CN113191043B - Hydraulic tunnel lining concrete temperature crack control strong constraint method and temperature control system - Google Patents
Hydraulic tunnel lining concrete temperature crack control strong constraint method and temperature control system Download PDFInfo
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Abstract
The invention provides a hydraulic tunnel lining concrete temperature crack control strong constraint method and a temperature control system, which can quickly and accurately calculate the allowable temperature difference delta T and the allowable maximum temperature [ T ] of a concrete foundationmaxInner highest temperature TmaxAnd the influences of concrete strength, surrounding rock performance, lining thickness, structural dimension and the like on the concrete temperature control are reflected. The method comprises the following steps: step 1, obtaining the calculation data of the temperature crack control design of the lining concrete; step 2, calculating the allowable temperature difference delta T of the concrete foundation of the lining structure; step 3, calculating the allowable maximum temperature (T) of the concrete of the lining structuremaxH ]; step 4, calculating the corresponding maximum temperature T inside the building concrete for each planned construction measure schememax(ii) a Step 5, selecting the measure scheme satisfying Tmax≤【TmaxThe proposal further determines the preferable measure scheme for application according to the simple, practical and economic principle.
Description
Technical Field
The invention belongs to the technical field of concrete temperature control and crack prevention, and particularly relates to a hydraulic tunnel lining concrete temperature crack control strong constraint method and a temperature control system.
Background
The lining concrete cracks 80% are temperature cracks, and the large-section high-strength underground hydraulic tunnel lining concrete constructed in recent years generates a large number of cracks all the time as long as effective measures are not taken, and most of the cracks generate penetrating temperature cracks in the construction period (see fig. 1 and fig. 2). Underground structural engineering works in a wet environment and a dry environment and a wet environment alternately for a long time, the safety of the engineering structure, the construction progress period, leakage and even infiltration damage caused by existence of harmful cracks, durability, service life, engineering cost and attractiveness are seriously influenced, and other diseases can be induced to occur and develop.
The existing design specifications generally lack clear and specific regulations on the control of the underground engineering lining concrete temperature cracks and the calculation method thereof, and have no clear temperature control standard. For example, the structural member required to be crack-controlled in use is required to be subjected to crack resistance or crack width checking calculation according to the hydraulic concrete structure design specification of 4.1.2(3), and the temperature stress calculation is required to be carried out according to the regulation of 4.1.8 when the temperature change has great influence on the building during the construction and operation of the building, and the construction measures are preferably adopted to eliminate or reduce the temperature stress. In the case of a reinforced concrete structural member which is allowed to develop cracks in use, the influence of crack development, which causes a reduction in the rigidity of the member, should be considered in calculating the temperature stress. But does not indicate a calculation method of temperature stress and temperature control crack prevention. As for the design Specification of Hydraulic engineering Tunnel (DL/T5195-2004), 11.2.6 requirements only require that the influence of stress and grouting pressure generated by temperature change, concrete drying and expansion on the lining be solved by construction measures and constructional measures. Special studies should be made for the temperature stress generated in high-temperature areas.
The design and calculation of temperature crack control of part of underground engineering lining concrete (such as high-flow-rate flood discharging tunnel, power generation tunnel water diversion section and the like) which requires crack control in use mainly adopt a finite element method at present. After the structural design is finished, a construction temperature control anti-cracking scheme and a field construction highest temperature control standard are provided through simulation calculation analysis of temperature and temperature stress of a large number of schemes. By doing so, the precision is higher, can optimize the construction temperature control scheme moreover. But the concrete mixing proportion and a large number of performance parameter tests need to be carried out firstly, and the test and the simulation calculation need to take more time; but also needs to spend more funds; the method can not be carried out when the construction mixing proportion is not determined and the performance parameters of the concrete are not obtained through tests; and the method is not suitable for the rapid adjustment of the scheme in the preliminary design stage and construction. Particularly, the prior relevant specifications have no requirement value of anti-cracking safety coefficient of the temperature control anti-cracking design in the construction period, and the design specifications of a dam are all referred to when the temperature control anti-cracking design of hydraulic tunnel lining concrete is adopted.
Most design units propose a maximum temperature control value by referring to a temperature control standard of concrete in a strong dam constraint area (for example, a hydropower engineering tunnel uses a concrete dam temperature control design specification (NB/T35092-2017) as a basis, basic allowable temperature difference is determined according to the table 1, stable temperature is superposed, and the maximum temperature control value is used), and a temperature control construction scheme is established by construction units. The construction unit generally calculates the highest temperature of the concrete of the lining structure according to the concrete mixing ratio, the transportation distance and mode, the air temperature and the like to the planned concrete mixing (whether to refrigerate or not and measures thereof) and the pouring construction temperature control (such as water cooling) scheme, and provides a construction scheme meeting the design standard. Firstly, the temperature control standard of dam concrete cannot be suitable for a thin-wall lining structure, and the influence of differences of concrete strength, surrounding rock performance, lining thickness, structure size and the like is not reflected; secondly, the error of the construction unit for calculating the highest temperature inside the lining concrete is large, and the value of a large number of coefficients is strong in man-made property; the temperature difference between the two aspects may cause the formulated construction schemes to be far apart, and the temperature crack control target cannot be effectively realized.
TABLE 1 Normal concrete base allowable temperature Difference (. degree. C.)
The above conditions are combined to show that the temperature crack control in the construction period of the existing hydraulic tunnel lining concrete has no clear technical requirements and standards; a simple high-precision design calculation method is not available, a finite element method takes more time and cost, and the method cannot be suitable for the quick adjustment of the initial design stage without concrete test results and the scheme in construction; the strong constraint method has larger error and does not reflect the influence of differences of concrete strength, surrounding rock performance, lining thickness, structural dimension and the like; the temperature crack control target cannot be effectively achieved.
