CN109837873A - Tunnel bottom plate lining concrete temperature controlled anticracking temperature stress controls Fast design method - Google Patents
Tunnel bottom plate lining concrete temperature controlled anticracking temperature stress controls Fast design method Download PDFInfo
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Abstract
The present invention provides a kind of tunnel bottom plate lining concrete temperature controlled anticracking temperature stress control Fast design method, comprising the following steps: step 1. collects the calculating of bottom plate lining concrete temperature controlled anticracking and uses data；Step 2., which is analyzed, determines bottom plate lining concrete temperature controlled anticracking target and permission temperature stress [σmax] value；Step 3. designs temperature controlled anticracking measure scheme: analysis variable drafts multiple bottom plate lining concrete temperature controlled anticracking working measure schemes；Calculate each side's case bottom plate lining concrete construction time maximum temperature tensile stress sigmamax；Step 3-3. is in σmax≤【σmax] in the case where, according to the principle advantageous measure scheme of simple and practical economy, for construction application.This method can calculate rapidly the maximum temperature tensile stress for pouring the gateway opening type tunnel floor structure lining concrete construction time in any period (season), and calculating error is small, design calculating real-time, quickly especially suitable for Preliminary design and site operation phase.
Description
Technical field
The invention belongs to engineering structure Winkler foundation fields, and in particular to a kind of tunnel bottom plate lining concrete temperature control
Anticracking temperature stress controls Fast design 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.
Some designing units propose maximum temperature controlling value (hereinafter referred to as with reference to the Winkler's foundation of dam strong constraint area concrete
For 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, transport away from
From with mode, temperature etc. to drafting concrete mixing (whether freeze and its measure) and pouring construction temperature control (such as water flowing is cooling) side
Case carries out liner structure concrete maximum temperature and calculates, and proposes the arrangement and method for construction for meeting design standard.It does so, is dam first
The Winkler's foundation of concrete cannot be applicable in thin-walled liner structure, not reflect concrete strength, country rock performance, lining thickness and knot
The other influence of structure scale equal difference；Followed by the error of maximum temperature is big inside unit in charge of construction's calculating lining concrete, big coefficient of discharge
The artificial property of value is strong；The arrangement and method for construction that the both sides temperature difference may cause formulation is far apart, cannot effectively realize thermal cracking
Control target.In particular, not calculating analysis temperature stress.
In summary situation illustrates, at present underground engineering bottom plate lining concrete construction time temperature controlled anticracking, without specific
It is required that and technical standard；Without simple high-precision design method, FInite Element spends time, expense more, is not applied for
Scheme quickly adjusts in the concept phase of no concrete test achievement 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, answered in real time for Optimal improvements construction temperature control measures and temperature
Power calculates, and realizes temperature controlled anticracking 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 temperature stress control Fast design method, special
Sign is, comprising the following steps:
Step 1. collects the calculating of bottom plate lining concrete temperature controlled anticracking and uses data；
Step 2., which is analyzed, determines bottom plate lining concrete temperature controlled anticracking target and permission temperature stress [σmax] value；
Step 3. designs temperature controlled anticracking measure scheme, including following sub-step:
Step 3-1. analyzes variable, drafts multiple bottom plate lining concrete temperature controlled anticracking working measure schemes；
Step 3-2. calculates each side's case bottom plate lining concrete construction time maximum temperature tensile stress sigmamax:
σmax=-0.0936 × H-0.0197 × H2- 0.1245 × W+0.2368 × L+0.0350 × C+0.0382 × E
+0.1021×TT0- 0.0172 × Tg- 0.1344 × Ta- 0.1085 × (Ta- Tmin) -0.6063/H+0.1757 × (Ta?
