CN109815614A - Tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method - Google Patents
Tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method Download PDFInfo
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Abstract
The present invention provides a kind of tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method, comprising the following steps: step 1. collects the calculating of tunnel bottom plate lining concrete temperature controlled anticracking and uses data；Step 2., which is analyzed, determines temperature controlled anticracking target and anticracking safety coefficient permissible value [K]；Step 3. designs temperature controlled anticracking measure scheme: analysis variable drafts multiple lining concrete temperature controlled anticracking working measure schemes；Temperature control measures scheme substitution formula 1 and 2 will respectively be drafted to calculate, obtain each early stage scheme concrete construction phase and winter minimum anticracking safety coefficient KminTensile stress sigma when generation1、σ2；Calculate each scheme early stage and winter KminAge d when generation1、d2；Step 3-4. calculates each scheme lining concrete construction time minimum anticracking safety coefficient Kmin；Step 3-5. is in KminIn the case where >=[K], according to the principle advantageous measure scheme of simple and practical economy, for construction application.
Description
Technical field
The invention belongs to engineering structure Winkler foundation fields, and in particular to a kind of gateway opening type tunnel bottom plate lining cutting is mixed
Solidifying soil temperature controlled anticracking tensile stress K value (safety coefficient) control design case method.
Background technique
Crack is one of Major Diseases of concrete.According to the leading reason that crack generates, external load effect can be divided into and drawn
Non-structural crack two major classes caused by the structural crack served and deformation variation.Metamorphosis includes that temperature, drying shrinkage are wet
Swollen and surrouding rock deformation etc., wherein 80% is all thermal cracking.In recent years, hydraulic and hydroelectric engineering built high speed development, underground water conservancy project
Scale and cross dimensions it is increasing, the environmental conditions such as geology become increasingly complex.With the increase of height of dam, the flow velocity of sluicing is got over
Come higher, strength grade of concrete is also higher.Big cross section high intensity underground water conservancy project lining concrete, effectively arranges as long as not taking
Apply, all produce a large amount of cracks bar none, and be mostly generate the construction time penetrability thermal cracking (referring to Fig. 1 and
Fig. 2).
Construction of underground structure, which is in for a long time in moist, alternation of wetting and drying environment, to work, harmfulness crack there are serious shadows
It rings the safety of engineering structure, the construction speed duration, lead to leakage even seepage failure, durability and service life, project cost
And beauty, it is also possible to induce the occurrence and development of other diseases.
It is existing general for the control of used in Underground Engineering Lining concrete thermal cracking and its calculation method in relation to design specification
All lack clear and specific regulation, also without specific Winkler's foundation.If " design of hydraulic concrete structures specification " is in 4.1.2
(3) it requires " to the structural elements for using upper requirement to carry out Crack Control, Ying Jinhang anticracking or crack width calculation ", in 4.1.8
Regulation " building between construction and run phrase, when having larger impact to building such as the variation of temperature, Ying Jinhang temperature stress meter
It calculates, and uses construction measure and working measure preferably to eliminate or reduce temperature stress.Allow the reinforcing bar for crack occur mixed in use
Xtah Crude Clay structure component is considered as crack developing and makes the influence of stiffness of structural member reduction in calculation of temperature stresses ".But do not refer to
The calculation method of bright temperature stress and temperature controlled anticracking.For another example " hydraulic tunnel design specification " (DL/T5195-2004) only exists
11.2.6 " influence of stress and grouting pressure to lining cutting caused by temperature change, concrete shrinkage and expansion, preferably leads to for item requirement
It crosses working measure and construction measure solves.For the temperature stress that high temperature area generates, Ying Jinhang particular study ".
To the part underground engineering lining concrete for requiring control critical eigenvalue on using, (such as high flow rate flood discharging tunnel, power tunnel draw
Water section etc.) in the temperature controlled anticracking design calculating of construction time, FInite Element is mainly used at present.After completing structure design, pass through
The temperature of a large amount of schemes and the Simulation Analysis of temperature stress propose construction temperature controlled anticracking scheme and its site operation highest temperature
Spend control standard.It does so, precision is higher, and can be with Optimizing construction temperature control scheme.But it needs first to carry out concrete mix
It is tested with a large amount of performance parameters, test and simulation calculation need to spend the more time；And it needs to spend more fund；It is right
In no determining coordination in works and without that can not be carried out when test acquisition concrete performance parameter；It is not applied for Preliminary design
Scheme quickly adjusts in stage and construction.Especially so far the anticracking safety of the no construction time temperature controlled anticracking design of related specification
Coefficient requirements value is all with reference to design standard of large dams when such as the design of hydraulic tunnel lining concrete temperature controlled anticracking.
There are also the Winkler's foundation proposition maximum temperature controlling values that designing unit is with reference to dam strong constraint area concrete
(hereinafter referred to as strong constraint method), temperature-control construction scheme is formulated by unit in charge of construction.Unit in charge of construction be usually according to concrete mix,
Transportation range and mode, temperature etc. are to drafting concrete mixing (whether freeze and its measure) and pouring construction temperature control (such as water flowing
It is cooling) scheme progress liner structure concrete maximum temperature calculating, propose the arrangement and method for construction for meeting design standard.It does so, it is first
The Winkler's foundation of dam concrete cannot be applicable in thin-walled liner structure before this, not reflect concrete strength, country rock performance, lining cutting
Thickness and the other influence of structure dimension equal difference；Followed by the error of maximum temperature is big inside unit in charge of construction's calculating lining concrete,
The artificial property of a large amount of coefficient values is strong；The arrangement and method for construction that the both sides temperature difference may cause formulation is far apart, cannot effectively realize
Temperature crack control target.In particular, not calculating analysis temperature stress.
