CN113158299B - Water cooling temperature control method for optimal water temperature difference of lining concrete with different thicknesses - Google Patents
Water cooling temperature control method for optimal water temperature difference of lining concrete with different thicknesses Download PDFInfo
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Abstract
The invention provides a water cooling temperature control method for optimal water temperature difference of lining concrete with different thicknesses, which can objectively and accurately obtain parameters such as water temperature difference, water temperature, cooling time, temperature drop rate and the like suitable for lining concrete with different thicknesses, and carries out water cooling on a lining structure based on the parameters, thereby scientifically and reasonably realizing temperature control and crack prevention. The water cooling temperature control method comprises the following steps: step 1, obtaining water cooling temperature control data of lining concrete; step 2, calculating water-cooling optimized control water temperature difference delta T according to lining concrete thickness wy (ii) a Step 3, estimating the highest temperature T inside the lining concrete according to the thickness max (ii) a Step 4, calculating the optimal control water temperature T of water cooling wy (ii) a Step 5, calculating the water-through cooling optimization time T according to the thickness of the lining concrete j (ii) a Step 6, calculating and optimally controlling the temperature reduction rate (V) according to the thickness of the lining concrete c H ]; step 7, optimally controlling the water temperature T according to water cooling wy Optimizing time T j And optimally controlling the temperature drop rate [ V ] c The method optimizes the water cooling measures for lining concrete with different thicknesses.
Description
Technical Field
The invention belongs to the technical field of concrete temperature control and crack prevention, and particularly relates to a water cooling temperature control method for lining concrete with different thicknesses and with an optimal water temperature difference.
Background
Large-volume concrete such as a gravity dam is embedded with a cooling water pipe and is cooled by water, and cooling water or low-temperature river water is introduced at the initial stage, so that the highest temperature of the concrete is reduced; in the middle stage, river water can be introduced for cooling, and the temperature difference between the inside and the outside can be controlled. The initial water cooling is carried out, the time is calculated and determined, the time can be 10-20 days, and the difference between the concrete temperature and the water temperature is not more than 25 ℃. The water cooling is carried out in the middle period, preferably about 1-2 months, and the difference between the water temperature and the concrete internal temperature should not exceed 20-25 ℃. The daily temperature reduction is not more than 1.0 ℃. Since the concrete expands during the temperature rise phase, the aim is to reduce the maximum temperature of the concrete, the larger the reduction, the better, so that the initial water temperature is preferably reduced as much as possible under the allowable conditions. In the middle stage, the temperature drop stage is a stage in which the water temperature is too low and the temperature drop speed is too fast, which may cause early-stage low-strength concrete cracks, and may also cause local cracks due to too large temperature gradient of the concrete around the pipe, so that the water temperature and the temperature drop rate must be controlled.
According to the research on the influence of the simulated concrete pouring process on the initial water-cooling temperature of the high-concrete arch dam on the concrete around the water pipe: for old concrete at the lower part (layer) of the water pipe, the temperature of the concrete is higher (20 ℃) before the water pipe is cooled by water, when the water pipe is cooled by the water, the concrete at the periphery of the water pipe is quickly close to the water temperature from the higher temperature, the closer to the water pipe, the faster the temperature drop speed is, a larger gradient of the temperature drop amplitude is formed at the periphery of the water pipe, and the lower the water temperature is, the larger the gradient of the temperature drop amplitude is; the newly poured concrete on the upper part of the water pipe is cooled by water supply while being poured, and the temperature of the concrete around the water pipe is kept close to the water temperature without being raised to a high temperature (the initial storage temperature). Although the distance from the water pipe is different, the temperature and the temperature gradient of the parts are kept unchanged and do not change greatly. The shrinkage deformation is generated by the temperature reduction, the deformation is not uniform due to the non-uniform temperature reduction amplitude, and the self-generated constraint is generated, so that the tensile stress is generated by the old concrete at the lower part of the water pipe due to the non-uniform temperature reduction amplitude, and the tensile stress is not large due to the fact that the newly poured concrete at the upper part of the water pipe does not have an obvious temperature reduction process. Therefore, the water temperature (namely the temperature difference with the internal concrete) of the water-through cooling water of mass concrete such as a multi-layer pouring dam and the like is controlled by no temperature crack generated around the lower-layer old concrete pipe, and the water temperature difference and the temperature drop speed are allowed to be smaller.
The lining is a structure (figure 1) widely adopted in civil engineering, the lining thickness is different, the highest temperature inside is different, the temperature gradient of the inner surface is different, therefore, the optimal water temperature difference is different naturally, the water cooling time and the temperature reduction rate are different, and the concrete temperature process needs to be controlled differently. For example, the thin-wall lining structure concrete has small thickness, is poured once, is filled with water for cooling when covering a cooling water pipe with the concrete, is equivalent to the condition that the concrete is poured newly on the upper part, has no obvious temperature reduction process around the pipe and has small tensile stress; therefore, the water cooling of the thin-wall lining structure concrete can adopt lower water temperature, the time can be shorter, and the temperature drop rate is generally higher.
The relation between the internal temperature of the lining and the thickness is particularly large, and the larger the thickness is, the higher the internal temperature is. The water cooling time, the water temperature and the temperature drop rate are related to the thickness, and the parameters are further reasonably optimized to achieve the purpose of optimizing temperature control and cracking prevention. However, at present, relevant regulations of hydraulic tunnels and the like do not include a method for scientifically regulating and controlling parameters such as water cooling time, water temperature, temperature drop rate and the like of lining concrete according to thickness.
