ash doped low-calorific-value concrete is obtained, and then the data are deeply analyzed to obtain the fly ash doped low-calorific-value concrete. The regression values and their errors are also listed in table 1.
TABLE 1 occurrence age of maximal inner surface temperature difference of low calorific value lining concrete doped with fly ash in white crane beach, Wudongde flood discharge tunnel, power generation tunnel and diversion tunnel
Action and Effect of the invention
The method for controlling the cooling age of the fly ash doped low-calorific-value lining concrete through water has the following advantages:
(1) The method can be suitable for any lining structure (comprising different civil engineering types, different structural forms, different thicknesses, different strengths and the like), and can be used for calculating the maximum inner surface temperature difference occurrence age of the lining concrete and analyzing the early temperature rise and temperature drop characteristics.
(2) The method is scientific. Coal ash doped low-calorific-value lining concrete maximum inner surface temperature difference occurrence age dΔtmAnd the calculation formula 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.
(3) according to dΔtmDetermining the recommended water cooling time d of the fly ash doped low-calorific-value concretejthe method has the advantages of reasonable optimization, scientific guarantee of no temperature rise inside the lining concrete, and realization of the temperature control and crack prevention at the optimal time.
Drawings
Fig. 1 is a diagram of a concrete crack lining a flood discharging tunnel of a three-plate stream power station in the background art, wherein (a) is an overall diagram, and (b) is a partially enlarged diagram;
FIG. 2 is a layout diagram of a lining of a side wall of a flood discharge tunnel of a hydropower station of a white crane beach, which is filled with fly ash and is provided with a low-calorific-value concrete water-through cooling water pipe;
FIG. 3 is a flow chart of a method for controlling the age of cooling water in the coal ash-doped low-calorific-value side wall lining concrete for a flood discharge tunnel of a hydropower station in a white crane beach according to the invention;
FIG. 4 shows a white crane beach hydroelectric station 1 according to an embodiment of the present invention#A lining section diagram of an upper flat section of the spillway tunnel;
FIG. 5 shows a white crane beach hydropower station 1 according to an embodiment of the present invention#An actual measurement curve diagram of the internal temperature of the low-calorific-value lining concrete doped with fly ash of the 144 th unit of the upper leveling section of the flood discharge tunnel;
FIG. 6 shows a white crane beach hydroelectric station 1 according to an embodiment of the present invention#A thermometer embedding installation diagram in lining concrete of an upper flat section of the flood discharge tunnel;
FIG. 7 shows a white crane beach hydroelectric station 1 according to a second embodiment of the present invention#And (3) an actually measured curve of the internal temperature of the 145 th unit fly ash doped low-heating-value lining concrete of the upper flat section of the flood discharge tunnel.
Detailed Description
The concrete embodiment of the method for controlling the age of the fly ash doped low calorific value lining concrete by cooling water is explained in detail below by taking a fly ash doped low calorific value lining concrete structure in a flood discharge tunnel project of a hydropower station of a white crane beach as an example with reference to the attached drawings.
< temperature control data of lining concrete for flood discharge tunnel engineering of hydropower station in white crane beach >
The white crane beach hydropower station is located in Ningnan county of Sichuan province and Qiaojia county of Yunnan province downstream of the Jinshajiang river, and is a control project for developing and governing Yangtze river. The installed capacity of the power station is 14004MW, the average power generation amount is 602.41 hundred million kW.h for many years, and the power station is the 2 nd hydropower station (next to three gorges) all over the world. The hub project consists of main buildings such as a barrage, a flood discharge and energy dissipation building, a water diversion and power generation system and the like. The barrage is a concrete hyperbolic arch dam with the maximum dam height of 289.0 m. The flood discharge facility comprises 6 surface holes of a dam, 7 deep holes and 3 flood discharge tunnels on the left bank. The underground plant system adopts a head development scheme, the head development scheme is respectively and symmetrically arranged on the left bank and the right bank, and 8 hydroelectric generating sets are respectively installed in the plant.