In summary situation illustrates, the phase temperature controlled anticracking of used in Underground Engineering Lining concrete construction at present does not clearly require
And technical standard；Without simple high-precision design method, FInite Element spends time, expense more, is not applied for without mixed
Scheme quickly adjusts in the concept phase of solidifying soil test result and construction；Strong constraint method error is larger, cannot calculate temperature
Stress；It is all difficult to quickly and effectively realize temperature crack control target.
Summary of the invention
The present invention is to carry out to solve the above-mentioned problems, and it is an object of the present invention to provide a kind of for city gate as shown in Figure 3
The lining concrete temperature controlled anticracking tensile stress safety coefficient control design case method of hole type tunnel floor structure, can be in pouring construction mistake
For the change found the problem with construction technology, condition etc. in journey, in real time for Optimal improvements construction temperature control measures, temperature control is realized
Target.
The present invention to achieve the goals above, uses following scheme:
The present invention provides a kind of tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method, feature
It is, comprising the following steps:
Step 1. collects the calculating of tunnel bottom plate lining concrete temperature controlled anticracking and uses data；
Step 2., which is analyzed, determines temperature controlled anticracking target and anticracking safety coefficient permissible value [K]；
Step 3. designs temperature controlled anticracking measure scheme, including following sub-step:
Step 3-1. analyzes variable, drafts multiple lining concrete temperature controlled anticracking working measure schemes；
Step 3-2. will respectively draft temperature control measures scheme substitution following equation 1 and 2 and calculate, and obtain each scheme concrete
Early stage construction time and winter minimum anticracking safety coefficient KminTensile stress sigma when generation1、σ2:
σ10.2356 × H+0.0400 of=﹣ × W+0.0389 × L+0.0286 × C+0.0184 × E+0.1207 × T0?
0.0190×Tg- 0.1563 × Ta- 0.0325 × (Ta- Tmin) -0.3022/H2- 0.0006 × E2+ 0.0195 × H × E-
0.0244×H×Ta- 0.0102 × (date-t0)+0.0006×(date-t0)×Ta+ 1.9254 (formula 1)
σ20.1739 × H-0.7216/H-0.1363 of=﹣ × W+0.2404 × L+0.0344 × C+0.0370 × E+
0.1023×T0- 0.0194 × Tg- 0.1331 × Ta- 0.1131 × (Ta- Tmin)+0.1825×(Ta- Tmin)/H-0.0005
×E2+0.0055×W2+0.0176×H×T0+0.0015×H×T0+0.0486×H×(Ta- Tmin)+0.6141 (formula 2)
In above formula: σ1For lining concrete construction time early stage KminTensile stress (MPa) when generation；σ2For the lining concrete winter
Season KminTensile stress (MPa) when generation；H is the thickness (m) of lining concrete structure；W is baseplate width (m)；L is that parting is long
It spends (m)；E is surrounding rock deformation monitor (GPa)；C is the strength grade (MPa) that lining concrete presses the design of 90 day age；T0For lining
Building concrete placing temperature (DEG C)；TaAir themperature (DEG C) in hole when for lining concrete pouring construction；TminMost for winter in hole
Low temperature (DEG C)；Tg=35-Tw, the temperature effect value (DEG C) of water flowing and the cooling situation of obstructed water is indicated, in no water flowing cooling
In the case of take Tw=35 DEG C, the T in the case where water flowing is coolingwFor water flowing temperature (DEG C)；Date is when pouring apart from the day on January 1
Number (d)；
By the thickness of bottom plate lining concrete structure, height, parting length, strength grade of concrete, surrounding rock deformation monitor,
Air themperature in hole when placing temperature, pouring construction, winter minimum temperature in hole, whether water flowing is cooling and its water temperature, minimum gas
Warm time of occurrence substitutes into formula 1 and 2 with number of days of the date apart from January 1 is poured, so that obtaining the corresponding period pours tunnel bottom
Early stage construction time of plate lining concrete, winter tensile stress (MPa)；
Step 3-3. calculates each scheme early stage and winter KminAge d when generation1、d2；
Step 3-4. calculates each scheme lining concrete construction time minimum anticracking safety coefficient Kmin；
Step 3-5. is in KminIn the case where >=[K], according to the principle advantageous measure scheme of simple and practical economy, for construction
Using.Meeting KminIn the scheme of >=[K], according to safety, economy, reasonable, simple possible principle, Optimized Measures side is selected
Case.
Preferably, tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method provided by the invention, also
Can have following characteristics: in step 1, the calculating data of collection includes: that liner structure design data, especially temperature control are anti-
Split design and calculating achievement, gateway opening type tunnel bottom plate liner structure size, strength grade of concrete；Environmental data, especially
Climate simulation rule, water temperature annual variation law in geological conditions surrounding rock deformation monitor, hole；Concrete pouring construction data, it is special
Air themperature (pouring the moon, day) in hole when not being concrete pouring construction temperature control measures scheme, placing temperature, pouring construction is
No water flowing cooling and its water temperature etc..
Preferably, tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method provided by the invention, also
Can have following characteristics: in step 2, be according to design specification, the rank of liner structure object, runtime crack harm,
Safety and barrier properties require to determine temperature controlled anticracking target and anticracking safety coefficient permissible value [K].
Preferably, tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method provided by the invention, also
It can have following characteristics: according to hydraulic and hydroelectric engineering and related underground engineering design, job specfication about underground water conservancy project lining cutting
The pertinent regulations of Concrete Temperature Control anticracking, underground water labour movement feature and working performance requirement, it is contemplated that be that construction time temperature is split
Seam control was applied with reference to nearly 20 years about more than 10 large water conservancy hydroelectric engineering underground water conservancy project lining concretes such as Three Gorges, small stream Luo Du
Duration temperature crack control research and experience, it is proposed that the classification of underground water conservancy project gateway opening type tunnel bottom plate lining concrete temperature controlled anticracking
Target and anticracking safety coefficient permissible value [K] are listed in the table below 1:
1 gateway opening type tunnel bottom plate lining concrete temperature controlled anticracking hierarchical objectives of table and anticracking safety coefficient permissible value [K]
Note: when [K] is that " not limiting " means KminCalculated result be that any value is all satisfied the >=condition of [K].