Disclosure of Invention
The invention aims to solve the problems and provides a hydraulic tunnel lining concrete temperature crack control strong constraint method and a temperature control system, which can quickly and accurately calculate the allowable temperature difference delta T of a concrete foundation and the allowable maximum temperature [ T ] of the concrete foundationmaxInner highest temperature TmaxAnd the influences of concrete strength, surrounding rock performance, lining thickness, structural dimension and the like on the concrete temperature control are reflected.
In order to achieve the purpose, the invention adopts the following scheme:
< method >
As shown in fig. 3, the invention provides a hydraulic tunnel lining concrete temperature crack control strong constraint method, which is characterized by comprising the following steps:
step 2, calculating the allowable temperature difference delta T (DEG C) of the concrete foundation of the lining structure:
△T＝91×H/W+0.05×C-0.12×E+0.4×Ta+7.0 (equation 1)
In the formula: h is the thickness (m) of the lining structure; c is the design age strength rating (MPa) for the lining concrete 90d, e.g. C9030, taking C as 30, and converting the lining concrete into a strength grade designed for the age of 90 days according to the specification when the strength grade designed for the age of 28 days is adopted in the lining concrete; when the lining concrete adopts the strength grade designed in the 28-day age, the strength grade needs to be converted into the strength grade designed in the 90-day age according to the specification; w is the diagonal length (m) of the lining structure; e is the elastic modulus (GPa) of the surrounding rock; t isaThe environmental temperature (DEG C) in the hole in the concrete pouring period is shown;
step 3, calculating the allowable maximum temperature (T) of the concrete of the lining structuremax】(℃)：
【Tmax】＝Tf+. DELTA T (formula 2)
In the formula: t isfThe temperature (DEG C) of the concrete quasi-stable of the lining structure is obtained;
Step 5, selecting the measure scheme satisfying Tmax≤【TmaxThe proposal further determines the preferable measure scheme for application according to the simple, practical and economic principle.
Preferably, the hydraulic tunnel lining concrete temperature crack control strong constraint method provided by the invention can also have the following characteristics: in step 2, in the construction period or in winter, if the hole is sealed for heat preservation so as to increase the environmental temperature of the underground cavern, the increased environmental temperature in the hole is adopted for Ta.
Preferably, the hydraulic tunnel lining concrete temperature crack control strong constraint method provided by the invention can also have the following characteristics: the calculation formula of the diagonal length W of the lining structure is as follows:
W＝(L2+B2)1/2(formula 3)
In the formula: l is the parting length (m) of the lining structure; b is the width (m) of the lining structure, and the annular length is the annular length of the urban cave type or the circular section.
Preferably, the hydraulic tunnel lining concrete temperature crack control strong constraint method provided by the invention can also have the following characteristics: calculation of the circumferential length:
(1) the annular length of the side wall of the urban door opening type tunnel is equal to the height of a lead part in a pouring range if the side wall and the top arch are poured separately; if the side wall and the top arch are integrally poured, taking half calculation by taking the symmetry axis as a boundary, wherein the half calculation is equal to the sum of the heights of the straight parts and the length of 1/2 arc lines after half calculation by taking the symmetry axis as a boundary;
(2) the circumferential length of the side arch with the circular section is the arc length of the casting range if the side arch is separately cast; if the side crown arch is integrally poured, taking half calculation by taking the symmetry axis as a boundary, wherein the half calculation is equal to the length of an arc line after taking half by taking the symmetry axis as a boundary; the bottom arch is the circumferential actual arc length.
(3) Other straight structures are annular actual lengths.
Preferably, the hydraulic tunnel lining concrete temperature crack control strong constraint method provided by the invention can also have the following characteristics: in step 3, T is takenf＝Tmin，TminIs the lowest winter ambient temperature (DEG C) in the hole. Because: 1) pouring hydraulic tunnel lining concrete for several months after excavation is finished, wherein the temperature of the surrounding rock of the tunnel wall is basically the temperature in the tunnel; 2) the lining structure is small in thickness, and the temperature after pouring for several months is basically the temperature in the tunnel; 3) the temperature in winter in the hole is lowest. Therefore, the winter minimum temperature T in the hole can be takenminThe temperature of the concrete serving as a lining structure is quasi-stable.
Preferably, the hydraulic tunnel lining concrete temperature crack control strong constraint method provided by the invention can also have the following characteristics: in step 4, calculating the maximum temperature T inside the building concrete by adopting the following formulamax(℃)：
Tmax＝10.91H+0.051C+0.712T0+0.13Tg+0.51Ta-0.138H×Tg-0.0061T0×Tg+0.0335H×C-0.178H×Ta-0.0295H(Ta-Tmin)+3.89
(formula 4)
In the formula: t is0The casting temperature (DEG C); t isgThe water temperature effect value (DEG C); t isg＝35-Tw，TwSetting water temperature (deg.C) required or designed by scheme before optimization, and taking T when water cooling is not performedw＝35℃；TminIs the lowest winter ambient temperature (DEG C) in the hole.
Preferably, the hydraulic tunnel lining concrete temperature crack control strong constraint method provided by the invention can also have the following characteristics: in step 4, in the construction period or in winter, if the closed opening is adopted for heat preservation, the environmental temperature of the underground cavern is increased, and then T is obtainedaThe increased ambient temperature in the hole should be used.
Preferably, the hydraulic tunnel lining concrete temperature crack control strong constraint method provided by the invention can also have the following characteristics: for low heat cement concrete, low slump concrete, the coefficient of strength class C in equation 4 should be multiplied by 0.75 and the constant term should be reduced by 1.0 ℃.