Disclosure of Invention
The invention aims to solve the problems and provide a water cooling temperature control method for optimal water temperature difference of lining concrete with different thicknesses, which can objectively and accurately obtain parameters such as water temperature difference, water temperature, cooling time, temperature drop rate and the like suitable for lining concrete with different thicknesses, and carry out water cooling on a lining structure based on the parameters so as to scientifically and reasonably realize temperature control and crack prevention.
In order to achieve the purpose, the invention adopts the following scheme:
as shown in FIG. 2, the present invention provides a method for controlling the temperature of lining concrete with different thicknesses by cooling water with optimal water temperature difference, which is characterized by comprising the following steps:
△T wy ＝23.9-1.2 XH (formula 1)
In the formula: h is the thickness (m) of the lining concrete;
T max ＝10.11×H+0.081×C+0.82×T 0 +0.2×T g +0.324×T a -0.022×H×T g -0.0154×T 0 ×T g -0.0048×H×C-0.235×H×T a +0.184×H×(T a -T min ) +6.7 (equation 2)
Wherein C is concrete strength grade (MPa), it must be noted that the concrete strength grade corresponds to 90d design age, if the concrete strength grade is 28d age strength, conversion is required according to the specification; the formula 2 is suitable for moderate-heat and pumping cement concrete, and for low-heat cement concrete and normal-state low-slump concrete, the hydration heat is reduced, the concrete strength grade C in the formula needs to be multiplied by a coefficient of 0.75, and a constant term is reduced by 1.0 ℃; t is a unit of 0 The concrete pouring temperature (. Degree. C.); t is g The water cooling effect value (DEG C); t is a The environmental temperature (DEG C) of the concrete pouring period is shown; t is min The lowest winter temperature (DEG C) of the annual change of the air temperature in the tunnel;
T wy ＝T max -△T wy (formula 3)
T j =0.57H +5.4 (formula 4)
【V c =2.5-0.38H (equation 5)
Preferably, the present invention provides different thicknessesThe optimal water temperature difference water-cooling temperature control method for the lining concrete can also have the following characteristics: t is g ＝35-T w ，T w The temperature (DEG C) of the cooling water is set up before optimization.
Calculating the internal maximum temperature T from equation 2 max If the planned water cooling measure scheme or design technical requirement exists, taking T w The water cooling water temperature T is introduced for the proposed scheme or the design technical requirement 0 Setting the pouring temperature of the scheme (step 7 is further optimizing the temperature of water cooling water); if no water cooling measure scheme or design technical requirement is drawn up, the actual engineering T is considered w Generally between 12 and 22 ℃, T can be taken w =17 ℃ C., T is taken 0 Estimated as the average temperature in the month +2 ℃. T thus estimated max The error of the value is generally less than 1.0 ℃, and the optimization of the water cooling water temperature in the step 7 is not influenced basically. If the optimization precision needs to be further improved, the step 7 can be used for determining the construction water cooling optimization water temperature and then returning to the step to calculate T max And 4, calculating the optimal control water temperature T wy 。
Preferably, the water cooling temperature control method for the optimal water temperature difference of the lining concrete with different thicknesses provided by the invention can also have the following characteristics: in the water cooling measure adopted in step 7, the water temperature should be controlled at T wy ～(T wy +5 ℃ C.
Preferably, the water cooling temperature control method for the optimal water temperature difference of the lining concrete with different thicknesses provided by the invention can also have the following characteristics: in the water cooling measure taken in step 7, the water cooling time should be controlled to be not less than T j 。
Preferably, the water cooling temperature control method for the optimal water temperature difference of the lining concrete with different thicknesses provided by the invention can also have the following characteristics: in the water cooling measure taken in step 7, the water cooling time is controlled to be T j ～(T j + 2) range.
Preferably, the water cooling temperature control method for the optimal water temperature difference of the lining concrete with different thicknesses provided by the invention can also have the following characteristics: at the step of7 in the water cooling measures, the temperature reduction rate is controlled not to exceed the optimized temperature reduction rate [ V ] c 】。
Preferably, the water cooling temperature control method for the optimal water temperature difference of the lining concrete with different thicknesses provided by the invention can also have the following characteristics: formula 2 is particularly suitable for medium heat, pumping cement concrete; for low-heat cement concrete and normal low-slump concrete, the hydration heat is reduced, and the internal highest temperature T is calculated max The concrete strength grade C in equation 2 should be multiplied by a 0.75 coefficient and the constant term subtracted by 1.0 ℃.
Preferably, the water cooling temperature control method for the optimal water temperature difference of the lining concrete with different thicknesses provided by the invention can also have the following characteristics: executing the steps 2 to 6 by adopting a control processing device, and calculating the water cooling optimal control water temperature difference Delta T wy Maximum temperature T max Water temperature T wy Water cooling optimizing time T j And optimally controlling the rate of temperature drop [ V ] c 】。
Preferably, the water cooling temperature control method for the optimal water temperature difference of the lining concrete with different thicknesses provided by the invention can also have the following characteristics: and a control processing device is adopted to execute the step 7, and the temperature difference delta T of the water is optimally controlled according to the water cooling wy Water temperature T wy Water cooling optimizing time T j And optimally controlling the rate of temperature drop [ V ] c Water cooling measures are determined, and a water cooling system is controlled to carry out water cooling maintenance on the lining concrete.
Preferably, the optimal water temperature difference water-feeding cooling temperature control method for lining concrete with different thicknesses, provided by the invention, can also have the following characteristics: and (3) executing the step (1) by adopting a control processing device, and inputting and storing the water-feeding cooling temperature control data of the lining concrete by a user according to the prompt.
Preferably, the optimal water temperature difference water-feeding cooling temperature control method for lining concrete with different thicknesses, provided by the invention, can also have the following characteristics: and the control processing device is also adopted to display the input information, the calculation result and the determined water cooling measures according to the user instruction.