Preferably, tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method provided by the invention, also
It can have following characteristics: in step 3-1, analyzed related with temperature controlled anticracking in the different temperature controlled anticracking design phases
The design parameter that the stage can change under the conditions of meeting code requirement；In structured design phase, lining thickness and concrete
Intensity is main variable；In the construction stage, placing temperature, water flowing is cooling and its water temperature, winter closing hole heat preservation (improve the winter
Season minimum temperature) be main variable.Since winter closing hole heat preservation (improving winter minimum temperature) is a kind of economical and effective
The measure that must be taken, therefore the working measure scheme drafted is mainly the group of placing temperature and water flowing cooling and its water temperature
It closes.
Preferably, tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method provided by the invention, also
Can have following characteristics: in step 3-2, when lining concrete using 28 day age design strength grade when, need by
The strength grade of 90 day age design is scaled according to specification；Construction time such as uses curtain to keep the temperature, so that underground chamber air themperature
It improves, then TaAnd TminIt should be using air themperature in the hole after improving.In addition, the thickness of lining concrete is typically small, it is above
The case where water flowing cooling water pipe is all single-row arrangement, i.e., formula is suitable for single-row arrangement water flowing cooling water pipe.
Preferably, tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method provided by the invention, also
It can have following characteristics: being that will respectively draft temperature control measures scheme to substitute into the lower calculating of formula 3 and 4 acquisition each side in step 3-3
Case early stage and winter KminAge d when generation1、d2:
d111.3435 × H of=﹣2- 0.7470/H2- 0.0335 × W-0.1255 × L+0.0016 × C-0.0115 ×
E-0.0198 × T0- 1.3445 × Tg+0.0154×Ta+1.8173×(Ta- Tmin) -0.9183 × (Ta- Tmin)/H2+
1.3332×H×Tg- 0.8984 × H × (Ta- Tmin)+46.4874 (formula 3)
d2=5.9665 × H+14.5897 × H2- 1.0714 × W-0.2143 × L-0.0094 × C+0.1945 × E-
0.0780×T0+0.0857×Tg- 0.7251 × Ta+0.7232×(Ta- Tmin) -0.4860 × H × E+0.7661 × H ×
(Ta- Tmin) -1.0520 × date+414.0690 (formula 4)
Preferably, tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method provided by the invention, also
It can have following characteristics: being that will respectively draft temperature control measures scheme to substitute into the calculating of following equation 5~7 acquisition respectively in step 3-4
The lining concrete construction time minimum anticracking safety coefficient K of schememin:
Kmin=min (K1min, K2min) (formula 5)
K1min=(E1×ε1)/σ1(formula 6)
K2min=(E2×ε2)/σ2(formula 7)
In formula: K1minFor lining concrete early stage minimum anticracking safety coefficient；K2minFor lining concrete winter minimum anticracking peace
Overall coefficient；E1For lining concrete age d1Deformation modulus (GPa)；E2For lining concrete age d2Deformation modulus
(GPa)；ε1For lining concrete age d1Limit stretch value；ε2For lining concrete age d2Limit stretch value.
In addition, the formula 3 and 4 that formula 1 and 2 and step 3-3 that above-mentioned steps 3-2 is proposed are proposed is based on to tunnel
Bottom plate lining concrete structure and its further investigation in relation to parameter and analysis obtain, according to a large amount of field observations, flaw detection
With FInite Element Simulation Analysis, mainly there are two the stages for the generation and development of hydraulic tunnel lining concrete thermal cracking:
Temperature drop stage early stage construction time and temperature drop stage in winter.Early stage temperature drop phase temperature crack is since heat of hydration temperature rise reaches most
Rapid temperature drop after high-temperature, generates larger tensile stress under the strong constraints such as country rock, and early strength of concrete is low, about 7d extremely
One month or so, tensile stress was more than that tensile strength leads to crack.The temperature drop stage in winter, concrete temperature with air themperature in hole by
It gradually reduces, tensile stress constantly increases, and causes the temperature drop of concrete maximum since winter temperature is minimum, produces when concrete temperature reduces
Raw tensile stress is more than the tensile strength in the period and generates crack or primary fracture extends rapidly.Therefore, lining concrete
Temperature controlled anticracking should focus on early stage and two temperature drop stages of winter, calculate separately anticracking minimum safety factor.
Here for the small stream Lip river shown in Fig. 3 crosses flood discharging tunnel and has pressure section gateway opening type tunnel floor structure and its related parameter into
Row explanation: based on the gateway opening type tunnel floor structure and its related parameter, and domestic similar engineering is combined, established as schemed
Threedimensional model shown in 4 carries out FInite Element simulation calculation to various possible situations (127 kinds of schemes).Basic parameter and calculating
Scheme see the table below 2, each early stage scheme lining concrete construction time, winter KminTensile stress sigma when generation1、σ2With age d1、d2?
It is listed in table 2:
2 gateway opening type tunnel bottom plate lining concrete temperature stress calculation scheme of table and different times tensile stress and age
For early stage gateway opening type tunnel bottom plate lining concrete construction time of table 2, winter KminTensile stress when generation
σ1、σ2With age d1、d2For statistical analysis and further investigation, obtains the result consistent with above-mentioned formula 1~4.
In addition, due to σ1、E1、ε1For early stage K1minTensile stress, concrete deformation modulus, the concrete limit of age occurs
Tension values, therefore the K that above-mentioned formula 6 calculates1minAs lining concrete early stage minimum anticracking safety coefficient；σ2、E2、ε2Respectively
For winter K2minTensile stress, concrete deformation modulus, the concrete limit stretching value of age occurs, therefore above-mentioned formula 7 calculates
K2minAs lining concrete winter minimum anticracking safety coefficient；The K that formula 5 calculatesminThe minimum of as lining concrete is anti-
Split safety coefficient.