< System >
Further, the invention also provides a hydraulic tunnel lining concrete temperature crack control strong-restriction temperature control system, which is characterized by comprising the following components:
an input display part for the operator to input the collected lining concrete temperature crack control design calculation data according to the prompt;
a storage part for storing the inputted lining concrete temperature crack control design calculation data;
the foundation allowable temperature difference calculating part calculates the allowable temperature difference delta T of the concrete foundation of the lining structure by adopting the following formula based on the control design calculation data of the temperature cracks of the lining concrete:
△T＝91×H/W+0.05×C-0.12×E+0.4×Ta+7.0 (equation 1)
In the formula: h is the thickness of the lining structure; c, designing age strength grade for the lining concrete 90 d; w is the diagonal length of the lining structure, E is the elastic modulus of the surrounding rock, TaThe environmental temperature in the hole during the concrete pouring period;
an allowable maximum temperature calculation unit for calculating the allowable maximum temperature [ T ] of the concrete of the lining structuremax】：
【Tmax】＝Tf+. DELTA T (formula 2)
In the formula: t isfThe temperature of concrete of a lining structure is quasi-stable;
an internal highest temperature calculation part for calculating the corresponding internal highest temperature T of the concrete with the lining structure according to each planned concrete temperature crack control construction measure scheme with the lining structuremax；
A plan determination unit for selecting a plan satisfying T from the planned measure plansmax≤【TmaxThe optimal measure scheme is further determined according to the simple, practical and economic principle;
a maintenance part for executing corresponding maintenance measures according to the determined measure scheme; and
and the control part is in communication connection with the input display part, the storage part, the basic allowable temperature difference calculation part, the allowable maximum temperature calculation part, the internal maximum temperature calculation part, the scheme determination part and the maintenance part and controls the operation of the input display part, the storage part and the basic allowable temperature difference calculation part.
Preferably, the temperature-control anti-cracking control system for the lining concrete with the circular cross section provided by the invention can also have the following characteristics: the input display part also calculates the allowable temperature difference Delta T and the allowable maximum temperature T of the concrete foundation of the lining structure according to the operation instructionmaxHighest temperature T inside concretemaxAnd displaying the determined measure scheme.
Preferably, the temperature-control anti-cracking control system for the lining concrete with the circular cross section provided by the invention can also have the following characteristics: the input display part also displays the progress of the maintenance measures executed by the maintenance part according to the operation instruction.
Preferably, the temperature control anti-cracking control system for the lining concrete with the circular cross section provided by the invention adopts the following formula to calculate the diagonal length W of the lining structure
W＝(L2+B2)1/2(formula 3)
In the formula: l is the parting length (m) of the lining structure; b is the width (m) of the lining structure, and the annular length is the annular length of the urban cave type or the circular section.
Preferably, the temperature control and crack prevention control system for the lining concrete with the circular cross section provided by the invention adopts the following formula to calculate the highest temperature T inside the lining concretemax(℃)：
Tmax＝10.91H+0.051C+0.712T0+0.13Tg+0.51Ta-0.138H×Tg-0.0061T0×Tg+0.0335H×C-0.178H×Ta-0.0295H(Ta-Tmin)+3.89
(formula 4)
In the formula: t is0The casting temperature (DEG C); t isgThe water temperature effect value (DEG C); t isg＝35-Tw，TwSetting water temperature (deg.C) required or designed by scheme before optimization, and taking T when water cooling is not performedw＝35℃；TminIs the lowest winter ambient temperature (DEG C) in the hole.
In addition, the formula 1 for calculating the allowable temperature difference Δ T of the concrete foundation of the lining structure in the step 2 is obtained according to the following technical scheme. For the hydraulic tunnels of 3 giant hydropower stations which adopt comprehensive temperature crack control: different structural sections (including different structural forms, different structural thicknesses, different concrete strengths, different surrounding rock properties, different environmental temperatures in the tunnel, medium and low heat cement concrete and the like) of the Xiluodie flood discharging tunnel, the Wudongde flood discharging tunnel and the white crane beach flood discharging tunnel and the power generation tunnel are respectively planned, a large number of temperature control measures (including pouring temperature, whether water cooling is carried out or not, different water temperatures, winter closed tunnel opening heat preservation and the like) are respectively planned, finite element method simulation calculation is adopted, and the allowable highest temperature T of the structural section is providedmaxThen calculating the corresponding basic allowable temperature difference delta T ═ Tmax-TminA total of 70 sets of data are summarized in Table 2. And (5) obtaining the formula 1 through statistical analysis. The flood discharge tunnel pressure section and the power generation tunnel diversion tunnel are both circular sections; the others are all the cross sections of the urban door opening. For a cave-type or circular cross-section with circumferential length, the table has been converted to a value of width B.
TABLE 2 Rabbit-luodian spillway tunnel, Wudongde and white crane beach spillway tunnel, and Power Generation Tunnel Foundation allowable temperature Difference statistics
In step 4, the highest temperature T inside the lining concrete of each scheme is calculatedmax Is disclosedThe formula 4 is obtained according to the following technical scheme.
The method is characterized in that a large hydropower station hydraulic tunnel gate type section (a typical section is shown in figure 4) of the three gorges, the stream ferry, the white crane beach, the Wudongde and the like, and a lining concrete parameter and a construction temperature control scheme thereof are taken as typical generalization, and 175 scheme temperature field simulation calculation in the table 3 and the table 4 is carried out. According to tables 3 and 4, 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 TmaxTo TmaxThe thickness H of lining, the strength C of concrete and the pouring temperature T0Water cooling temperature TwAnd the temperature T in the tunnel in the casting periodaAnd (4) carrying out statistical analysis on the relationship to obtain a formula 4.
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
For the normal (low slump) concrete of the bottom plate, the typical generalization of the bottom plate with the typical section of fig. 4 is performed by taking the concrete parameters of the three gorges and the brook ferry lining and the construction temperature control scheme as representatives, the simulation calculation of 127 scheme temperature fields in the table 5 is performed, and the T is measuredmaxThe thickness H of lining, the strength C of concrete and the pouring temperature T0Water cooling temperature TwAnd the temperature T in the tunnel in the casting periodaThe correction statistical analysis is carried out to obtain the correction parameters of formula 4: the intensity level C multiplied by α is 0.75 coefficient, the constant term minus 1.0 ℃.