Preferably, the optimal water temperature difference water-feeding cooling temperature control method for lining concrete with different thicknesses, provided by the invention, can also have the following characteristics: and the control processing device is also adopted to display the running condition of the water cooling system according to the user instruction.
In addition, the calculated water cooling optimization control water temperature difference Delta T proposed in the step 2 wy Formula 1 takes the flood discharging tunnel engineering of giant hydropower stations such as Xiluodi, white Crane beach, wudongde and the like as an example, and adopts a three-dimensional finite element method to carry out an urban door opening type section C 90 And (3) performing simulation calculation on the temperature and the temperature stress of 30 concrete with different thicknesses under different water cooling water temperature conditions, and finishing and analyzing the temperature control and anti-cracking effect of the lining concrete in the whole process to obtain the principle of maximizing the whole process anti-cracking safety coefficient so as to obtain the optimal water cooling water temperature and water temperature difference with different thicknesses. For example, a 1.5m thick sidewall C adopting a structure (FIG. 1) 90 30 strength concrete with different water temperatures T of 8-22 ℃ in the table 1 w Performing condition simulation calculation, solving the crack resistance safety coefficient K of the whole lining concrete process, and settling the curing period K with the minimum K value 1 And winter K 2 Then make K 1 、K 2 With the water temperature T w See fig. 3. Due to K 1 With T w Increase, K 2 With T w Decrease of K 1 (T w ) And K 2 (T w ) The intersection point of the two curves (figure 3) is called as the water cooling comprehensive optimization crack resistance safety coefficient K y (the maximum value of the whole process including pouring and curing period and winter). And K y The corresponding water cooling temperature reduction rate is called as optimized control temperature reduction rate V y The water temperature difference is called as the optimal control water temperature difference delta T wy . According to different thicknesses C 90 30 concrete water temperature difference delta T cw And T w Is shown in FIG. 4, then K can be derived from FIG. 4 y Corresponding optimized water temperature determination Delta T wy Summary C 90 The values for 30 different thicknesses H lining the concrete are shown in table 2. Then, the data are analyzed and researched to obtain the water cooling optimal control water temperature difference delta T wy Equation 1 is calculated.
TABLE 1.5m Lining C 90 30 concrete water cooling characteristic values at different water temperatures
TABLE 2 optimal temperature difference Delta T of water cooling water for lining concrete with different thicknesses wy
The highest temperature T inside the lining concrete in the step 3 max Formula 2 is a typical generalization of gate-opening sections of three gorges, brook-luo-ferry, white-beach, wudongde and the like, and lining concrete parameters and construction temperature control schemes thereof, and temperature field simulation calculations of 175 schemes in table 3 and table 4 are performed in total. Meanwhile, the detection result of the highest temperature inside the stream luo-crossing flood discharging hole 276 group is collected, wherein: the pressing section is from 11 days 2 and 11 days 2011 and 10 and 4 days 2010, the bottom arches are 41 groups, and the side top arches are 68 groups; the non-pressure section is from 2009, 10 months, 28 days to 2011, 10 months, 4 days, the bottom plate is divided into 53 groups, and the side wall is divided into 28 groups; the long tail was obtained from 20/9/2010 to 4/2012/11/89 in groups 89, see fig. 5-7 (graphically represented due to too much data). 451 is formed according to the table 3, the table 4 and the figures 5 to 7, the height of the side wall, the length of the parting, the deformation modulus of the surrounding rock, the water passing time, the annual variation of the air temperature and the pouring date do not influence the internal highest temperature T max To T max The thickness H of lining, the strength C of concrete and the pouring temperature T 0 Water cooling temperature T w And the temperature T in the tunnel in the casting period a The relationship of (a) is analyzed and researched to obtain a formula 2.
TABLE 3 door opening section lining concrete temperature crack mechanism and factor influence calculation condition
Note: the distance between the water pipes in the water cooling condition is 1.0m, the length of a single water pipe is 100m, and the flow is 35L/min, which is the same as the following steps.
TABLE 4 temperature control, crack prevention, simulation and calculation supplementary scheme for lining concrete of urban portal section
In step 5, calculating the water cooling optimization time T according to the thickness of the lining structure j The formula 4 is obtained by taking lining concrete with different structure thicknesses of 4 large engineering flood discharging tunnels, power generation tunnels and the like of three gorges, lineages, white rhymes, wudongde as an example, adopting a three-dimensional finite element method to perform simulation calculation to obtain the water-flowing cooling temperature control characteristics and the rules of the lining concrete, and then performing analysis and research. The method comprises the following steps:
1) Analysis of control parameters for water cooling opportunity
The thin-wall lining structure is small in thickness and only cooled by water in one period, and the aim is to reduce the highest internal temperature and control the internal surface temperature difference. The time of starting water cooling is the time of covering the cooling water pipe with concrete, namely, the time of starting to coolWater is introduced for cooling. Therefore, the parameter to be determined for the cooling time is the water passage time T j . Cooling by water to reduce internal maximum temperature, and the age must be greater than T max Age of onset T md Here, take T j ＝T md +4. And to avoid temperature re-rise, T j Should be greater than Δ T md . Of course, the water passing time is not longer in consideration of economical efficiency.
Therefore, T of lining concrete with different thicknesses and different strengths is calculated through finite element method simulation md 、△T md The water cooling age T can be obtained j The calculation formula of (2).
2) Different thickness lining concrete T max 、△T max Age of onset
Take a lining structure of a tail water opening and an urban door opening of a hydropower station of a white crane beach as an example, the concrete strength C 90 25 low heat cement concrete. Establishing finite element models with five thicknesses of 0.8m,1.0m,1.2m,1.5m and 2.0m, carrying out simulation calculation on different water passing time schemes, and researching T with different thicknesses md And Δ T md The value is obtained.