The underground engineering comprises a diversion tunnel, a flood discharge tunnel, a power generation and water delivery system and the like. The diversion tunnel engineering is operated by water. 3 flood discharging holes are arranged on the left bank, a non-pressure flood discharging hole type is adopted, and the flood discharging holes are all composed of a water inlet (a gate chamber), a non-pressure slope relieving section, a dragon falling tail section and an outlet drift bucket, 1#、2#The falling tail of the flood discharge tunnel is reversely arc-connected with the flip bucket, 3#Landform of tunnelAnd (4) limiting conditions, connecting the tail end of the reverse arc with a lower flat section with the gradient of 8%, and then connecting with an outlet flip bucket.
the tunnel body section of the flood discharge tunnel comprises a flood discharge tunnel non-pressure section and a flood discharge tunnel falling tail section, which are all of urban portal-shaped sections and are divided into four basic lining types with the thickness of 1.0m, 1.2m, 1.5m and 2.5m according to the characteristics of different lining thicknesses, surrounding rocks and the like.
The flood discharge tunnel lining concrete is completely made of low-heat cement concrete, and the design allowable maximum temperature is shown in the following table 2.
Table 2 unit of maximum temperature allowed during construction of flood spillway tunnel lining low-heat concrete: c
The concrete is subjected to temperature control in the whole process of pouring and curing, concrete cracking is avoided, and the following measures can be adopted (without limitation):
(1) The mixing proportion of the concrete is optimized, and the crack resistance of the concrete is improved. When the concrete mixing ratio is designed and concrete construction is carried out, the main design indexes such as concrete grade, frost resistance, impermeability and ultimate tensile value are met, and the construction homogeneity index and the strength guarantee rate are also met. Meanwhile, construction management should be enhanced, construction process should be improved, concrete performance should be improved, and concrete crack resistance should be improved.
(2) And reasonably arranging concrete construction procedures and construction progress. The concrete construction procedure and the construction progress should be reasonably arranged, and the construction management level should be improved in an effort.
(3) And controlling the highest temperature in the concrete. The effective measures include reducing the concrete pouring temperature, reducing the hydration heat temperature rise of the cementing material, leading water in the initial stage and the like. And (5) water cooling time, wherein the surface temperature of the concrete is required to reach the air temperature of the tunnel, and the water cooling time is generally required to be 10-20 d. Controlling the pouring temperature of the lining concrete, wherein the pouring temperature is 20 ℃ in 4-9 months; the temperature of 10 months to 3 months in the next year is 18 ℃. The concrete transporting tool should have heat insulation and sun shading measures, so that the concrete insolation time is shortened, and the temperature rise in the concrete transporting and pouring process is reduced. Concrete pouring in high-temperature time is avoided as much as possible, and pouring in low-temperature seasons, morning and evening and night with low air temperature is fully utilized. When concrete at each part is poured, if the poured concrete temperature can not meet the relevant requirements, a supervisor is immediately informed, the concrete is processed according to the instruction of the supervisor, and effective measures are immediately taken to control the concrete pouring temperature.
<Example one>1#Water cooling age control for coal ash doped low-heating value lining concrete through water in 144 th unit of upper flat section of flood discharge tunnel
In order to verify and compare the control method of the cooling age of the water-filled concrete doped with the fly ash and low-calorific-value lining concrete, and compare the control method with the cooling age of the water-filled concrete doped with the low-calorific-value lining concrete, the flood discharging tunnel 1 of the hydropower station of the white crane beach#and a 144 th unit of the upper flat section of the flood discharge tunnel is used for controlling the cooling age of the coal ash doped low-calorific-value lining concrete through water and performing a water cooling test of the coal ash doped low-calorific-value lining concrete through water.
1#The method comprises the following steps of arranging a 144 th unit of a tunnel body of an upper flat section of a flood discharge tunnel, lining the tunnel body in an urban portal shape, arranging annular construction joints at intervals of 12m along the axial direction of the flood discharge tunnel, arranging III-class surrounding rocks, and arranging a bottom plate and a side wall of a lining structure to be C9040 low calorific value concrete doped with fly ash, and C as top arch9030 fly ash blended concrete as shown in figure 4. The basic data of temperature control are the same as above. The pouring temperature of the concrete is designed to be 18 ℃, normal-temperature tap water is adopted for moisturizing and curing for 90 days, and water is introduced for cooling to control the internal temperature of the concrete.
as shown in fig. 3, the method for controlling the cooling age of the fly ash-doped low-calorific-value lining concrete through water provided by this embodiment includes the following steps:
Step 1, analyzing temperature control related data of lining concrete doped with fly ash and low in calorific value
Step 1-1, the basic data of the lining structure engineering are sorted and analyzed. The method comprises the steps of collecting data related to temperature control and crack prevention of the lining concrete, and analyzing the importance of the temperature control and crack prevention of the lining concrete. 1#Basic data of the 144 th unit lining structure of the upper horizontal section of the spillway tunnel comprise temperature control and crack prevention, water cooling, design technical requirements and the like. As the flood discharge tunnel of the hydropower station of the white crane beach is a level 1 building, the water flow speed reaches nearly 50m/s to the maximum extent, and the temperature control and crack prevention of the lining concrete are very important. According to the design requirements, the requirementseffective measures are taken, including water cooling for temperature control.