The action and effect of invention
Tunnel bottom plate lining concrete temperature controlled anticracking tensile stress safety coefficient control design case method provided by the present invention, meter
It is simple to calculate formula, can comprehensively, rationally reflect liner structure size, strength grade of concrete, country rock performance (deformation modulus), pour
Change and pour temperature in phase hole (pouring season) in temperature, hole air themperature year, whether water flowing is cooling and its water temperature, when pouring
The influence of the principal elements such as phase (date).Any season can be calculated rapidly, and to pour gateway opening type tunnel floor structure lining cutting mixed
The early stage K of solidifying soil construction time1min, winter K2minTensile stress sigma when generation1、σ2With age d1、d2, and corresponding minimum anticracking
Safety coefficient Kmin, calculating error is small, can be completely used for Practical Project and carries out the design of temperature controlled anticracking measure scheme, especially just
Step design and site operation phase are designed real-time, quickly.
Detailed description of the invention
Fig. 1 is third stock market flood discharging tunnel lining concrete situation map involved in background technique；
Fig. 2 is shiplock area of Three Gorses Project underground conveyance tunnel lining concrete situation involved in background technique
Figure；
Fig. 3 is the structural schematic diagram of gateway opening type tunnel bottom plate lining concrete involved in the embodiment of the present invention；
Fig. 4 is gateway opening type tunnel bottom plate liner structure three-dimensional finite element model figure involved in the embodiment of the present invention；
Fig. 5 is tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case involved in the embodiment of the present invention
The flow chart of method；
Fig. 6 is actual measurement flood discharging tunnel cavern climate simulation curve graph involved in the embodiment of the present invention.
Specific embodiment
Below in conjunction with attached drawing, calculated with Xi Luo Du reservoir flood discharging tunnel gateway opening type tunnel lining concrete temperature stress real
Example, to tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method specific embodiment of the present invention
It is described in detail.
<Xi Luo Du reservoir basic document>
(1) overview
The power station is big (one) type, and flood discharging tunnel is I grade of building.As shown in figure 3, being gateway opening type tunnel bottom without pressure section
Plate, cross dimensions is 14m × 19m (wide × high) after lining cutting, and all kinds of rock properties and its lining style are listed in the table below 3, lining cutting knot
Structure parting length is 9m.Wherein 1.0m thickness liner structure section is as shown in figure 3, cross dimensions is constant after remaining thickness lining cutting.
Bottom plate lining concrete design strength grade is C9040 normal concretes；Abutment wall is C9040 pump concretes.According to the initial stage of excavation
The data that field data and designing institute provide in hole, it is 23 DEG C that design phase designing unit, which takes average temperature of the whole year in hole, temperature year
Luffing is 3.0 DEG C, and code requirement cosine formula 8 calculates.Execution conditions, bidding document can provide machine outlet 14 DEG C of refrigerated merchandises
Concrete realizes 18 DEG C of placing temperature.
In formula: TaFor the air themperature (DEG C) at τ moment in hole；The time (day) that τ is 1 day away from January；τ0For highest gas in hole
Temperature 1 day away from January time (day), take τ0=210 days.
Table 3 is without pressure section gateway opening type tunnel lining and rocvk classification
The mechanics parameter of lining concrete is listed in table 4:
4 lining concrete mechanics parameter of table
The function expression of elasticity modulus fitting formula are as follows:
In formula: τ is age, day；A, b, c are equation coefficients, are listed in the table below 5:
5 elasticity modulus fitting formula coefficient of table
The function expression of limit stretch value fitting formula are as follows:
εt(τ)=εt0τ/(s+ τ) (formula 10)
In formula, τ is age, day；εt0, S be equation coefficients, using data in the following table 6:
6 ultimate elongation fitting formula coefficient of table
(2) design requirement
Designing institute according to related design specification, concrete mix optimization and its performance test, Finite element arithmetic achievement,
It has been determined that flood discharging tunnel is listed in the table below 7 without pressure section lining concrete Winkler's foundation and placing temperature:
Table 7 controls standard without the temperature of pressure section lining concrete
Recommend following scheme when hot weather construction: without pressure section, 18 DEG C of temperature of concrete during construction, water pipe spacing 1.0m, water pipe is long
Spend 100m, cooling water flow 2.0m3/ h, 14~20 DEG C of coolant water temperature, when concreting, starts water flowing, and water flowing is 7 days cooling.Winter
Season construction, in the case where temperature of concrete during construction can be lower than 18 DEG C, the concreting that can be put in storage using nature.
(3) lining concrete temperature controlled anticracking arrangement and method for construction
According to the above design requirement, arrangement and method for construction plans entire flood discharging tunnel substantially by 9m sequence placing, and lining concrete is applied
Work temperature controlled anticracking concrete scheme is as follows:
1. using Outputting Pre-cooling Concrete, outlet temperature reaches 12 DEG C~14 DEG C.
2. reducing temperature recovery in concrete transportation casting process.Increase transport capacity is effectively ensured concrete storehouse surface and pours
Base covers in time；Packaged type canvas sunshade is set at the top of concrete transportation automobile bodies, in concrete mixer cabinet
Upper installation foamed heat insulating device etc..
3. strengthening management, accelerate speed of application.By strengthening management, reduces to wait and unload the time or when discharging is put in storage
Between, it avoids repeatedly turning to expect to put in storage, the concreting cover time is no more than 1h.
4. reasonable arrangement concrete construction progress.The concreting period be arranged in as far as possible low temperature season, morning and evening temperature compared with
It is carried out when low.The high temperature period on daytime pours preceding preparation, arranges 16 to be poured when the next day morning 10 or so in the afternoon as far as possible
It builds.
5. air-conditioning in storehouse.It is equipped with air-conditioning on telescoping steel form, for hot weather construction in storehouse, pours environment temperature in storehouse to reduce
Degree, not only improves temperature control, and can play the role of reducing temperature of heatstroke prevention.