Tmin)/H-0.0006 × E2+0.0051×W2+0.0182×H×T0+0.0489×H×(Ta- Tmin)+0.3972 (public affairs
Formula 1)
In above formula: σmaxFor gateway opening type tunnel bottom plate lining concrete construction time maximum temperature tensile stress (MPa)；H is bottom
The thickness (m) of plate lining concrete structure；W is the width (m) of bottom plate lining concrete structure；L is parting length (m)；E is to enclose
Rock deformation modulus (GPa)；C is the strength grade (MPa) that bottom plate lining concrete presses the design of 90 day age；T0It is mixed for bottom plate lining cutting
Solidifying soil placing temperature (DEG C)；TaAir themperature (DEG C) in tunnel when for bottom plate lining concrete pouring construction；TminFor winter in hole
Minimum temperature (DEG C)；Tg=35-Tw, indicate the temperature effect value (DEG C) of water flowing and the cooling situation of obstructed water, it is cooling in no water flowing
In the case where take Tw=35 DEG C, the T in the case where water flowing is coolingwFor water flowing temperature (DEG C)；
By the thickness of bottom plate liner structure, height, parting length, strength grade of concrete, surrounding rock deformation monitor, pour temperature
Air themperature in hole when degree, pouring construction, winter minimum temperature in hole, whether water flowing is cooling and its water temperature, the lowest temperature occur
It time and pours the date and apart from the number of days on January 1 substitutes into formula 1, to pour tunnel bottom plate lining cutting mixed to obtain the corresponding period
Coagulate the construction time maximum temperature tensile stress sigma of soilmax；
Step 3-3. is in σmax≤【σmax] in the case where, according to the principle advantageous measure scheme of simple and practical economy, for applying
Work application.Meeting σmax≤【σmax] scheme in, according to safety, economy, rationally, simple possible principle, selection optimization arranges
Apply scheme.
Preferably, tunnel bottom plate lining concrete temperature controlled anticracking temperature stress provided by the invention controls quickly design side
Method can also have the feature that in step 1 the calculating data of collection includes: liner structure design data, especially
Temperature controlled anticracking design and calculating achievement, bottom plate liner structure cross dimensions (thickness, width, parting length etc.), concrete strength
Grade；Climate simulation rule, water temperature annual variation law in environmental data, especially geological conditions surrounding rock deformation monitor, hole；It is mixed
Air in hole when solidifying soil pouring construction data, especially concrete pouring construction temperature control measures scheme, placing temperature, pouring construction
Temperature, whether water flowing is cooling and its water temperature etc..
Preferably, tunnel bottom plate lining concrete temperature controlled anticracking temperature stress provided by the invention controls quickly design side
Method can also have the feature that it is according to design specification, the rank of liner structure object, runtime crack in step 2
Harm, safety and barrier properties require to determine that temperature controlled anticracking target and bottom plate lining concrete allow temperature stress [σmax] value.
Preferably, tunnel bottom plate lining concrete temperature controlled anticracking temperature stress provided by the invention controls quickly design side
Method can also have the feature that in step 2, can be according to " water conservancy project is mixed for the temperature controlled anticracking target of underground water conservancy project lining cutting
Xtah Crude Clay structure design specification ", " hydraulic reinforced concrete structure design specification " and " hydraulic tunnel design specification " carry out；Bottom plate lining
Building concrete allows temperature stress [σmax] axial tensile strength standard value can be used in value.
Preferably, tunnel bottom plate lining concrete temperature controlled anticracking temperature stress provided by the invention controls quickly design side
Method can also have the feature that in step 3-1, be in the different temperature controlled anticracking design phases, analysis has with temperature controlled anticracking
The design parameter that the stage can change under the conditions of meeting code requirement closed；In structured design phase, lining thickness and mixed
The design parameters such as solidifying soil intensity are main variable；In the construction stage, placing temperature, water flowing is cooling and its water temperature, winter are closed
The temperature control measures such as hole heat preservation (improving winter minimum temperature) are main variable.Since winter closing hole heat preservation (improves the winter
Season minimum temperature) be a kind of measure that economical and effective must be taken, therefore the working measure scheme drafted mainly pours temperature
Degree and water flowing cooling and its combination of water temperature.