According to the finite element method simulation calculation analysis, 5 concrete linings with different thicknesses are arranged under the conditions of no water cooling and no water cooling md And Δ T md The values are given in Table 5, along with the recommended cooling times with water.
TABLE 5 age of occurrence of characteristic value of thickness and temperature of each lining under non-water cooling condition
According to Table 5, the concrete inside highest temperature and the largest inside temperature difference occurrence age, and the shortest water cooling age and lining thickness relationship are shown in FIG. 8.
According to FIG. 8, the highest temperature inside the concrete, the age of the maximum internal surface temperature difference and the shortest age (recommended) of water cooling basically form a linear relation with the thickness of the lining. Linear fitting to obtain:
internal maximum temperature age(d)T md =0.5682H +1.4114 (equation 6)
Age (d) delta T of maximum internal surface temperature difference md =1.4205H +2.3034 (equation 7)
Suggesting a water cooling time (d) T d =2.0455h +2.4409 (formula 8)
And adding 4d to the formula 6 to obtain a formula 4.
Calculating and optimally controlling the temperature drop rate (V) according to the thickness of the lining structure c Equation 5 is the same as equation 1, and the three-dimensional finite element method is also used to perform the cross section C of the door opening type 90 And (3) performing simulation calculation on the temperature and the temperature stress of 30 concrete with different thicknesses under different water cooling water temperature conditions, and finishing and analyzing the temperature control and anti-cracking effect of the lining concrete in the whole process to obtain the principle of maximizing the whole process anti-cracking safety coefficient so as to obtain the optimal control temperature drop rate with different thicknesses. For example, a 1.5m thick sidewall C adopting a structure (FIG. 1) 90 30 strength concrete with different water temperatures T of 8-22 ℃ in the table 1 w Performing condition simulation calculation, calculating the crack resistance safety coefficient K of the whole lining concrete process, and arranging two curing periods with the minimum K value and K in winter 1 、K 2 Then make K 1 、K 2 With the temperature T of the water w See fig. 3. Due to K 1 With T w Enlargement, K 2 With T w Decrease of K 1 (T w ) And K 2 (T w ) The intersection point of the two curves (figure 3) is called as the water cooling comprehensive optimization crack resistance safety coefficient K y (the maximum value of the whole process including pouring and curing period and winter). And K y The corresponding water cooling temperature reduction rate is called as the optimized control temperature reduction rate V y The water temperature is called as the optimized control water temperature T wy The water temperature difference is called as the optimal control water temperature difference delta T wy . According to different thicknesses C 90 30 concrete temperature drop rate T sd And T w Is shown in FIG. 9, the water temperature T can be optimized from FIG. 9 by corresponding to Ky wy Determining an optimal control temperature drop rate [ V ] c C, summary of 90 30 different thickness H lining concrete [ V ] c See Table 6, and then the data are analyzed and studied to obtain the bestControlling the temperature drop rate [ V ] c Equation 5 is calculated.
TABLE 6 optimal allowable Rate of temperature drop for different thickness of lined concrete
Action and effects of the invention
The method for controlling the temperature of the lining concrete with different thicknesses by water cooling and optimal water temperature difference has the advantages that:
(1) The method can be applied to any lining structure, and the water-filling cooling temperature control measure scheme and parameter optimization of lining concrete with different thicknesses can be carried out.
(2) The method is scientific. The calculation formula of the water cooling optimal control time, the water temperature difference, the internal highest temperature, the water temperature and the temperature drop rate scientifically reflects the influence of the structure thickness of the lining concrete structure on the water cooling effect, and comprehensively provides the optimal control parameters of the lining concrete structure.
(3) Calculating the water cooling optimization control water temperature difference Delta T of lining concrete with different thicknesses according to formulas 1 to 5 wy Internal maximum temperature T max Water temperature T wy Time T j Temperature drop rate [ V ] c The optimal effect of temperature control and crack prevention of the lining concrete can be obtained, and the temperature control and crack prevention can be scientifically and reasonably realized.
Drawings
FIG. 1 is a structural section view (dimension unit: m in the figure) of a tunnel lining concrete of a hydraulic tunnel with a cave shape;
FIG. 2 is a flow chart of a water cooling temperature control method for lining concrete with different thicknesses according to the present invention;
FIG. 3 shows a graph C according to the present invention 90 30 concrete curing period K with different thickness 1 And winter K 2 Water is introduced for cooling water temperature T w A relationship diagram of (1);
FIG. 4 shows a schematic view of a graph C according to the present invention 90 30 concrete water temperature difference delta T cw Water is introduced for cooling water temperature T w A relationship diagram of (a);
FIG. 5 shows a press segment bottom according to the present inventionArch and side crown lining concrete T max A relation graph with pouring dates;
FIG. 6 shows a no-pressure section bottom plate and side wall lining concrete T according to the present invention max A relation graph with pouring dates;
FIG. 7 shows a bottom plate and a side wall lining concrete T of the longfall tail section according to the present invention max A relation graph with pouring date;
FIG. 8 is a graph showing the relationship between the water cooling-related time and the lining thickness according to the present invention;
FIG. 9 shows a drawing C according to the present invention 90 30 concrete temperature drop rate T sd (° c/d) and water temperature T of cooling water w A relationship diagram of (1);
FIG. 10 is a schematic structural view of an A-shaped section of a non-pressure gentle slope section of an Wudongde flood discharge tunnel according to the present invention;
FIG. 11 is a schematic structural view of a C-shaped section of a non-pressure gentle slope section of an Wudongde flood discharge tunnel according to the present invention;
FIG. 12 shows a graph 3 according to the present invention # A temperature duration curve chart of the lining concrete with the thickness of 0.8m in the 1 st bin of the slow slope section of the flood discharge tunnel;
FIG. 13 shows a schematic view of the present invention 3 # And (3) lining concrete with the thickness of 1.0m in the 11 th cabin of the slow slope section of the flood discharge tunnel is subjected to a temperature duration curve chart.