6. surface maintenance.Start flowing water maintenance after concrete demoulding, using φ 35mm plastic tube, is bored every 20~30cm
The aperture of φ 1mm or so, hang in template or exposed steel bar head on, water flowing flow is 15L/min or so.Daytime carries out uninterrupted
Flowing water maintenance, night (20:00~6:00) carry out interruption flowing water maintenance, i.e. flowing water 1h keeps wet 1h, when temperature is more than 25 DEG C
When uninterruptedly conserve, have pressure section side and roof arch without pressure section curing time be no less than 28d.
7. water flowing is cooling.The difference of cooling water flow 35L/min, concrete temperature and water temperature is no more than 22 DEG C.Cooling water pipe
It is managed using PE, is parallel to the snakelike middle part for being arranged in each pour of water (flow) direction, single water pipe length is not more than 100m, vertically
Spacing is 1.0m.Right bank dragon falls tail and first leads to 48 hours chilled waters (about 14~20 DEG C) in high temperature season, later 7 days usual warm water；
The usual warm water of low temperature season.
8. the special heat preservation of cold weather concrete.Into winter, the thermal insulation material oversite concrete exposure that heat insulation effect is good is selected
Face prevents concrete surface from generating crack.Door hanging curtain mode can be used at tunnel portal, avoid cold wind from flowing backward in hole, cause
Concrete surface crack.
9. shortening the changeover time.Live shift system is carried out, so equipment operations staff, it is necessary to join at the scene
Class, the changeover time is no more than 30min；It cannot stop pouring when having a meal, it is necessary to be staggered have a meal in batches, it is ensured that mix in storehouse
The continuity that solidifying soil pours.
10. reinforcing concrete temperature measuring.In order to verify whether construction time concrete temperature meets temperature requirements, using pre-
The resistance thermometer or thermocouple measurement concrete temperature being embedded in concrete, and achievement is analyzed；In concrete
In casting process, every 4h measures the outlet temperature of a concrete, the placing temperature of concrete, temperature, and makes a record；Temperature
During measurement is surveyed, the case where discovery beyond Winkler's foundation, notify at once.
(4) lining concrete temperature observation achievement
By left and right bank flood discharging tunnel without pressure (as space is limited, only to the wherein peak period 2010) temperature control of section lining concrete at
Fruit and its overtemperature situation are for statistical analysis, are listed in the table below 8 and table 9.
Maximum temperature statistical form inside 8 2010 years flood discharging tunnel lining concretes of table
Table 9 2010 years left and right bank flood discharging tunnel lining concrete placing temperature statistical forms
Flood discharging tunnel is totally good without pressure section lining concrete temperature control effect it can be seen from upper table 8 and table 9, placing temperature
Overtemperature ratio is higher, and maximum temperature overtemperature (design permissible value) ratio is lower, and right bank control effect is better.Right bank lining cutting coagulation
Native placing temperature, bottom plate overtemperature ratio 4.30%, abutment wall is without overtemperature, averagely 2.86%；Inside concrete maximum temperature is without overtemperature.
(5) lining concrete situation
Flood discharging tunnel is listed in without pressure section gateway opening type tunnel lining distress in concrete situation by structural sections and construction segmentation statistics
The following table 10:
The left and right bank flood discharging tunnel of table 10 is without pressure section gateway opening type tunnel lining distress in concrete situation
According to the crack count situation of flood-discharging hole structure feature, lining concrete construction technology and upper table 10, comprehensive analysis
Following understanding can be obtained:
(A) side and roof arch lining concrete is more.Only there is crack in 2 storehouses without pressure section bottom plate.Estimation and abutment wall (side and roof arch) ruler
It is related that degree is greater than bottom plate.In addition it is taken without pressure section bottom plate right bank and first pours leveling concrete, crack is less than left bank, also there is lesser shadow
It rings.
(B) two sides flood discharging tunnel is compared, and left bank 1#, 2# are more than right bank 3#, the hole 4# lining concrete, mixed with left bank lining cutting
Solidifying soil maximum temperature overtemperature ratio big (including the higher influence of water flowing coolant water temperature), right bank fall endpiece side and roof arch lining cutting coagulation
Soil separately pours related.
(C) details generally investigated according to crack, the more hard complete thermal cracking of country rock are more.It is all that country rock is hard complete
II class surrounding rock area although lining thickness is small be the main generation area of thermal cracking；The big lining cutting of IV class surrounding rock area thickness
The generally seldom thermal cracking of concrete.It is harder with country rock, it is more strong closely related to the constraint of lining concrete.
(6) FInite Element simulation calculation achievement
Technical requirement on design is proposed according to design phase FInite Element simulation calculation achievement.In addition, Table 1 above
Also it lists without the pressure a large amount of FInite Element simulation calculation achievements of section bottom plate.Such as: III 1 class surrounding rock area F2 type 1.0m thickness lining cutting summers
July 1 poured, 18 DEG C of the construction stage σ for pouring+22 DEG C of water flowing Cooling calculation schemes 252=σmax=3.05MPa, σ1=
1.69MPa K1minThe age d of generation1=32.5d, minimum anticracking safety coefficient K2min=1.69, the age d of generation2=220d；
18 DEG C of σ for pouring+12 DEG C of water flowing Cooling calculation schemes 22=σmax=2.9MPa, σ1=1.52MPa, K1minThe age d of generation1=
32.25d, minimum anticracking safety coefficient K2min=1.78, the age d of generation2=220d；18 DEG C pour obstructed water Cooling calculation side
The σ of case 72=σmax=3.24MPa, σ1=1.92MPa, K1minThe age d of generation1=32.75d, minimum anticracking safety coefficient K2min
=1.6, the age d of generation2=220d.IV class surrounding rock area F4 type 1.5m thickness lining cutting pours on July summer 1, the construction stage 18
DEG C pour the σ of+12 DEG C of water flowing Cooling calculation schemes 382=σmax=2.42MPa, σ1=0.98MPa, K1minThe age d of generation1=
35.5d, minimum anticracking safety coefficient K2min=2.17, the age d of generation2=225d.