Preferably, tunnel bottom plate lining concrete temperature controlled anticracking temperature stress provided by the invention controls quickly design side
Method can also have the feature that in step 3-2, when strength grade of the lining concrete using the design of 28 day age, need
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
Temperature improves, then TaAnd TminIt should be using air themperature in the hole after improving.In addition, the thickness of lining concrete is typically small,
The case where above water flowing cooling water pipe is all single-row arrangement, i.e., formula is suitable for single-row arrangement water flowing cooling water pipe.
In addition, the formula 1 that above-mentioned steps 3-2 is proposed is based on to tunnel bottom plate lining concrete structure and its related ginseng
Several further investigations and analysis obtain.Here with small stream Lip river shown in Fig. 3 cross flood discharging tunnel without pressure section gateway opening type tunnel floor structure and
It for parameter in relation to being illustrated: based on the gateway opening type tunnel floor structure and its related parameter, and combining domestic
Similar engineering establishes threedimensional model as shown in Figure 4, carries out FInite Element emulation meter to various possible situations (127 schemes)
It calculates.Basic parameter and numerical procedure see the table below 1, each side's case bottom plate lining concrete construction time maximum temperature tensile stress sigmamaxAlso it arranges
In table 1:
1 gateway opening type tunnel bottom plate lining concrete temperature stress calculation scheme of table and maximum temperature tensile stress
For the maximum temperature tensile stress sigma of 127 schemes of gateway opening type tunnel bottom plate lining concrete construction time of table 1max
For statistical analysis and further investigation, obtains the result consistent with above-mentioned formula 1.
The action and effect of invention
Tunnel bottom plate lining concrete temperature controlled anticracking temperature stress provided by the present invention controls Fast design method, calculates
Formula is simple, can comprehensively, rationally reflect that tunnel bottom plate lining thickness, width, parting length, strength grade of concrete, country rock become
Air themperature in hole when shape modulus, placing temperature, pouring construction, winter minimum temperature in hole, whether water flowing is cooling and its water temperature
Etc. principal elements influence.Can calculate any period (season) rapidly pours gateway opening type tunnel floor structure lining cutting coagulation
The maximum temperature tensile stress of native construction time, calculating error is small, can be completely used for Practical Project and carries out the drawing of construction time maximum temperature
Stress σmaxIt calculates and the design of temperature controlled anticracking measure scheme, especially Preliminary design and site operation phase designs calculating 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 that the control of tunnel bottom plate lining concrete temperature controlled anticracking temperature stress involved in the embodiment of the present invention is quickly set
The flow chart of meter method；
Fig. 6 is flood discharging tunnel cavern climate simulation curve graph involved in the embodiment of the present invention.
Specific embodiment
Below in conjunction with attached drawing, with Xi Luo Du reservoir flood discharging tunnel without pressure section gateway opening type tunnel bottom plate lining concrete temperature
Stress calculation example controls Fast design method to tunnel bottom plate lining concrete temperature controlled anticracking temperature stress of the present invention
Specific embodiment 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 2, 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；Crown and abutment wall water
The above are C25 by upper thread 1.0m.According to the data for excavating field data and designing institute's offer in initial stage hole, design phase designing unit
Taking average temperature of the whole year in hole is 23 DEG C, and temperature year luffing is 3.0 DEG C, and code requirement cosine formula 2 calculates.Execution conditions, bid
File can provide machine outlet 14 DEG C of refrigerated merchandise concrete, realize 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 2 is without pressure section gateway opening type tunnel lining and rocvk classification
(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 3 without pressure section lining concrete Winkler's foundation and placing temperature:
Table 3 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 4 and table 5.
Maximum temperature statistical form inside 4 2010 years flood discharging tunnel lining concretes of table
Table 5 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 4 and table 5, 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 6:
The left and right bank flood discharging tunnel of table 6 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 6, comprehensive analysis can
To obtain following understanding:
(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, and the construction stage calculates, the σ of the cooling scheme 7 of obstructed watermax=3.24MPa, minimum factor of safety against cracking 1.6；
The σ of the cooling scheme 2 of 12 DEG C of chilled water water flowingsmax=2.9MPa, minimum factor of safety against cracking 1.78；22 DEG C of normal-temperature water water flowings are cold
But the σ of scheme 25max=3.05MPa, minimum factor of safety against cracking 1.69.IV class surrounding rock area F4 type 1.5m thickness lining cutting July summer
It pours within 1st, the σ of construction stage numerical procedure 38max=2.42MPa, minimum factor of safety against cracking 2.17.