Table 5 summary table of calculation schemes for lining concrete of urban door opening type floor
For low-heat cement concrete, the simulation calculation results of temperature control and crack prevention of lining concrete of the white crane beach, the Wudongde hydropower station flood discharge tunnel and the power generation tunnel are summarized (155 schemes in the table 6), and T is subjected tomaxThe thickness H of lining, the strength C of concrete and the pouring temperature T0Water cooling temperature TwAnd the temperature T in the tunnel in the casting periodaThe correction statistical analysis is carried out to obtain the correction parameters of formula 4: the intensity level C multiplied by α is 0.75 coefficient, the constant term minus 1.0 ℃.
TABLE 6 summary of low-heat cement concrete temperature control characteristic values of urban door opening type section
Note: the symbols in the table have the same meanings as above.
Action and Effect of the invention
The method has simple calculation formula, and can comprehensively and reasonably reflect the influences of main factors such as the lining structure size of the hydraulic tunnel, the concrete strength, the surrounding rock performance (deformation modulus), the pouring temperature, the annual change of the air temperature in the tunnel, the air temperature in the tunnel in the pouring period (pouring season), whether water cooling is carried out or not, the water temperature and the like. The method can rapidly calculate the allowable temperature difference of the foundation for pouring the lining concrete in any season, the allowable highest temperature and the internal highest temperature, has small calculation error, carries out temperature control measure scheme design and temperature crack control by controlling the internal highest temperature to be less than the allowable highest temperature, can be used for real-time rapid design calculation and construction temperature control in actual engineering primary design and field construction period, and practically ensures the structural safety of the lining concrete of the hydraulic tunnel.
Further, the hydraulic tunnel lining concrete temperature crack control strong constraint method and the temperature control system provided by the invention can automatically calculate the basic allowable temperature difference, the allowable maximum temperature and the internal maximum temperature of the hydraulic tunnel lining concrete according to the data for controlling the temperature of the hydraulic tunnel lining concrete, execute corresponding temperature control maintenance measures, have no human factor interference in the whole process, have high automation degree, and can quickly and effectively control the temperature and prevent cracking.
Drawings
FIG. 1 is a diagram of a concrete crack lining a flood discharging tunnel of a three-plate creek power station in the background art;
FIG. 2 is a diagram of a concrete crack lining an underground water transport tunnel of a permanent ship lock of the three gorges hydro-junction in the background art;
FIG. 3 is a flow chart of a hydraulic tunnel lining concrete temperature crack control strong constraint method according to the present invention;
FIG. 4 is a schematic view of a lining concrete structure of a doorway-shaped cross section according to the present invention (dimension unit: m in the drawing);
FIG. 5 is a lining cross section (dimension unit: cm in the figure) of 1.5m thickness of the upper flat section of the white crane beach spillway tunnel according to the embodiment of the present invention;
FIG. 6 is a 1.2m thick lining cross section (dimension unit: cm in the figure) of the tail section of the flood discharging tunnel of the white crane beach according to the embodiment of the present invention.
Detailed Description
The concrete embodiments of the method for controlling strong restriction of the temperature crack of the lining concrete of the hydraulic tunnel and the temperature control system related to the invention are explained in detail below by taking the concrete of the lining structure at different parts of the flood discharge tunnel project of the white crane beach hydropower station as an example with reference to the attached drawings.
< calculation data of lining concrete temperature crack control design for flood discharge tunnel engineering of white crane beach hydropower station >
The white crane beach hydropower station has an installed capacity of 16000MW, and is the 2 nd hydropower station (second to the 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. Flood discharge facilityIncluding 6 surface holes of dam, 7 deep holes and 3 flood discharge tunnels of left bank. 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#The tail end of the reverse arc is connected with a lower flat section with the gradient of 8% and then connected with an outlet flip bucket due to the limitation of topographic conditions.
The tunnel body section of the flood discharge tunnel comprises a pressure discharge section and a landing tail section, which are all of an urban portal-shaped section 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 maximum allowable temperature for the flood tunnel lining concrete design is shown in table 7.
Table 7 unit of maximum allowable temperature during construction of flood tunnel lining concrete: c
| Engineering site | 5 to 9 months | 3. |
12. 1, 2 months |
| Upper flat section 1.0m | 38 | 36 | 34 |
| Upper flat section 1.5m | 41 | 39 | 37 |
| Upper flat section 2.5m | 43 | 41 | 39 |
| Dragon falling tail 1.2m | 40 | 38 | 36 |
| Dragon falling tail 1.5m | 42 | 40 | 38 |
The temperature in the tunnel is 16-26 ℃, and is calculated by a cosine function formula 5.
In the formula: t isaAir temperature (. degree. C.) at time τ inside the hole; τ is the time (day) 1 day from 1 month; tau is0Taking tau as the time (day) between the highest temperature in the tunnel and 1 month and 1 day0Day 210.
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) the mixing proportion of the concrete is optimized, and the crack resistance of the concrete is improved.
(2) Reasonably arranging concrete construction procedures and construction progress and striving to improve the construction management level.
(3) And controlling the highest temperature in the concrete. The effective measures comprise the reduction of the concrete pouring temperature, the reduction of the hydration heat temperature rise of the cementing material, the initial water supply 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.
<Example one>Lining structure C with thickness of 1.5m for IV-class surrounding rocks at upper flat section of flood discharge tunnel9040 concrete temperature crack control
Lining structure with 1.5m thickness on the upper flat section of the flood discharge tunnel, circumferential construction joints are arranged every 12m along the axial direction of the flood discharge tunnel, IV-class surrounding rocks, bottom plates and side walls are C9040 concrete as shown in fig. 5. Pouring concrete by stages 3: side walls, a rear arch and a bottom plate. The calculation of the strong constraint method for controlling the temperature crack of the side wall lining concrete is introduced. The basic data of temperature control are the same as above. And (5) moisturizing and maintaining for 90 days by adopting normal-temperature tap water.