<embodiment one>flood discharging tunnel is without pressure III 1 class surrounding rock area F2 type 1.0m thickness lining cutting of section gateway opening type tunnel
III 1 class surrounding rock area F2 type 1.0m thickness lining cutting are flood discharging tunnel most, temperature controls without quantity in pressure section gateway opening type tunnel
The biggish structural sections of anticracking difficulty.
As shown in figure 5, tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case provided by the present embodiment
Method the following steps are included:
Step 1. collects liner structure temperature crack control and designs calculating data:
Liner structure design data, liner structure section, strength grade of concrete；Environmental data, geological conditions country rock become
The basic documents such as climate simulation rule, water temperature annual variation law in shape modulus, hole.
Step 2., which is analyzed, determines temperature controlled anticracking target and anticracking safety coefficient permissible value [K]:
It is level-one building that flood discharging tunnel is crossed in small stream Lip river, and flow velocity is high, and the harm in runtime crack is big, with reference to similar engineering experience,
According to table 1 above, 1 grade of anticracking of lining concrete temperature controlled anticracking target, anticracking safety coefficient permissible value [K] is 1.6.
Step 3. design phase temperature controlled anticracking measure scheme, including following sub-step:
Step 3-1. analyzes variable, drafts multiple lining concrete temperature controlled anticracking working measure schemes；
Since liner structure size, strength grade of concrete determine, and winter must all close hole heat preservation, therefore can
Variable only has placing temperature and water flowing coolant water temperature.Summer August part is poured, bidding document can provide 14 DEG C of machine outlet systems
Cold commerical ready-mixed concrete realizes 18 DEG C of placing temperature.According to execution conditions, drafting placing temperature all is 18 DEG C, and obstructed water is cooling, logical
12 DEG C of chilled water coolings, cooling 3 temperature control schemes of logical 22 DEG C of normal-temperature waters (Tg calculated value is respectively 0 DEG C, 23 DEG C, 13 DEG C).
Design phase is calculated by formula 2 and poured Ta=25.63 DEG C of temperature in phase hole, winter minimum temperature T July 1min=
20℃.According to the above data, H=1.0m, W=15.2m, L=9m, C=40, E=20GPa, T0=18 DEG C, date=181d.
Step 3-2. calculates each early stage scheme concrete construction phase and winter KminTensile stress sigma when generation1、σ2.Will more than
Parameter substitutes into formula 1 and 2 and calculates to obtain σ1、σ2It is listed in table 11:
The design of 11 design phase of table temperature controlled anticracking measure scheme calculates
Step 3-3. calculates each scheme early stage and winter KminAge d when generation1、d2: the above parameter is substituted into 3 He of formula
4 calculate to obtain d1、d2It is listed in table 11.
Step 3-4. calculates each scheme lining concrete construction time minimum anticracking safety coefficient Kmin: the above parameter is substituted into
Formula 5~7 calculates to obtain K1min、K2min、KminIt is listed in table 11.
Step 3-5. is in KminIn the case where >=[K], according to the principle advantageous measure scheme of simple and practical economy, for construction
Using.According to table 11 as a result, the anticracking safety coefficient of 3 schemes is both greater than 1.6, meet the requirements.It pours not in view of 18 DEG C
Water flowing is cooling most economical simple, and construction is recommended to use.
Work progress real-time temperature control crack control measures scheme is designed specifically to:
In construction, due to tunnel excavation and extraneous perforation, in hole, air themperature declines rapidly changes close to outside air temperature.
It is in October, 2009 in November, 2012, total to flood discharging tunnel (left and right bank) to have carried out more than 300 temperature actual measurements, summarize and is shown in figure
6.Wherein on January 1st, 2010 for date reference axis first day.Wherein abscissa is time (day)；Ordinate is temperature (DEG C).
Cosine function is carried out using least square method to be fitted:
In formula: TaFor temperature (DEG C) in hole；τ is the time (day) apart from January 1.
Due to temperature change in hole, calculating must be redesigned in construction in real time.
Also according to above-mentioned design method, July 1 summer, pouring construction, calculated temperature T in hole by formula 3aIt is 25.23
DEG C, winter minimum temperature Tmin=12.59 DEG C.It is same calculate 18 DEG C of concrete pour under the conditions of obstructed water is cooling, 12 DEG C of water flowings
Cooling, cooling 3 schemes of 22 DEG C of water flowings, substitute into the above various calculated result and are listed in table 12.
12 work progress real-time temperature control crack control measures conceptual design of table calculates
According to table 12 as a result, the anticracking safety coefficient of the obstructed water cooling scheme in 3 schemes is logical less than 1.6, two
The anticracking safety coefficient of water cooling scheme is greater than 1.6 and meets the requirements.It is practical in conjunction with construction, recommend to pour+lead to 22 DEG C using 18 DEG C
Water cooling scheme is most economical simple.That is, construction time tunnel excavation penetrates through, temperature is reduced in hole, needs to take pushing away than design phase
The stringenter temperature control measures scheme recommended.
<embodiment two>flood discharging tunnel has pressure III 2 class surrounding rock area F4 type lining cutting of section gateway opening type tunnel
(1) basic document is same as above.To reduce length, design phase, construction real-time control stage summer temperature are only briefly introduced
Control calculating achievement.
(2) it analyzes and determines temperature controlled anticracking target and anticracking safety coefficient permissible value [K]
It is level-one building that flood discharging tunnel is crossed in small stream Lip river, and flow velocity is high, and the harm in runtime crack is big, with reference to similar engineering experience,
According to table 1,1 grade of anticracking of lining concrete temperature controlled anticracking target, anticracking safety coefficient permissible value [K] is 1.6.