<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, the control of tunnel bottom plate lining concrete temperature controlled anticracking temperature stress provided by the present embodiment is quick
Design method the following steps are included:
Step 1. collects bottom plate lining concrete temperature controlled anticracking and calculates the data of using:
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 bottom plate lining concrete temperature controlled anticracking target and permission temperature stress [σmax] value:
Flood discharging tunnel is crossed in small stream Lip river, is level-one building according to " hydraulic tunnel design specification ", flow velocity is high, the danger in runtime crack
Evil is big, with reference to similar engineering experience, it should carry out Crack Control Design.According to " design of hydraulic concrete structures specification ", " water conservancy project reinforcing bar
Code for design of concrete structures ", abutment wall C90The axial tensile strength standard value of 40 pump concretes is 2.39MPa.
Step 3. design phase temperature controlled anticracking measure scheme, including following sub-step:
Step 3-1. analyzes variable, drafts multiple bottom plate 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.Temperature controlled anticracking design is carried out to pour on July summer 1 for representative.Bid text
Part can provide machine outlet 14 DEG C of refrigerated merchandise concrete, realize 18 DEG C of placing temperature.According to execution conditions, placing temperature is drafted
It is all 18 DEG C, obstructed water is cooling, leads to 12 DEG C of chilled water coolings, the cooling 3 temperature control measures schemes of logical 22 DEG C of normal-temperature waters.
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 side's case bottom plate lining concrete construction time maximum temperature tensile stress sigmamax
July 1 summer pours, and calculates to obtain temperature T in hole by formula 2a=25.63 DEG C, winter minimum temperature Tmin=20
℃.According to the above data, H=1.0m, W=15.2m, L=9m, C=40, E=20GPa, T0=18 DEG C.Temperature control is drafted by 3
Scheme (calculates TgRespectively 0 DEG C, 23 DEG C, 13 DEG C) and the above parameter substitute into formula 1 calculate: obstructed water cooling scheme σmax=
2.393MPa；12 DEG C of chilled water water flowing cooling scheme σmax=1.997MPa；22 DEG C of normal-temperature water water flowing cooling scheme σmax=
2.169MPa。
Step 3-3. is in σmax≤【σmax] under the premise of, according to the principle advantageous measure scheme of simple and practical economy, for applying
Work application.In above-mentioned 3 draft schemes, 18 DEG C pour+15 DEG C of chilled water coolings, 18 DEG C pour cooling 2 temperature of+22 DEG C of normal-temperature waters
It controls measure scheme and meets calculating σmax≤【σmax]=2.39MPa, according to safety, economy, rationally, simple possible principle, in conjunction with setting
Technical requirements are counted, select 18 DEG C to pour+22 DEG C of normal-temperature water cooling schemes as temperature control measures scheme of constructing.
Original design pours+22 DEG C of normal-temperature water water flowing cooling schemes using 18 DEG C, calculates stress σmax=2.169MPa, is less than
Axial tensile strength standard value is 2.39MPa, is met the requirements, and affluence degree is little, former design scheme is reasonable.Illustrate simultaneously,
It is reasonable for being calculated stress using formula 1 and carried out temperature controlled anticracking conceptual design.
The design of work progress real-time temperature control anticracking scheme optimization:
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, temperature controlled anticracking conceptual design must be re-started 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.According to the above data, H=1.0m, W=15.2m, L=9m, C=40, E=
20GPa, T0=18 DEG C.