Detailed Description
The concrete embodiment of the optimal water temperature difference water cooling and temperature control method for lining concrete with different thicknesses, which is provided by the invention, is explained in detail below by taking lining concrete with different structure thicknesses of a flood discharge tunnel project of an Wudongde hydropower station as an example in combination with the attached drawings.
< Udongde hydropower station spillway tunnel engineering lining concrete temperature control data >
The Wudongde hydropower station mainly generates electricity and has the functions of flood control, shipping, sand blocking and the like. Installed capacity 10200MW of power station. The dam is a concrete hyperbolic arch dam, and flood discharge adopts a mode that flood discharge of a dam body is mainly performed and a bank side flood discharge hole is assisted. The three flood discharging holes are all of tunnel type tunnels with pressure holes and then door-connected holes, and each tunnel type tunnel comprises a water inlet, a pressure hole section, a working gate chamber, a non-pressure hole section, an outlet section and an energy dissipation plunge pool, and the outlets adopt trajectory jet energy dissipation. The pressure tunnel of the flood discharge tunnel is circularThe section has an inner diameter of 14m, the lining thickness is 0.8m and 1m, and the rock types around the tunnel are II and III surrounding rocks respectively. The section of the non-pressure hole section is in an urban portal shape, and the size of the non-pressure hole section after lining is 14m multiplied by 18m. The slope-slowing section of the flood discharging tunnel is provided with three lining thickness structural sections of 0.8m,1.0m and 1.5m, and the types of rocks around the tunnel are II, III and IV surrounding rocks respectively. The bottom plate and the side wall are C 90 35 impact-resistant and wear-resistant concrete with crown arch of C 90 30 concrete. The section of the lining structure with the thickness of 0.8m and 1.0m of the non-pressure section of the flood discharge tunnel is shown in figures 10 and 11.
Carry out temperature control to the concrete at the overall process of concrete placement and maintenance, avoid the concrete fracture, the design requirement temperature control measure includes:
(1) Quality control and mix proportion optimization of concrete raw material
The water content of the concrete fine aggregate is controlled to be below 6%, and the fluctuation range of the water content is less than 2%. The mixing proportion of the concrete is optimized, and the using amount of concrete cementing materials is reduced; the construction management is enhanced, the construction process is improved, the concrete performance is improved, and the concrete anti-cracking performance is improved. On the premise of meeting the concrete strength, durability, peaceability and concrete pouring quality required by design, the method is approved by a supervisor to adopt larger aggregate particle size as much as possible and improve the concrete aggregate gradation. And the Wudongde hydropower station flood discharge tunnel is cast by low-heat cement concrete.
(2) Reasonably arranging concrete construction procedure and construction progress
The reasonable arrangement of concrete construction procedures and construction progress is one of the main measures for preventing foundation from penetrating cracks and reducing surface cracks. The concrete construction procedure and the construction progress should be reasonably arranged, and the construction management level should be improved in an effort.
(3) Controlling concrete internal maximum temperature
The necessary temperature control measures should be taken so that the maximum temperature does not exceed the design allowable maximum temperature (table 7). The effective measures comprise concrete pouring temperature reduction, cementing material hydration heat temperature rise reduction, initial water cooling and the like. The concrete production system provides mixed concrete meeting the outlet temperature requirement. The contracting contractor is responsible for concrete temperature control during concrete transportation, warehousing and casting and curing after leaving the machine. According to the analysis of computational results, the concrete pouring temperature of the gentle slope section of the flood discharge tunnel of the Wudongde hydropower station is recommended to be controlled according to the table 7. And if the measured temperature can not meet the maximum temperature allowed by the design, the buried cooling water pipe needs to be filled with water for cooling.
(4) Reasonably controlling the thickness of the pouring layer and the interval period between layers
When concrete is poured on each part, if the poured concrete temperature cannot meet related requirements, a supervisor is immediately informed, treatment is carried out according to the instruction of the supervisor, and effective measures are immediately taken to control the concrete pouring temperature.
Table 7 units of maximum temperature and casting temperature allowed during construction of flood tunnel lining concrete: c
| Month of the year | 12. 1 |
2. 11 |
3. 10 |
4. 9 month | 5-8 months |
| Allowable |
40 | 41 | 42 | 43 | 44 |
| Allowable casting temperature | Naturally put into storage | Naturally put into |
18 | 20 | 22 |
<Example one>3 # Water cooling optimization control for A-type lining concrete with thickness of 0.8m in the 1 st bin of non-pressure slow slope section of flood discharge tunnel
A-shaped lining structure with the thickness of 0.8m at the slow slope section of the flood discharge tunnel is shown in figure 10, annular construction joints, II-class surrounding rocks and concrete strength C are arranged at intervals of 9m along the axial direction of the flood discharge tunnel on the cross section of the tunnel 90 35. Pouring concrete by stages 2: the side wall is firstly arched and then is provided with a bottom plate. The optimized control of water cooling of pouring concrete of the side crown arch lining is introduced.