As shown in fig. 3, the method for controlling strong restraint of temperature crack of lining concrete of a hydraulic tunnel provided by this embodiment includes the following steps:
The flood discharge tunnel of the hydropower station of the white beach is a level 1 building, the flow velocity of water flow is close to 50m/s, and the temperature control and crack prevention of concrete are very important. Depending on design requirements, effective measures including water cooling for temperature crack control are required. The concrete temperature control, the allowable maximum temperature, the temperature control anti-cracking measure and other technical requirements are as above.
Step 2, calculating the allowable temperature difference Delta T of the concrete foundation of the lining structure:
according to the above data, H is 1.5m, C is 40MPa, L is 12m, B is 13.5m, W is 18.06m, E is 9GPa, calculated by formula 2. Respectively calculating the allowable temperature difference delta T of the cast lining concrete foundation in summer and winter, and taking T from the temperature in the cast tunnel in summeraTaking the temperature T in the winter pouring hole as 26 ℃ (the maximum value of the formula 5)a16 ℃ (formula 5 minimum). Substitution intoCalculated by equation 1: pouring delta T in summer to 25.88 ℃; and pouring delta T in winter is 21.88 ℃.
Step 3, calculating the quasi-stable temperature T of the lining structuref：
Because: 1) pouring hydraulic tunnel lining concrete for several months after excavation is finished, wherein the temperature of the surrounding rock of the tunnel wall is basically the temperature in the tunnel; 2) the lining structure is small in thickness, and the temperature after pouring for several months is basically the temperature in the tunnel; 3) the temperature in winter in the hole is lowest. Therefore, the winter minimum temperature T in the hole can be takenminThe temperature of the concrete serving as a lining structure is quasi-stable. Namely Tf＝16℃。
Step 5, designing and calculating a temperature crack control measure scheme, and specifically comprising the following substeps:
step 5.1, variable quantity analysis and establishment of a lining structure concrete temperature crack control construction measure scheme are performed:
when calculating the temperature crack control design, the design parameters related to the temperature crack control which can be changed in the period under the condition of meeting the specification requirement are analyzed. Because the winter sealing hole heat preservation (improving the winter minimum temperature) is an economic and effective measure which must be taken, the proposed construction measure scheme mainly comprises the combination of pouring temperature, water cooling and water temperature.
The concrete pouring of the flood discharge hole of the white crane beach hydropower station provides the outlet temperature of 14 ℃, and can realize the pouring temperature of 18 ℃ in summer and the pouring temperature of 16 ℃ in winter. According to the data and the characteristics of the engineering of the white crane beach, the temperature control experience of the prior lining concrete is used for reference, and a scheme is drawn. And (3) construction in summer: the scheme 1 is 18 ℃ pouring, the scheme 2 is 18 ℃ pouring and 22 ℃ water cooling, the scheme 3 is 18 ℃ pouring and 12 ℃ water cooling, and the scheme 4 is 21 ℃ pouring and 22 ℃ water cooling; construction in winter: scheme 5 is 16 ℃ pouring, scheme 6 is 16 ℃ pouring +12 ℃ water cooling, and scheme 7 is 18 DEG CPouring; lowest temperature T in tunnel in winter in construction periodmin＝16℃。
Step 5.2 calculate the highest temperature T inside each scheme lining concretemax：
The flood discharge tunnel of white crane beach is made up by using low-heat cement concrete, H is 1.5m, C is 40MPa and T isa＝26℃，TminEach scheme T was split at 16 ℃, respectively0、TwCalculating Tg＝35-TwSubstituting equation 4 to calculate TmaxThe results are shown in Table 8.
TABLE 8 concrete temperature control scheme T for lining structure with 1.5m thickness of upper flat section of flood discharge tunnelmaxCalculated value
| Scheme(s) | 1 | 2 | 3 | 4 | 5 | 6 | 7 |
| T0(℃) | 18 | 18 | 18 | 21 | 16 | 16 | 18 |
| Tw(℃) | - | 22 | 12 | 22 | - | 12 | - |
| Tg(℃) | 0 | 13 | 23 | 13 | 0 | 23 | 0 |
| Tmax(℃) | 40.98 | 38.56 | 36.69 | 40.45 | 37.57 | 33.56 | 39.00 |
Step 5.3 in calculating Tmax≤【TmaxOn the premise of the technology, a measure scheme is optimized according to the principle of simplicity, practicability and economy for construction application. Is to satisfy the calculation of T in the above proposed schememax≤【TmaxIn the scheme, an optimization measure scheme is selected according to the principles of safety, economy, reasonability, simplicity and feasibility.
According to the results of Table 8, 4 schemes were poured in summer to calculate TmaxAre all less than the allowable value of 41.88 ℃, and considering the temperature control difficulty of transporting concrete in summer and the temperature control cost can be reduced by properly increasing the pouring temperature, the proposal 4 is recommended: pouring at 21 ℃ and cooling with water at 22 ℃; the schemes 5 and 6 of pouring 3 schemes in winter satisfy TmaxLess than the allowable value of 37.88 ℃, combining with the practical situation of the beach engineering, the scheme 5 can greatly save the temperature control cost without water cooling, and the scheme 5 is recommended: pouring at 16 deg.C (without water cooling).
The lining structure concrete is maintained according to the recommended measure scheme, no temperature crack exists through field inspection, and the temperature control anti-cracking effect is good.
<Example two>Lining structure C with thickness of 1.2m for class II surrounding rocks at falling tail section of flood discharge tunnel9060 concrete temperature crack control
A lining structure with the thickness of 1.2m at the falling tail section of the flood discharge tunnel is provided with annular construction joints every 12m along the axial direction of the flood discharge tunnel, and II types of surrounding rocks, bottom plates and side walls are C9060 concrete as shown in fig. 6. Pouring concrete by stages 3: side walls, a rear arch and a bottom plate. The calculation of the strong constraint method for controlling the temperature crack of the side wall lining concrete is introduced. The basic data of temperature control are the same as above. And (5) moisturizing and maintaining for 90 days by adopting normal-temperature tap water.