(3) design phase temperature controlled anticracking conceptual design
Also according to execution conditions, drafting placing temperature all is 18 DEG C, and obstructed water is cooling, leads to 12 DEG C of chilled water coolings, is logical
The cooling 3 temperature control measures schemes of 22 DEG C of normal-temperature waters.
Design phase is calculated by formula 2 and poured 25.53 DEG C of temperature in phase hole, winter minimum temperature T July 1min=20
℃.According to the above data, H=1.5m, W=15.2m, L=9m, C=40, E=5GPa, T0=18 DEG C, date=181d.By 3
It is a to draft temperature control scheme (Tg is respectively 0 DEG C, 23 DEG C, 13 DEG C) and above parameter substitution formula calculating above, as a result it is listed in the table below
13:
The design of 13 design phase of table temperature controlled anticracking measure scheme calculates
According to table 13 as a result, the anticracking safety coefficient of 3 schemes is both greater than 1.6, meet the requirements.Obstructed water cooling scheme
Kmin=2.28, it meets the requirements, and most economical, simple, practical.Therefore, it is recommended that construction uses.In view of practice of construction ancient name for China
Season, placing temperature was usually up to 20 DEG C even 25 DEG C, and practical anticracking safety coefficient can reduce, it is proposed that do not change design in construction and push away
Recommend temperature control scheme.
Construct the real-time control stage, July 1 summer pouring construction, temperature T in holeaIt is 25.23 DEG C, winter minimum temperature
Tmin=12.59 DEG C.All it is equally 18 DEG C of obstructed water cooling by calculating placing temperature, leads to 12 DEG C of chilled water coolings, 22 DEG C of water flowings
Cooling 3 schemes substitute into the above various calculated result and are listed in the table below 14.
The design of 14 construction stage of table temperature controlled anticracking measure scheme calculates
According to table 14 as a result, the anticracking safety coefficient of 3 schemes is both greater than 1.6, meet 1.6 requirement.In conjunction with construction
It is practical, recommend to pour obstructed water cooling scheme using 18 DEG C, it is most economical simple.+ 22 DEG C are poured using 18 DEG C in practice of construction to lead to
Water cools down temperature control measures scheme.
The achievement of comparison sheet 12 shows F4 type although lining thickness more greatly, is obtained since country rock is that IV class deformation modulus is low
It is more, it is desirable that temperature control measures ratio F2 type it is lower.
<comparative analysis>
With Finite element arithmetic comparison of results:
As shown in data in the following table 15 and 16, the error for calculating the maximum tension stress of these schemes using above formula is general
Less than 5%, only F4 lining cutting is in 38 situation σ of scheme1Error reaches 12.2%, meets project designing accuracy requirement；Minimum anticracking peace
The error of overall coefficient is generally less than 6%, and only F4 lining cutting is in 38 situation σ of scheme1Error reaches 9.21%, and precision is higher.It is overall and
Speech, each precision substantially meet engineering design requirements, can be used for engineering calculation.
15 design formula of table is compared with Finite element arithmetic value precision
16 design formula of table is compared with Finite element arithmetic value precision
Compared with thermal cracking checks achievement:
According to temperature in construction time practical hole, calculating engineering practice of construction temperature control measures scheme with formula, (18 DEG C pour+22
DEG C water water flowing is cooling) minimum anticracking safety coefficient, the lining concrete in III 1, IV class surrounding rock area is both greater than 1.6, coagulation soil temperature
Spend crack possibility very little.Achievement is checked with 10 thermal cracking of table, and only II class surrounding rock area of the hole 1# there are 2 bottom plates that temperature occurs and splits
Seam, (C) conclusion " the more hard complete thermal cracking of country rock is more " above, is completely the same.
To sum up example calculation analytic explanation, the present invention, calculation formula is simple, can comprehensively, rationally reflect liner structure size,
Strength grade of concrete, placing temperature, the variation of air themperature year and pours gas in phase hole in hole at country rock performance (deformation modulus)
Temperature, whether water flowing is cooling and its influence of the principal elements such as water temperature.Arbitrary period can be calculated rapidly pours gateway opening type tunnel
When the early stage of hole floor structure lining concrete construction time and winter minimum anticracking safety coefficient and its age occurred are with this
The maximum tension stress of phase carries out temperature controlled anticracking conceptual design with this, and calculating error is smaller, can be completely used for Practical Project progress
Temperature crack control design calculates, and especially Preliminary design and site operation phase designs calculating real-time, quickly.
Protection scope of the present invention is not limited to hydraulic tunnel gateway opening type tunnel bottom plate lining concrete structure, by suitable
When adjustment and deformation, can be applied in similar engineering especially underground engineering structure and other lining cutting completely.Obviously, originally
The technical staff in field can carry out certain deformations without departing from scope and spirit of the present invention to the present invention.If these are changed
In the range of belonging to the claims in the present invention and its equivalent technologies with deformation, then the intention invented also includes these changes and deformation
Inside.
Above-described embodiment is only the illustration done to technical solution of the present invention.Tunnel bottom plate according to the present invention
Lining concrete temperature controlled anticracking tensile stress K value control design case method is not merely defined in described interior in the embodiment above
Hold, but is defined by the scope defined by the claims..Those skilled in the art of the invention are in the embodiment on the basis of institute
Any modify or supplement or equivalence replacement done, all in claim range claimed of the invention.