As shown in fig. 2, the method for controlling the temperature of the lining concrete with different thicknesses by water cooling and optimal water temperature difference provided by this embodiment includes the following steps:
The basic data of the Wudongde hydropower station flood discharge tunnel are as described above, the flood discharge tunnel is a level 1 building, the flood discharge flow rate is high, and the temperature control and crack prevention of the lining concrete are very important. Pouring in 5-8 months in high temperature season according to design requirements, adopting low-temperature cement, adopting temperature control measures such as water cooling and the like, and controlling the highest temperature to be less than or equal to 44 ℃.3 # 0.8m thick A-type lining concrete in the 1 st bin of non-pressure slow slope section of flood discharge tunnel, unit pile number K 1 +238.880～K 1 +247.880。
Substituting H =0.8m into formula 1 to calculate delta T wy ＝22.94℃。
Low heat cement concrete, it is necessary to multiply C by 0.75 and subtract the constant by 1 ℃. The thickness H =0.8m and the concrete strength C =35MPa. According to the above description, the pouring temperature takes a design technical requirement value T of 5-8 months 0 =22 ℃, water is introduced for cooling, and the temperature is T w =17 ℃, calculated Tg =18 ℃. Temperature T in the tunnel during casting a (20.62 deg.C), the lowest temperature in winter tunnel is 16.0 deg.C, and substituting into formula 2 to obtain T max ＝32.01℃。
Will T max ＝32.01℃，△T wy =22.94 ℃, and is substituted into formula 3 to calculate T wy =9.07 ℃. On the premise of meeting the requirements of temperature control and crack prevention, the temperature is properly higher than 10 ℃.
Substituting H =0.8m into formula 4 to calculate T j =5.86d. Preferably greater than 6d.
Substituting H =0.8m into formula 5 to calculate [ V ] c =2.196 ℃/d. Preferably less than 2.2 ℃/d.
and optimizing the water cooling time, the water temperature and the temperature drop rate according to the design technical requirements and the calculation, and further optimizing the construction temperature control water cooling scheme. According to the calculation and the design technical requirements, the scheme for optimizing the water cooling temperature control is determined as follows: the pouring temperature is less than or equal to 22 ℃; the water-feeding cooling water pipes are arranged in a single row at a distance of 1.5m, and the water-feeding time is preferably longer than 6 days and is preferably 7 days; the water temperature is preferably higher than 10 ℃; the temperature drop rate is controlled at less than 2.2 deg.C/d.
The effects are as follows: practical engineering 2016.5.3-5.5 of the 1 st bin: pouring at 16 h, wherein the temperature in the tunnel is 20.62 ℃ during pouring, providing commercial concrete at the outlet of the machine at 14 ℃, and realizing the pouring temperature T by controlling the transportation and pouring processes 0 =19.03 ℃, less than 22 ℃; cooling by waterThe water cooling pipes are arranged at a single-row interval of 1.5m according to requirements, and the water passing time is 7d; chilled water at 12 c is provided on site to 13.8 c, suitably above 10 c, on site. (Explanation, the actual casting temperature T 0 =19.03 ℃ and less than 22 ℃, the temperature Tw of cooling water flowing through the furnace is =13.8 ℃ and is less than 17 ℃, and the actual T is measured 0 、T w Substituting formula 2 to calculate T max =32.56 ℃, and T is taken as above 0 ＝22℃、T w =17 ℃ calculation of T max =32.10 ℃ only by 0.55 ℃. Therefore, explain T 0 、T w The value taking method basically does not influence the calculation and value taking of the final optimal control water temperature). Through the temperature control, the duration curve of the actually measured concrete internal temperature is shown in figure 12, the internal maximum temperature is 32.8 ℃, and is far less than 44 ℃; the temperature drop rate is 1.6 ℃/d and is less than 2.2 ℃/d. Namely: the highest temperature and the temperature drop rate are well controlled, and the most economic and effective temperature control anti-cracking effect is obtained.
The above results show that:
1) On the premise of meeting the condition that the maximum internal temperature is 32.8 ℃ and less than the allowable value of 44 ℃, the temperature of the water for cooling is 13.8 ℃ and is properly higher than the optimized value of 10 ℃, the refrigeration cost can be reduced, the temperature reduction rate is 1.6 ℃/d and is lower than the optimized value of 2.2 ℃/d, the early tensile stress is smaller, the early temperature control and cracking prevention are facilitated, the economy is higher, the early cracking prevention is facilitated, and the cracking prevention in winter still meets the requirement;
2) Time T is optimized in water cooling j Optimally controlling water temperature difference delta T wy Water temperature T wy Optimally controlling the temperature drop rate [ V ] c A calculation formula scientifically reflects the characteristics of the lining structure, and is a water cooling control parameter for obtaining the optimal temperature control anti-cracking effect (obtaining the maximum anti-cracking safety coefficient value);
3) Maximum temperature T max The estimation formula scientifically reflects the influence effects of the structure, the concrete strength, the pouring temperature, the water temperature of water and cooling water and the ambient temperature in the tunnel, the calculation precision is high, and the calculated value of 32.56 ℃ is only 0.24 ℃ lower than the actually measured value of 32.8 ℃;
4) According to the method disclosed by the invention, the water cooling parameters are calculated to carry out temperature control measure scheme optimization, the highest temperature and the temperature drop rate are well controlled and are far smaller than control values, and the most economic and effective temperature control anti-cracking effect is obtained.
<Example two>3 # Water cooling optimization control for B-type lining concrete with thickness of 1.0m in 11 th bin of non-pressure slow slope section of flood discharge tunnel
The B-shaped lining structure with the thickness of 1.0m in the 11 th chamber of the slow slope section of the flood discharge tunnel is shown in figure 11, the cross section of the tunnel is in a shape of a tunnel, and the concrete strength is C 90 35. Class III wall rock. Pouring concrete by stages 2: the side wall is firstly arched and then is provided with a bottom plate. The optimized control of water-cooling of pouring of side arch lining concrete is introduced here.