As shown in fig. 3, the method for controlling strong restraint of temperature crack of lining concrete of a hydraulic tunnel provided by this embodiment includes the following steps:
The flood discharge tunnel of the hydropower station of the white beach is a level 1 building, the flow velocity of water flow is close to 50m/s, and the temperature control and crack prevention of concrete are very important. Depending on design requirements, effective measures including water cooling for temperature crack control are required. The concrete temperature control, the allowable maximum temperature, the temperature control anti-cracking measure and other technical requirements are as above.
And 2, calculating the allowable temperature difference delta T of the concrete foundation of the lining structure. According to the above informationH is 1.2m, C is 60MPa, L is 12m, side walls and a top arch are separately poured, B is 13.2m, W is 17.84m and E is 20GPa, which is calculated by formula 2. Respectively calculating the allowable temperature difference delta T of the cast lining concrete foundation in summer and winter, and taking T from the temperature in the cast tunnel in summeraTaking the temperature T in the winter pouring hole as 26 ℃ (the maximum value of the formula 5)a16 ℃ (formula 5 minimum). Calculated by substituting equation 1: pouring delta T in summer equal to 24.12 ℃; and casting delta T20.12 ℃ in winter.
Step 3, calculating the quasi-stable temperature T of the lining structuref：
Because: 1) pouring hydraulic tunnel lining concrete for several months after excavation is finished, wherein the temperature of the surrounding rock of the tunnel wall is basically the temperature in the tunnel; 2) the lining structure is small in thickness, and the temperature after pouring for several months is basically the temperature in the tunnel; 3) the temperature in winter in the hole is lowest. Therefore, the winter minimum temperature T in the hole can be takenminThe temperature of the concrete serving as a lining structure is quasi-stable. Namely Tf＝16℃。
Step 5, designing and calculating a temperature crack control measure scheme, and specifically comprising the following substeps:
step 5.1, analyzing variable quantity, and drawing up a construction measure scheme for controlling the concrete temperature cracks of the lining structure, wherein during design and calculation of the temperature crack control, design parameters which are related to the temperature crack control and can be changed in the period under the condition of meeting the standard requirement are analyzed. Because the winter sealing hole heat preservation (improving the winter minimum temperature) is an economic and effective measure which must be taken, the proposed construction measure scheme mainly comprises the combination of pouring temperature, water cooling and water temperature.
The concrete pouring of the flood discharge hole of the white crane beach hydropower station provides the outlet temperature of 14 ℃, and can realize the pouring temperature of 18 ℃ in summer and the pouring temperature of 16 ℃ in winter. According to the above-mentioned data and characteristics of crane beach engineeringAnd (4) lining concrete temperature control experience and setting up a scheme. And (3) construction in summer: the scheme 1 is 18 ℃ pouring, the scheme 2 is 18 ℃ pouring and 22 ℃ water cooling, the scheme 3 is 18 ℃ pouring and 12 ℃ water cooling, and the scheme 4 is 21 ℃ pouring and 22 ℃ water cooling; construction in winter: the scheme 5 is casting at 16 ℃, the scheme 6 is casting at 16 ℃ and water cooling at 12 ℃, and the scheme 7 is casting at 18 ℃; lowest temperature T in tunnel in winter in construction periodmin＝16℃。
Step 5.2 calculate the highest temperature T inside each scheme lining concretemax：
The flood discharge tunnel of white crane beach is made up by using low-heat cement concrete, H is 1.5m, C is 40MPa and T isa＝26℃，TminEach scheme T was split at 16 ℃, respectively0、TwCalculating Tg＝35-TwSubstituting equation 4 to calculate TmaxThe results are shown in Table 9.
Table 9 temperature control scheme T for concrete of lining structure with thickness of 1.5m at upper flat section of flood discharge tunnelmaxCalculated value
| Scheme(s) | 1 | 2 | 3 | 4 | 5 | 6 | 7 |
| T0(℃) | 18 | 18 | 18 | 21 | 16 | 16 | 18 |
| Tw(℃) | - | 22 | 12 | 22 | - | 12 | - |
| Tg(℃) | 0 | 13 | 23 | 13 | 0 | 23 | 0 |
| Tmax(℃) | 40.25 | 38.36 | 36.91 | 40.26 | 36.22 | 33.16 | 37.64 |
Step 5.3 in calculating Tmax≤【TmaxOn the premise of the technology, a measure scheme is optimized according to the principle of simplicity, practicability and economy for construction application. Is to satisfy the calculation of T in the above proposed schememax≤【TmaxIn the scheme, an optimization measure scheme is selected according to the principles of safety, economy, reasonability, simplicity and feasibility.
According to the results of Table 9, T was calculated for summer pour scenarios 2, 3maxT of less than 40.12 ℃ for the variants 1, 4max40.25 ℃ and 40.26 ℃ close to the allowable value of 40.12 ℃, and considering that the temperature control difficulty of the concrete transported in summer is high, in order to ensure the temperature crack control effect and save the temperature control cost as much as possible, and the temperature control measures of the same project should be unified as much as possible, the proposal 4 is that: pouring at 21 ℃ and cooling with water at 22 ℃; the schemes 5 and 6 of pouring 3 schemes in winter satisfy TmaxLess than the allowable value of 37.88 ℃, combining with the practical situation of the beach engineering, the scheme 5 can greatly save the temperature control cost without water cooling, and the scheme 5 is recommended: pouring at 16 deg.C (without water cooling).
The lining structure concrete is maintained according to the recommended measure scheme, no temperature crack exists through field inspection, and the temperature control anti-cracking effect is good.