Step 1-2, analyzing the technical requirements of temperature control design of lining concrete. The concrete temperature control method comprises the technical requirements of concrete temperature control, allowable maximum temperature, temperature control anti-cracking measures and the like. Based on the above engineering data of the hydropower station in the white Crane beach 1#concrete is lined in the 144 th unit of the upper flat section of the flood discharge tunnel, and pouring temperature needs to be controlled, and water cooling measures need to be taken. The concrete is poured at 18 days after 5 months, and the allowable maximum temperature of the lining concrete with the thickness of 1.0m is 38 ℃ according to the design requirements of the table 2.
Step 1-3, analyzing a temperature control measure scheme for the construction of the lining concrete with low calorific value and doped with the fly ash. According to the basic data, the water-cooling water pipes are arranged, and single-layer water pipes are arranged along the axial direction of the side wall (lining plane) at the interval of 1.5m in the height direction (see figure 2); cooling with water by adopting river water, wherein the water temperature is 15 ℃; the flow rate of water is 48m3And d, controlling.
Step 2, calculating the occurrence age d of the maximum inner surface temperature difference of the lining concrete doped with fly ash and low in calorific valueΔtmthe fly ash doped low-calorific-value concrete is calculated by formula 1. Designing the casting temperature T when H is 1.0m and the side wall C is 40MPa0T is calculated at 18 ℃ and Tw 16 ℃gSubstituting 19 deg.C into equation 1 to calculate dΔtm3.25 d. 144 unit lining actual casting temperature average value T020.34 ℃, the actual maximum inner surface temperature difference generating age d after correctionΔtm＝3.20d。
Step 3. based on dΔtmDetermining the water cooling time d of the lining concrete doped with fly ash and low in calorific valuejD is mixingΔtmSubstituting 3.20d (calculated value of actual casting temperature) into formula 2 to calculate dj4.2d, then according to djOptimizing the temperature control anti-cracking measure scheme of the lining concrete with low calorific value and doped with fly ash, and cooling according to the water cooling time djthe water cooling system is controlled to carry out water cooling on the lining concrete doped with the fly ash and low in calorific value, so that temperature control and crack prevention are realized.
1#the process and the effect of the low calorific value lining concrete pouring and water cooling of the coal ash doped unit 144 of the upper horizontal section of the flood discharge tunnel are as follows:
In order to compare the effect of controlling the water cooling time according to the calculated value of the formula 2, for 144 units of lining concrete, the left side wall is subjected to water cooling according to the calculated value of the formula 2 within 4.2d of age, and the right side wall is subjected to water cooling within 11d of age (the design requirement is 10-15 d). 2 thermometers were installed on each of the left and right walls of the 144 unit lining, both installed in the center of the structure, 1 at 10cm from the surface, and 1 at 1/2 thickness (50 cm from the surface). Wherein, 1 is 10cm away from the surface, and is fixed in the surface steel bar by an adhesive tape; the 1 st pin is at the center of 1/2 of the thickness (50 cm from the surface), and is fixed by an adhesive tape by erecting a steel bar along the thickness, as shown in figure 6. The water cooling water pipe, 4 thermometers and cables thereof are all installed in place in 2019, 5, 17 am. And (3) lining concrete pouring time period: and 8, 8/18/2019, 02: 00-19/5/2019, 07: 00.
The environmental temperature, the concrete warehousing temperature and the pouring temperature of the concrete during pouring are monitored in the whole process of the construction unit, and the results are listed in the following table 3. The average value of the ambient temperature is 23.1 ℃, and the average value of the concrete pouring temperature is 20.34 ℃. Normal temperature water is adopted for water cooling, and the average temperature is 24.1 ℃.