Drafting temperature control scheme for 3, (18 DEG C pour, obstructed water cooling, 12 DEG C of water flowing coolings, cooling 3 sides of 22 DEG C of water flowings
The T of casegRespectively 0 DEG C, 23 DEG C, 13 DEG C) and the above parameter substitute into formula 1 calculate: obstructed water cooling scheme σmax=
3.25MPa；12 DEG C of chilled water water flowing cooling scheme σmax=2.91MPa；22 DEG C of normal-temperature water water flowing cooling scheme σmax=
3.07MPa。C9040 concrete axle center tensile strength standard values are 2.39MPa, and 3 scheme stress are both greater than allowable stress, practical
18 DEG C taken of constructing pour+14~20 DEG C of logical chilled water cooling provisions, still have crack risk, need to reinforce temperature control, it is proposed that
Reinforce winter closing hole heat preservation and improves minimum temperature T in winter holemin。
According to above-mentioned construction stage Finite element arithmetic achievement, obstructed water cooling scheme σmax=3.24MPa；12 DEG C of refrigeration
Water water flowing cooling scheme σmax=2.90MPa；22 DEG C of normal-temperature water water flowing cooling scheme σmax=3.05MPa.It is missed with 1 calculated value of formula
Difference is only 0.3%, 0.3%, 0.7%, and error is very small.
As a result illustrate, formula 1 calculates stress achievement and Finite element arithmetic value is very consistent, and error is very small；It says simultaneously
It is bright, the cooling arrangement and method for construction of+14~20 DEG C of logical chilled waters is poured using 18 DEG C of summer in construction, temperature stress is still larger, still
There is crack risk, need to further strengthen temperature control, it is proposed that reinforces the heat preservation of winter hole and improve winter temperature in hole.
<embodiment two>flood discharging tunnel is without pressure IV class surrounding rock area F4 type 1.5m lining cutting of section gateway opening type tunnel bottom plate
Basic document is same as above.To reduce length, design phase, IV class surrounding rock area F4 type lining cutting summer temperature control are only briefly introduced
Calculating achievement.
Design phase, July 1 summer, pouring construction, calculated temperature T in holeaIt is 25.63 DEG C, winter minimum temperature Tmin=
20℃.According to the above data, H=1.5m, W=15.2m, L=9m, C=40, E=20GPa, T0=18 DEG C.Draft temperature control scheme
(18 DEG C pour, and obstructed water cooling, 12 DEG C of water flowing coolings, 22 DEG C of water flowings cool down), calculating Tg is respectively 0 DEG C, 23 DEG C, 13 DEG C, is incited somebody to action
The above parameter substitutes into formula 1 and calculates: obstructed water cooling scheme σmax=2.147MPa；12 DEG C of chilled water water flowing cooling scheme σmax
=1.75MPa；22 DEG C of normal-temperature water water flowing cooling scheme σmax=1.927MPa.Both less than axial tensile strength standard value is
2.39MPa, therefore design mistake is met the requirements.It can be using the cooling measure scheme of obstructed water.
Original design pours+22 DEG C of normal-temperature water water flowing cooling schemes using 18 DEG C, calculates stress σmax=1.927MPa, is less than
Axial tensile strength standard value is 2.39MPa, meets the requirements, there is certain affluence degree, design scheme reasonable.
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.According to the above data, H=1.5m, W=15.2m, L=9m, C=40, E=20GPa, T0=18 DEG C.It drafts
Temperature control scheme (18 DEG C pour, and obstructed water cooling, 1 DEG C of water flowing cooling, 22 DEG C of water flowings are cooling), calculate Tg be respectively 0 DEG C, 23 DEG C,
13 DEG C, above parameter substitution formula 1 is calculated: obstructed water cooling scheme σmax=2.776MPa；12 DEG C of chilled water water flowings are cooling
Scheme σmax=2.38MPa；22 DEG C of normal-temperature water water flowing cooling scheme σmax=2.552MPa.Recommend to pour+12 DEG C of systems using 18 DEG C
Cold water water flowing cooling scheme.
In practice of construction ,+12 DEG C of chilled water water flowing cooling schemes are poured using 18 DEG C, calculate stress σmax=2.38MPa,
It is 2.39MPa less than axial tensile strength standard value, meets the requirements, rich degree is small, and arrangement and method for construction is reasonable.