< comparative analysis >
In order to comprehensively compare the applicability and the scientificity of the method for controlling the temperature cracks of the lining concrete in various structural sizes, concrete strength and surrounding rock conditions, the thickness of a non-pressure section of the spillway tunnel is 1.0m, the thickness of a tail section of the spillway tunnel is 1.5m, and the design of the control measure scheme for controlling the temperature cracks of the lining concrete is supplemented, and the allowable maximum temperature (the rounding value in the table) and the recommended control measure scheme result are summarized in a table 10 and a table 11.
Table 10 methods calculate the recommended maximum allowable concrete temperature unit for lining concrete: c
TABLE 11 methods calculate recommended temperature control measure scenarios
The highest temperature value is allowed, and the result of table 10 shows that the calculated value of formula 3 is very consistent with the design technical requirements; the method is very similar to the simulation calculation recommended value of the finite element method in a non-pressure section, the maximum error is 1.0 ℃, and the Longchuankou section is slightly lower than the simulation calculation recommended value of the finite element method.
The method is consistent with finite element method simulation calculation, the pouring temperature can be properly relaxed to 2 ℃ under certain conditions, and the temperature control cost can be saved.
The calculation formula of the invention is simple, the influence of the lining structure size, the concrete strength, the surrounding rock elastic modulus, the pouring period and the in-hole environment temperature change thereof and the temperature control measure on the lining concrete temperature crack control can be comprehensively and reasonably reflected, the allowable temperature difference and the allowable maximum temperature of the concrete foundation of the lining structure with the cave-shaped section poured at any time period and the maximum temperature in the lining concrete can be rapidly calculated, the calculation value and the recommended temperature control measure scheme are basically consistent with the recommended result of the finite element method simulation calculation, the construction temperature control cost is saved in some cases, and the method can be completely used for the temperature crack control design calculation of the actual engineering, in particular the real-time rapid design calculation of the primary design and the field construction period.
< third embodiment > temperature control and crack control system for lining concrete of hydraulic tunnel
The embodiment provides a system capable of automatically realizing the above-mentioned hydraulic tunnel lining concrete temperature crack control strong constraint method, and the system includes: an input display unit, a storage unit, a basic allowable temperature difference calculation unit, an allowable maximum temperature calculation unit, an internal maximum temperature calculation unit, a recipe determination unit, a maintenance unit, and a control unit.
The input display part allows the operator to input the collected lining concrete temperature crack control design calculation data according to the prompt and can also input the calculation dataAccording to the operation instruction, the calculated allowable temperature difference Delta T and the allowable maximum temperature T of the concrete foundation of the lining structuremaxHighest temperature T inside concretemaxThe determined measure plan is displayed, and the maintenance measure and progress executed by the maintenance unit can be displayed according to the operation command.
The storage part stores the input lining concrete temperature crack control design calculation data.
The foundation allowable temperature difference calculating part calculates the allowable temperature difference delta T of the concrete foundation of the lining structure by adopting the following formula based on the control design calculation data of the temperature cracks of the lining concrete:
△T＝91×H/W+0.05×C-0.12×E+0.4×Ta+7.0 (equation 1)
W＝(L2+B2)1/2(formula 3)
In the formula: h is the thickness of the lining structure, C is the strength grade of lining concrete 90d in the design age, W is the diagonal length of the lining structure, E is the elastic modulus of surrounding rock, and T isaThe environmental temperature in the hole during the concrete pouring period; l is the parting length of the lining structure; and B is the width of the lining structure, and the annular length is the width of the urban cave type or the circular section.
The allowable maximum temperature calculation part calculates the allowable maximum temperature [ T ] of the concrete of the lining structure based on the control design calculation data of the temperature crack of the lining concretemax】：
【Tmax】＝Tf+. DELTA T (formula 2)
In the formula: t isfTaking T for quasi-stable temperature of concrete with lining structuref＝Tmin。
The internal highest temperature calculation part calculates the corresponding internal highest temperature T of the concrete of the lining structure according to the control design calculation data of the concrete temperature crack of the lining concrete and the control construction measure scheme of the concrete temperature crack of each planned lining structuremax：
Tmax＝10.91H+0.051C+0.712T0+0.13Tg+0.51Ta-0.138H×Tg-0.0061T0×Tg+0.0335H×C-0.178H×Ta-0.0295H(Ta-Tmin)+3.89
(formula 4)
In the formula: t is0For casting temperature, TgAs water temperature effect value, Tg＝35-Tw，TwFor temperature of water passage, TminThe lowest winter environmental temperature in the hole.
The scenario determination section selects a scenario satisfying T from the proposed measure scenariosmax≤【TmaxThe scheme further determines the preferable measure scheme according to the simple, practical and economic principle.
The maintenance part is based on the allowable basic temperature difference Delta T and the allowable maximum temperature TmaxCorresponding maintenance measures are carried out, such as regulating and controlling the temperature and time of water cooling.
The control part is in communication connection with the input display part, the storage part, the basic allowable temperature difference calculation part, the allowable maximum temperature calculation part, the internal maximum temperature calculation part, the scheme determination part and the maintenance part, and controls the operation of the input display part, the storage part, the basic allowable temperature difference calculation part, the allowable maximum temperature calculation part, the internal maximum temperature calculation part, the scheme determination part and the maintenance part.