Table 3 statistical table for unit 144 in upper level section of flood discharging tunnel of 1# flood discharging tunnel of white crane beach hydropower station
Pouring concrete while submerging the left and right thermometers in 2019, 5, 18, 15 and 51, and measuring the temperature and cooling by introducing water while submerging the thermometers. The concrete temperature history is shown in fig. 5. 1#when the 144 th unit of the tunnel body of the upper horizontal section of the flood discharge tunnel is covered by concrete, the temperature is 20.37 ℃ at the left inner thermometer, the maximum temperature is 32.93 ℃ within 64.5 hours, and the maximum temperature is 12.56 ℃; the left external temperature is 20.81 ℃, the maximum temperature is 31.68 ℃ after 54 hours, and the maximum temperature rise is 10.87 ℃; the right internal thermometer is 20.12 ℃, the maximum temperature is 34.25 ℃ after 66 hours, and the maximum temperature is 14.13 ℃; the right external temperature is 20.06 ℃ and reaches a maximum temperature of 32.62 ℃ over 54 hours, with a maximum temperature rise of 12.56 ℃.
The left side wall stops water cooling when the temperature is 22:00 days in 5 months and 22 days in 2019, and the water cooling is carried out for 4.2 d; and the right side wall stops water cooling at 29 days 20:17 in 5 months in 2019, and is cooled by 11d in common water.
The above results show that:
(1) Actually measuring the internal maximum temperature of the concrete to be 31.68-34.25 ℃, wherein the internal maximum temperature is far less than the allowable design maximum temperature of 38 ℃, and the internal maximum temperature of the concrete is effectively controlled;
(2) The temperature of water for cooling is 24.1 ℃, the difference between the temperature of the water and the highest temperature of 34.25 ℃ in the concrete is 10.15 ℃ and less than 25 ℃, and the design technical requirements are met;
(3) White crane beach hydropower station 1#The 144 th unit of the upper flat section of the flood discharge tunnel is lined with concrete, no crack is generated so far, and the remarkable effects of temperature control and crack prevention are achieved.
(4) Comparing the temperature control detection results of the left side wall and the right side wall, adopting the formula 2 to calculate a value of 4.2d to control the water cooling age, adopting the age of 11d (the design requirement is 10-15 d) to control the water cooling right side wall with the concrete highest temperature of 31.68 ℃ and 32.93 ℃, and lining the concrete highest temperature of 32.62 ℃ and 34.25 ℃ and the concrete highest temperature of the left side wall is lower. The left side wall and the right side wall have the same temperature reduction rate, the temperature of the concrete corresponding parts (the center and the surface) of the left side wall is always slightly lower, and the temperature rise phenomenon does not occur. Therefore, the water cooling age is controlled by adopting the calculated value 4.2d of the invention formula 2, and the water cooling condition which is not weaker than 10d is obtained, and even better. But the water cooling time is obviously shortened, the engineering cost is saved, and the method is more economical.
<example two>1#Water cooling age control for 145 th unit lining concrete (doped with fly ash and low in calorific value) of flood discharge tunnel
Similarly, in the flood discharge hole 1 of the hydropower station of the white crane beach#And a 145 th unit of the upper flat section of the flood discharge tunnel is used for controlling the cooling age of the coal ash doped low-calorific-value lining concrete through water and performing a water cooling test.
1#145 th unit of the upper flat section of the flood discharge tunnel, an urban portal-shaped lining, the thickness of a side wall lining is 1.0m, annular construction parting joints, class III surrounding rocks, a bottom plate and sides of a lining structure are arranged every 12m along the axial direction of the flood discharge tunnelThe wall is C9040 low calorific value concrete doped with fly ash, and C as top arch9030 fly ash blended concrete as shown in figure 4. The basic data of temperature control are the same as above. The pouring temperature of the concrete is designed to be 18 ℃, normal-temperature tap water is adopted for moisturizing and curing for 90 days, and water is introduced for cooling to control the internal temperature of the concrete.
As shown in fig. 3, the method for controlling the cooling age of the fly ash-doped low-calorific-value lining concrete through water provided by this embodiment includes the following steps:
Step 1, analyzing temperature control related data of lining concrete doped with fly ash and low in calorific value
Step 1-1, the basic data of the lining structure engineering are sorted and analyzed. The method comprises the steps of collecting data related to temperature control and crack prevention of the lining concrete, and analyzing the importance of the temperature control and crack prevention of the lining concrete. 1#Basic data of 145 th unit lining structure of the tunnel body of the upper horizontal section of the flood discharge tunnel comprise temperature control and crack prevention, water cooling, design technical requirements and the like. As the flood discharge tunnel of the hydropower station of the white crane beach is a level 1 building, the water flow speed reaches nearly 50m/s to the maximum extent, and the temperature control and crack prevention of the lining concrete are very important. Depending on design requirements, effective measures including water cooling for temperature control are required.