Claims (8)
1. a kind of tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method, which is characterized in that including following
Step:
Step 1. collects the calculating of tunnel bottom plate lining concrete temperature controlled anticracking and uses data；
Step 2., which is analyzed, determines temperature controlled anticracking target and anticracking safety coefficient permissible value [K]；
Step 3. designs temperature controlled anticracking measure scheme, including following sub-step:
Step 3-1. analyzes variable, drafts multiple lining concrete temperature controlled anticracking working measure schemes；
Step 3-2. will respectively draft temperature control measures scheme substitution following equation 1 and 2 and calculate, and obtain each scheme concrete construction
Early stage phase and winter minimum anticracking safety coefficient KminTensile stress sigma when generation1、σ2:
σ10.2356 × H+0.0400 of=﹣ × W+0.0389 × L+0.0286 × C+0.0184 × E+0.1207 × TT0- 0.0190
×Tg- 0.1563 × Ta- 0.0325 × (Ta- Tmin) -0.3022/H2- 0.0006 × E2+ 0.0195 × H × E-0.0244
×H×Ta- 0.0102 × (date-t0)+0.0006×(date-t0)×Ta+ 1.9254 (formula 1)
σ20.1739 × H-0.7216/H-0.1363 of=﹣ × W+0.2404 × L+0.0344 × C+0.0370 × E+0.1023 ×
T0- 0.0194 × Tg- 0.1331 × Ta- 0.1131 × (Ta- Tmin)+0.1825×(Ta- Tmin)/H-0.0005 × E2+
0.0055×W2+0.0176×H×T0+0.0015×H×T0+0.0486×H×(Ta- Tmin)+0.6141 (formula 2)
In above formula: σ1For lining concrete construction time early stage KminTensile stress when generation；σ2For lining concrete winter KminOccur
When tensile stress；H is the thickness of lining concrete structure；W is baseplate width；L is parting length；E is surrounding rock deformation monitor；C
The strength grade of 90 day age design is pressed for lining concrete；T0For lining concrete placing temperature；TaIt is poured for lining concrete
Air themperature in hole when construction；TminFor winter minimum temperature in hole；Tg=35-Tw, indicate that water flowing and obstructed water cool down situation
Temperature effect value takes T in the case where no water flowing is coolingw=35 DEG C, the T in the case where water flowing is coolingwFor water flowing temperature；
Date is when pouring apart from the number of days on January 1；
Step 3-3. calculates each scheme early stage and winter KminAge d when generation1、d2；
Step 3-4. calculates each scheme lining concrete construction time minimum anticracking safety coefficient Kmin；
Step 3-5. is in KminIn the case where >=[K], according to the principle advantageous measure scheme of simple and practical economy, for construction application.
2. tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method according to claim 1, special
Sign is:
Wherein, in step 1, the calculating data of collection includes: to serve as a contrast comprising temperature controlled anticracking design and calculating achievement, tunnel bottom plate
The liner structure design data for building thickness and bottom plate liner structure size, strength grade of concrete becomes comprising geological conditions country rock
The environmental data of climate simulation rule in shape modulus, hole, water temperature annual variation law, and includes concrete pouring construction temperature control
Air themperature in hole when measure scheme, placing temperature, pouring construction, whether water flowing is cooling and its concrete pouring construction of water temperature
Data.
3. tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method according to claim 1, special
Sign is:
Wherein, in step 2, be according to design specification, the rank of liner structure object, the harm in runtime crack, safety and
Barrier properties require to determine temperature controlled anticracking target and anticracking safety coefficient permissible value [K].
4. tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method according to claim 1, special
Sign is:
Wherein, for different parts, different building ranks and different anticracking ranks, tunnel bottom plate lining concrete temperature controlled anticracking
Hierarchical objectives and anticracking safety coefficient permissible value [K] are as shown in the table:
In the case that [K] is not limit, KminCalculated result be that any value is all satisfied the >=condition of [K].
5. tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method according to claim 1, special
Sign is:
It wherein, in step 3-1, is analyzed related with temperature controlled anticracking in satisfaction rule in the different temperature controlled anticracking design phases
The design parameter that the stage can change under model requirement condition；In structured design phase, based on lining thickness and concrete strength
Want variable；In the construction stage, placing temperature, water flowing is cooling and its water temperature, winter closing hole heat preservation are main variable.
6. tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method according to claim 1, special
Sign is:
Wherein, it in step 3-2, when strength grade of the lining concrete using the design of 28 day age, needs to change according to specification
Calculating is the strength grade designed 90 day age；Construction time such as uses curtain to keep the temperature, so that underground chamber air themperature improves, then Ta
And TminIt should be using air themperature in the hole after improving.
7. tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method according to claim 1, special
Sign is:
Wherein, in step 3-3, be will respectively draft temperature control measures scheme substitute into lower formula 3 and 4 calculate obtain each scheme early stage and
Winter KminAge d when generation1、d2:
d111.3435 × H of=﹣2- 0.7470/H2- 0.0335 × W-0.1255 × L+0.0016 × C-0.0115 × E-
0.0198×T0- 1.3445 × Tg+0.0154×Ta+1.8173×(Ta- Tmin) -0.9183 × (Ta- Tmin)/H2+
1.3332×H×Tg- 0.8984 × H × (Ta- Tmin)+46.4874 (formula 3)
d2=5.9665 × H+14.5897 × H2- 1.0714 × W-0.2143 × L-0.0094 × C+0.1945 × E-
0.0780×T0+0.0857×Tg- 0.7251 × Ta+0.7232×(Ta- Tmin) -0.4860 × H × E+0.7661 × H ×
(Ta- Tmin) -1.0520 × date+414.0690 (formula 4).
8. tunnel bottom plate lining concrete temperature controlled anticracking tensile stress K value control design case method according to claim 1, special
Sign is:
It wherein, is that will respectively draft temperature control measures scheme to substitute into the lining that following equation 5~7 calculates each scheme of acquisition in step 3-4
Building concrete construction time minimum anticracking safety coefficient Kmin:
Kmin=min (K1min, K2min) (formula 5)
K1min=(E1×ε1)/σ1(formula 6)
K2min=(E2×ε2)/σ2(formula 7)
In formula: K1minFor lining concrete early stage minimum anticracking safety coefficient；K2minFor lining concrete winter minimum anticracking safety
Coefficient；E1For lining concrete age d1Deformation modulus；E2For lining concrete age d2Deformation modulus；ε1For lining cutting coagulation
Native age d1Limit stretch value；ε2For lining concrete age d2Limit stretch value.
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