As shown in fig. 2, the method for controlling the temperature of the lining concrete with different thicknesses by water cooling and optimal water temperature difference provided by this embodiment includes the following steps:
The basic data of the Wudongde hydropower station flood discharge tunnel are as described above, the flood discharge tunnel is a level 1 building, the flood discharge flow rate is high, and the temperature control and crack prevention of the lining concrete are very important. According to the design requirements, the pouring temperature is required to be controlled to be less than or equal to 22 ℃ in the pouring process in 5-8 months in high-temperature seasons, and temperature control measures such as water cooling and the like are adopted. The highest temperature is controlled to be less than or equal to 44 ℃.3 # B-type lining concrete with the thickness of 1.0m in the 11 th bin of the non-pressure slow slope section of the flood discharge tunnel, unit pile numbers K1+ 325-K1 +334 are poured by low-heat cement concrete, the pouring date is 2016.7.13-7.15 days, and the temperature in the tunnel is 24.52 ℃ in the pouring period.
Substituting H =1.0m into formula 1 to calculate delta T wy ＝22.7℃。
For low heat cement concrete, it is necessary to multiply C by 0.75 and subtract the constant by 1 ℃. The thickness H =1.0m and the concrete strength C =35MPa. According to the above description, the pouring temperature takes a design technical requirement value T of 5-8 months 0 =22 ℃, water is introduced for cooling, and the temperature is T w =17 ℃. Calculating T g =18 ℃, air temperature T in the tunnel in the casting period a (T) =24.52 deg.C, minimum temperature in winter tunnel 16.0 deg.C, and calculating by substituting into formula 2 max ＝37.26℃。
Will T max ＝37.26℃，△T wy And =22.7 ℃, and 14.56 ℃ is calculated by substituting equation 3. On the premise of meeting the requirements of temperature control and crack prevention, the temperature is properly higher than 15.0 ℃.
Substituting H =1.0m into equation 4 to calculate T j =5.97d. Preferably greater than 6d.
Substituting H =1.0m into formula (6) to calculate [ V [ ] c 2.12 ℃/d. Preferably less than 2.1 deg.C/d.
and optimizing the water cooling time, the water temperature and the temperature reduction rate according to the design technical requirements and the calculation, and further optimizing the construction temperature control water cooling scheme. According to the calculation and the design technical requirements, the scheme for optimizing the water cooling temperature control is determined as follows: the pouring temperature is less than or equal to 22 ℃; the water-feeding cooling water pipes are arranged in a single row at a distance of 1.5m, and the water-feeding time is preferably longer than 6 days and is preferably 7 days; the water temperature is preferably higher than 15.0 ℃; the temperature drop rate is controlled to be less than 2.1 ℃/d.
The effect is as follows: pouring in the 11 th actual project 2016.7.13-7.15 days, providing commercial concrete at the outlet of the machine at 14 ℃, and controlling the transportation and pouring processes to realize the pouring temperature T 0 20.26 ℃ and less than 22 ℃; arranging water-passing cooling water pipes at a single-row interval of 1.5m according to requirements, and taking the water-passing time to be 7d; chilled water at 12 ℃ is supplied on site until 17.6 ℃ is reached on site, suitably above 15 ℃. Through the temperature control, the duration curve of the actually measured internal temperature of the concrete is shown in figure 13, the maximum internal temperature is 37.16 ℃, and is far less than 44 ℃; the temperature drop rate is 1.01 ℃/d and is less than 2.1 ℃/d. Namely: maximum temperature, rate of temperature dropAll are well controlled, and the most economic and effective temperature control anti-cracking effect is achieved.
The above results show that:
1) On the premise of meeting the condition that the internal maximum temperature is 37.16 ℃ and is less than the allowable value of 44 ℃, the temperature of the water for cooling is 17.6 ℃ and is properly higher than the optimized value of 14.5 ℃, so that the refrigeration cost can be reduced, the temperature reduction rate is 1.01 ℃/d and is lower than the optimized value of 2.1 ℃/d, the early tensile stress is smaller, the early temperature control and crack prevention are facilitated, the method is more economical and more beneficial to the early crack prevention, and the crack prevention in winter still meets the requirement;
2) Time T is optimized by water cooling j Optimally controlling water temperature difference delta T wy Optimally controlling water temperature T wy Optimally controlling the temperature drop rate [ V ] c A calculation formula scientifically reflects the characteristics of the lining structure and is a water cooling control parameter for obtaining the optimal temperature control anti-cracking effect (obtaining the maximum anti-cracking safety coefficient value);
3) Maximum temperature T max The estimation formula scientifically reflects the influence effects of the structure, the concrete strength, the pouring temperature, the water temperature of water and cooling water and the ambient temperature in the tunnel, the calculation precision is high, and the calculated value of 36.84 ℃ is only 0.32 ℃ lower than the actually measured value of 37.16 ℃;
4) According to the method disclosed by the invention, the water-feeding cooling parameters are calculated to carry out temperature control measure scheme optimization, the highest temperature and the temperature reduction rate are well controlled and are far smaller than control values, and the most economic and effective temperature control anti-cracking effect is obtained.
The above example results show that the method can be applied to any lining structure (including different civil engineering types, different structural forms, different thicknesses and the like), and the water cooling optimization control of the lining concrete is carried out, so that the maximum optimization and the economic benefit of water cooling, temperature control and crack prevention are realized.