Step 1-2, analyzing the technical requirements of temperature control design of lining concrete. Based on the above engineering data of the hydropower station in the white Crane beach 1#concrete is lined in the 145 th unit of the upper flat section of the flood discharge tunnel, and pouring temperature needs to be controlled, and water cooling measures need to be taken. The concrete is poured in 5 months and 25 days, and the allowable maximum temperature of the lining concrete with the thickness of 1.0m is 38 ℃ according to the design requirement of the table 2.
Step 1-3, analyzing a temperature control measure scheme for the construction of the lining concrete with low calorific value and doped with the fly ash. According to the basic data, the water-cooling water pipes are arranged, and single-layer water pipes are arranged along the axial direction of the side wall (lining plane) at the interval of 1.5m in the height direction (see figure 2); cooling with water by using river water, wherein the water temperature is 21 ℃; the flow rate of water is 48m3And d, controlling.
step 2, calculating the occurrence age d of the maximum inner surface temperature difference of the lining concrete doped with fly ash and low in calorific valueΔtmThe fly ash doped low-calorific-value concrete is calculated by formula 1. H is 1.0m, and side wall C is 40MPa, designing a pouring temperature T0Calculated Tg 14 ℃ at 18 ℃, Tw 21 ℃, and calculated d by substituting equation 1Δtm＝3.14d。
step 3. based on dΔtmDetermining the water cooling time d of the lining concrete doped with fly ash and low in calorific valuejD is mixingΔtmSubstituting 3.14d into equation 2, and calculating dj4.14d, then according to djOptimizing the temperature control anti-cracking measure scheme of the lining concrete with low calorific value and doped with fly ash, and cooling according to the water cooling time djThe water cooling system is controlled to carry out water cooling on the lining concrete doped with the fly ash and low in calorific value, so that temperature control and crack prevention are realized.
1#the 145 th unit of the upper horizontal section of the tunnel body of the flood discharge tunnel is doped with fly ash low-calorific-value lining concrete pouring and water cooling process and effect:
In order to compare the effect of controlling the water cooling time according to the calculated value of the formula 2, for 145 units of lining concrete, the left side wall is subjected to water cooling according to the calculated value of the formula 1 within 4.14d of age, and the right side wall is subjected to water cooling within 10d of age (the design requirement is 10-15 d). 2 thermometers were installed on each of the left and right walls of the 145 unit lining, both installed in the center of the structure, 1 at 10cm from the surface and 1 at 1/2 thickness (50 cm from the surface). Wherein, 1 is 10cm away from the surface, and is fixed in the surface steel bar by an adhesive tape; the 1 st pin is at the center of 1/2 of the thickness (50 cm from the surface), and is fixed by an adhesive tape by erecting a steel bar along the thickness, as shown in figure 6. The water cooling water pipe, 4 thermometers and cables thereof are all installed in place in 24 am of 5 months in 2019. And (3) lining concrete pouring time period: year 2019, month 5, day 25; 15: 00-2019, 5 month, 27 day 01: 30 hours. The environmental temperature, the concrete warehousing temperature and the pouring temperature of the concrete during pouring are monitored in the whole process of the construction unit, and the results are listed in the following table 4. The average value of the ambient temperature is 22.86 ℃, and the average value of the concrete pouring temperature is 18.41 ℃. Normal temperature water is adopted for water cooling, and the average temperature is 21.69 ℃.
Table 4 statistical table for temperature of 145 th unit of upper level section of 1# flood discharging tunnel of white crane beach hydropower station
Pouring concrete while submerging the left and right thermometers in 2019, 5, 26, 9, 14, and measuring temperature and cooling by water while submerging the thermometers. The concrete temperature history is shown in fig. 7. 1#when the 145 th unit of the tunnel body of the upper horizontal section of the flood discharge tunnel is covered by concrete, the temperature of the left inner thermometer is 18.43 ℃, the maximum temperature is 34.12 ℃ after 47.5 hours, and the maximum temperature is 15.69 ℃; the left external temperature is 18.21 ℃, the maximum temperature is 32.50 ℃ after 37 hours, and the maximum temperature rise is 14.29 ℃; the right internal thermometer is 18.55 ℃, the maximum temperature is 32.56 ℃ after 68 hours, and the maximum temperature is 14.01 ℃; the external temperature on the right was 18.46 ℃ and reached a maximum temperature of 30.37 ℃ over 46.5 hours, with a maximum temperature rise of 11.91 ℃.