The above embodiments are merely illustrative of the technical solutions of the present invention. The hydraulic tunnel lining concrete temperature crack control strong constraint method and the temperature control system are not limited to the contents described in the above embodiments, but are 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 (9)
1. The hydraulic tunnel lining concrete temperature crack control strong constraint method is characterized by comprising the following steps of:
step 1, obtaining the calculation data of the temperature crack control design of the lining concrete;
step 2, calculating the allowable temperature difference Delta T of the concrete foundation of the lining structure:
△T=91×H/W+0.05×C-0.12×E+0.4×Ta+7.0 (equation 1)
In the formula: h is the thickness of the lining structure, C is the design of lining concrete 90dThe strength grade of the lining in the age period is W, the diagonal length of the lining structure is W, the elastic modulus of the surrounding rock is E, and TaThe environmental temperature in the hole during the concrete pouring period;
step 3, calculating the allowable maximum temperature (T) of the concrete of the lining structuremax】：
【Tmax】=Tf+. DELTA T (formula 2)
In the formula: t isfThe temperature of concrete of a lining structure is quasi-stable;
step 4, calculating the corresponding internal highest temperature T of the concrete of the lining structure according to the construction measure scheme for controlling the temperature cracks of the concrete of the lining structuremax：
Tmax=10.91H+0.051C+0.712T0+0.13Tg+0.51Ta-0.138H×Tg-0.0061T0×Tg+0.0335H×C-0.178H×Ta-0.0295H(Ta-Tmin) +3.89 (equation 4)
In the formula: t is0For casting temperature, TgAs water temperature effect value, Tg=35-Tw，TwFor temperature of water passage, TminThe lowest winter environmental temperature in the hole;
step 5, selecting the measure scheme satisfying Tmax≤【TmaxThe proposal further determines the preferable measure scheme for application according to the simple, practical and economic principle.
2. The hydraulic tunnel lining concrete temperature crack control strong constraint method according to claim 1, characterized in that:
wherein, in the step 2, if the closed opening is adopted for heat preservation in the construction period or in winter so that the environmental temperature of the underground cavern is increased, T isaThe increased ambient temperature in the hole should be used.
3. The hydraulic tunnel lining concrete temperature crack control strong constraint method according to claim 1, characterized in that:
wherein, the calculation formula of the diagonal length W of the lining structure is as follows:
W=（L2+B2）1/2(formula 3)
In the formula: l is the parting length of the lining structure; and B is the width of the lining structure, and the annular length is the width of the urban cave type or the circular section.
4. The hydraulic tunnel lining concrete temperature crack control strong constraint method according to claim 3, characterized in that:
wherein, regarding calculation of the circumferential length:
(1) the annular length of the side wall of the urban door opening type tunnel is equal to the height of a lead part in a pouring range if the side wall and the top arch are poured separately; if the side wall and the top arch are integrally poured, taking half calculation by taking the symmetry axis as a boundary, wherein the half calculation is equal to the sum of the heights of the straight parts and the length of 1/2 arc lines after half calculation by taking the symmetry axis as a boundary;
(2) the circumferential length of the side arch with the circular section is the arc length of the casting range if the side arch is separately cast; if the side crown arch is integrally poured, taking half calculation by taking the symmetry axis as a boundary, wherein the half calculation is equal to the length of an arc line after taking half by taking the symmetry axis as a boundary; the bottom arch is the circumferential actual arc length.
5. The hydraulic tunnel lining concrete temperature crack control strong constraint method according to claim 1, characterized in that:
wherein, in step 3, T is takenf=Tmin，TminThe lowest winter environmental temperature in the hole.
6. The hydraulic tunnel lining concrete temperature crack control strong constraint method according to claim 1, characterized in that:
wherein, in step 4, if the closed opening is adopted for heat preservation in the construction period or in winter so as to improve the environmental temperature of the underground cavern, T isaThe increased ambient temperature in the hole should be used.
7. The hydraulic tunnel lining concrete temperature crack control strong constraint method according to claim 1, characterized in that:
wherein, for low heat cement concrete, low slump concrete, the coefficient of the strength grade C in equation 4 should be multiplied by 0.75, and the constant term should be reduced by 1.0 ℃.
8. Hydraulic tunnel lining concrete temperature crack control restraint temperature control system by force, its characterized in that includes:
an input display part for the operator to input the collected lining concrete temperature crack control design calculation data according to the prompt;
a storage unit for storing the inputted temperature crack control design calculation data of the lining concrete;
and a foundation allowable temperature difference calculation part which calculates the allowable temperature difference delta T of the concrete foundation of the lining structure by adopting the following formula based on the lining concrete temperature crack control design calculation data:
△T=91×H/W+0.05×C-0.12×E+0.4×Ta+7.0 (equation 1)
In the formula: h is the thickness of the lining structure, C is the strength grade of lining concrete 90d in the design age, W is the diagonal length of the lining structure, E is the elastic modulus of surrounding rock, and T isaThe environmental temperature in the hole during the concrete pouring period;
an allowable maximum temperature calculation unit for calculating the allowable maximum temperature [ T ] of the concrete of the lining structuremax】：
【Tmax】=Tf+. DELTA T (formula 2)
In the formula: t isfThe temperature of concrete of a lining structure is quasi-stable;
an internal highest temperature calculation part for calculating the corresponding internal highest temperature T of the concrete with the lining structure according to each planned concrete temperature crack control construction measure scheme with the lining structuremax：
Tmax=10.91H+0.051C+0.712T0+0.13Tg+0.51Ta-0.138H×Tg-0.0061T0×Tg+0.0335H×C-0.178H×Ta-0.0295H(Ta-Tmin) +3.89 (equation 4)
In the formula: t is0For casting warmDegree, TgAs water temperature effect value, Tg=35-Tw，TwFor temperature of water passage, TminThe lowest winter environmental temperature in the hole;
a plan determination unit for selecting a plan satisfying T from the planned measure plansmax≤【TmaxThe optimal measure scheme is further determined according to the simple, practical and economic principle;
a maintenance part for executing corresponding maintenance measures according to the determined measure scheme; and
and a control unit which is connected to the input display unit, the storage unit, the basic allowable temperature difference calculation unit, the allowable maximum temperature calculation unit, the internal maximum temperature calculation unit, the plan determination unit, and the maintenance unit in a communication manner, and controls the operations thereof.
9. The hydraulic tunnel lining concrete temperature crack control strong-restriction temperature control system according to claim 8, characterized in that:
wherein, the input display part also calculates the allowable temperature difference Delta T and the allowable maximum temperature [ T ] of the lining structure concrete foundation according to the operation instructionmaxHighest temperature T inside concretemaxAnd displaying the determined measure scheme.
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