The method is scientific. Time T is optimized in water cooling j Optimized control of water temperature difference delta T wy Optimally controlling water temperature T wy Optimally controlling the temperature drop rate [ V ] c A calculation formula scientifically reflects the characteristics of the lining structure and is a water cooling control parameter for obtaining the optimal temperature control anti-cracking effect; maximum temperature T max Estimation formula, science bodyThe influence effects of the structure, the concrete strength, the pouring temperature, the water temperature of the water-cooling system and the environmental temperature in the tunnel are realized, the calculation precision is high, and the error is less than 1%.
According to the method, the temperature control anti-cracking water cooling scheme for the lining concrete with different thicknesses is optimized, the control values of water cooling time, water temperature and temperature reduction rate are optimized reasonably, the maintenance parameters can be scientifically determined for the lining concrete with different thicknesses, the target of controlling the highest temperature in the lining concrete by water cooling is achieved, the temperature control measures are more reasonable on the premise of guaranteeing the structural safety and avoiding cracks, and the maximization of temperature control anti-cracking benefit is realized.
The above embodiments are merely illustrative of the technical solutions of the present invention. The method for controlling the temperature of the lining concrete with different thicknesses by water cooling and water cooling is not limited to the contents described in the above embodiments, but is subject to the scope defined by the claims. Any modification, supplement or equivalent replacement 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 (10)
1. The method for controlling the temperature of lining concrete with different thicknesses by water cooling with the optimal water temperature difference is characterized by comprising the following steps of:
step 1, obtaining water cooling temperature control data of lining concrete;
step 2, calculating water-through cooling optimization control water temperature difference delta T according to lining concrete thickness wy ：
△T wy =23.9-1.2 XH (formula 1)
In the formula: h is the thickness of the lining concrete;
step 3, calculating the highest temperature T inside the lining concrete according to the thickness max ：
T max =10.11×H+0.081×C+0.82×T 0 +0.2×T g +0.324×T a -0.022×H×T g -0.0154×T 0 ×T g -0.0048×H×C-0.235×H×T a +0.184×H×(T a -T min ) +6.7 (equation 2)
Wherein C is the concrete strength grade, T 0 For concrete casting temperature, T g For water-cooling effect value, T a Is the environmental temperature, T, of the concrete casting period min The lowest temperature in winter of the annual change of the air temperature in the tunnel;
step 4, calculating the optimal control water temperature T of water cooling wy ：
T wy =T max -△T wy (formula 3)
Step 5, calculating the water-through cooling optimization time T according to the thickness of the lining concrete j ：
T j =0.57H +5.4 (formula 4)
Step 6, calculating and optimally controlling the temperature reduction rate (V) according to the thickness of the lining concrete c 】：
【V c 2.5-0.38H (equation 5)
Step 7, optimally controlling the water temperature T according to water cooling wy Optimizing time T j Optimally controlling the temperature drop rate [ V ] c Optimizing lining concrete water cooling measures.
2. The method for controlling the temperature of lining concrete with different thicknesses by optimal water temperature difference water cooling according to claim 1, which is characterized in that:
wherein, in the water cooling measures taken in step 7, the water temperature should be controlled to be T wy ~（T wy +5 ℃) in the range.
3. The method for optimal water temperature difference, water cooling and temperature control of lining concrete with different thicknesses as claimed in claim 1, wherein:
wherein, in the water cooling measure taken in step 7, the water cooling time should be controlled not to be less than T j 。
4. The method for controlling the temperature of lining concrete with different thicknesses by optimal water temperature difference water cooling according to claim 1, which is characterized in that:
wherein, in the water cooling measure taken in step 7, the water cooling time is controlled to be T j ~（T j +2 ℃ range.
5. The method for controlling the temperature of lining concrete with different thicknesses by optimal water temperature difference water cooling according to claim 1, which is characterized in that:
wherein, in the water cooling measures adopted in the step 7, the temperature reduction rate should be controlled not to exceed the optimized control temperature reduction rate [ V ] c 】。
6. The method for optimal water temperature difference, water cooling and temperature control of lining concrete with different thicknesses as claimed in claim 1, wherein:
wherein, for low-heat cement concrete and normal low-slump concrete, the hydration heat is reduced, and the internal highest temperature T is calculated max The concrete strength grade C in formula 2 should be multiplied by a 0.75 coefficient and the constant term should be reduced by 1.0 ℃.
7. The method for optimal water temperature difference, water cooling and temperature control of lining concrete with different thicknesses as claimed in claim 1, wherein:
wherein, the control processing device is adopted to execute the steps 2 to 6, calculate the water cooling optimal control water temperature difference Delta T wy Maximum temperature T max Water temperature T w Water cooling optimizing time T j And optimally controlling the rate of temperature drop [ V ] c 】。
8. The method for controlling the temperature of lining concrete with different thicknesses by optimal water temperature difference water cooling according to claim 6, wherein the method comprises the following steps:
wherein, a control processing device is adopted to execute the step 7, and the temperature difference Delta T of the water is optimally controlled according to the water cooling wy Water temperature T wy Water cooling optimizing time T j And optimally controlling the rate of temperature drop [ V ] c Water cooling measures are determined, and a water cooling system is controlled to carry out water cooling maintenance on the lining concrete.
9. The method for controlling the optimal water temperature difference, water cooling and temperature of lining concrete with different thicknesses as claimed in claim 7, wherein:
and (3) executing the step (1) by adopting a control processing device, and inputting and storing the water-feeding cooling temperature control data of the lining concrete by a user according to the prompt.
10. The method for controlling the temperature of lining concrete with different thicknesses by optimal water temperature difference water cooling according to claim 8, wherein the method comprises the following steps:
and the control processing device is also adopted to display the input information, the calculation result and the determined water cooling measures according to the user instruction.
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