The left side wall stops water cooling when 2019, 5, 30 and 12:00 days, and the water cooling is carried out for 4.14 days; and (4) stopping water cooling on the right side wall at 9:10 of 6 months and 5 days in 2019, and cooling for 10d in the same time.
The above results show that:
(1) Actually measuring the internal maximum temperature of the concrete to be 30.37-34.12 ℃ which is far less than the allowable design maximum temperature of 38 ℃, and effectively controlling the internal maximum temperature of the concrete, wherein the measured maximum temperature shows that the lining concrete doped with the fly ash and having low calorific value is also effective for reducing the internal maximum temperature;
(2) The temperature of water for cooling is 21.69 ℃, the difference between the temperature of the water for cooling and the highest temperature of 34.25 ℃ in the concrete is 12.56 ℃ and less than 25 ℃, and the design technical requirements are met;
(3) white crane beach hydropower station 1#No crack is generated in the 145 th unit lining concrete of the upper flat section of the flood discharge tunnel, so far, the obvious effects of temperature control and crack prevention are achieved.
(5) comparing the temperature control detection results of the left and right side walls, adopting the formula 2 to calculate a value of 4.14d to control the water cooling age, adopting the age of 10d (the design requirement is 10-15 d) to control the water cooling right side wall with the concrete highest temperature of 34.12 ℃ and 32.50 ℃ on the left side wall, lining the concrete highest temperature of 32.56 ℃ and 30.37 ℃ and keeping the highest temperature equivalent (it must be noted that the highest temperature value is not influenced because the water cooling time of 4.14d and 10d is longer than the highest temperature generation time of 37-68 h). The left side wall and the right side wall have the same temperature reduction rate, the temperature of the concrete corresponding parts (the center and the surface) of the left side wall is always slightly lower, and the temperature rise phenomenon does not occur. Therefore, the water cooling age is controlled by adopting the calculated value 4.14d of the invention formula 2, and the water cooling condition is not weaker than 10d, and even better. But the water cooling time is obviously shortened, the engineering cost is saved, and the method is more economical.
The results of the above examples show that the method of the present invention can be applied to any lining structure (including different civil engineering types, different structural forms, different thicknesses, different strengths, etc.), and the calculation of the occurrence age of the maximum internal surface temperature difference of the lining flyash-doped low calorific concrete is performed.
The method is scientific. Occurrence age d of maximum inner surface temperature difference of lining fly ash-doped low-calorific-value concreteΔtmthe 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.
Calculating the recommended water cooling time d of the fly ash-doped low-calorific-value concrete according to the formula 2jThe 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.
The above embodiments are merely illustrative of the technical solutions of the present invention. The method for controlling the cooling age of the fly ash doped low calorific value lining concrete through water is not limited to the contents described in the above embodiments, but is subject to the scope defined by 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 (4)
1. The method for controlling the cooling age of the fly ash-doped low-calorific-value lining concrete through water is characterized by comprising the following steps of:
Step 1, collecting data for temperature control of the lining concrete doped with fly ash and low in calorific value;
Step 2, calculating the maximum internal temperature of the lining concrete doped with fly ash and low in calorific valuePoor onset age dΔtm：
dΔtm＝2.11×H+0.0042×C-0.0235×T0-0.0223×Tg+1.82，
In the above formula: h is the thickness of the low-heating-value lining concrete doped with fly ash; c is the strength grade of the lining concrete doped with fly ash and low in calorific value; t is0The pouring temperature of the lining concrete with low calorific value and doped with fly ash is set; t isgFor cooling by passing water equivalent water temperature value, Tg＝35-Tw，TwWater is introduced for cooling water;
Step 3. based on dΔtmDetermining the water cooling time d of the lining concrete doped with fly ash and low in calorific valuejThen according to djthe lining concrete doped with the fly ash and low in calorific value is cooled by water, so that the temperature control and crack prevention are realized.
2. The fly ash doped low calorific value lining concrete through water cooling age control method according to claim 1, characterized in that:
Wherein, in step 2, when water cooling is not performed, T is takenw＝35℃。
3. The fly ash doped low calorific value lining concrete through water cooling age control method according to claim 1, characterized in that:
Wherein, in step 3, dj＝dΔtm+1。
4. The fly ash doped low calorific value lining concrete through-water cooling age control method according to claim 1 or 3, characterized in that:
Wherein in step 3, the processing means is controlled based on dΔtmDetermining the cooling time d of waterjAnd according to the cooling time d of the waterjAnd controlling a water cooling system to cool the fly ash doped low-calorific-value lining concrete through water.
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