18 DEG C of Finite element arithmetic pour+12 DEG C of chilled water water flowing cooling scheme stress σmax=2.42MPa, formula 1 calculate
Value 2.38MPa, error only 1.65%, very little.
<comparative analysis>
With Finite element arithmetic comparison of results:
III 1 class surrounding rock area F2 type 1.0m thickness lining cutting, the construction stage, July 1 summer pouring construction, formula 1 calculate, 18
DEG C obstructed water cooling scheme σ pouredmax=3.25MPa, 18 DEG C pour+12 DEG C of chilled water water flowing cooling scheme σmax=
2.91MPa, 18 DEG C pour+22 DEG C of normal-temperature water water flowing cooling scheme σmax=3.07MPa；Finite element arithmetic value is respectively
3.24MPa,2.90MPa,3.05MPa.1 calculated value error of formula is only 0.3%, 0.3%, 0.7%, and error is very small.IV class
Country rock area F4 type lining cutting, July 1 summer pouring construction, construction stage FInite Element scheme calculated value σmax=2.42MPa, formula
1 calculates stress value σmax=2.38MPa, error only 1.65%.Error all very littles, fully meet engineering calculation required precision.
Compared with thermal cracking checks achievement:
Formula 1 calculates stress achievement explanation, and the 1.0m bottom plate lining concrete in III 1 class surrounding rock areas has certain crack wind
Crack will not occur for danger, IV class surrounding rock area 1.5m bottom plate lining concrete.(table 6 is gone up) in Practical Project, only the hole 1# 1.0m bottom plate
There are two cracks.Above-mentioned calculating achievement checks (C) conclusion " more hard complete thermal cracking of country rock of achievement with 6 thermal cracking of table
It is more " it is consistent；And it is performance III 1 good class surrounding rock area 1.0m bottom plate lining concretes has crack, the IV class surrounding rock area bottom 1.5m
Crack will not occur for plate lining concrete.
To sum up example calculation analytic explanation, calculation formula of the present invention 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 (season) can be calculated rapidly pours city gate
The maximum temperature tensile stress of hole type tunnel floor structure lining concrete construction time, calculating error is small, can be completely used for reality
Engineering carries out temperature crack control design, especially Preliminary design and the site operation phase is designed 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 temperature stress control Fast design method is not merely defined in described in the embodiment above
Content, but be defined by the scope defined by the claims..Those skilled in the art of the invention are on the basis of the embodiment
On any modify or supplement or equivalence replacement done, all in claim range claimed of the invention.
Claims (6)
1. a kind of tunnel bottom plate lining concrete temperature controlled anticracking temperature stress controls Fast design method, which is characterized in that including
Following steps:
Step 1. collects the calculating of bottom plate lining concrete temperature controlled anticracking and uses data；
Step 2., which is analyzed, determines bottom plate lining concrete temperature controlled anticracking target and permission temperature stress [σmax] value；
Step 3. designs temperature controlled anticracking measure scheme, including following sub-step:
Step 3-1. analyzes variable, drafts multiple bottom plate lining concrete temperature controlled anticracking working measure schemes；
Step 3-2. calculates each side's case bottom plate lining concrete construction time maximum temperature tensile stress sigmamax:
σmax=-0.0936 × H-0.0197 × H2- 0.1245 × W+0.2368 × L+0.0350 × C+0.0382 × E+
0.1021×T0- 0.0172 × Tg- 0.1344 × Ta- 0.1085 × (Ta- Tmin) -0.6063/H+0.1757 × (Ta?
Tmin)/H-0.0006 × E2+0.0051×W2+0.0182×H×T0+0.0489×H×(Ta- Tmin)+0.3972 (public affairs
Formula 1)
In above formula: H is the thickness of bottom plate lining concrete structure；W is the width of bottom plate lining concrete structure；L is that parting is long
Degree；E is surrounding rock deformation monitor；C is the strength grade that bottom plate lining concrete presses the design of 90 day age；T0For bottom plate lining cutting coagulation
Native placing temperature；TaAir themperature in tunnel when for bottom plate lining concrete pouring construction；TminFor winter minimum temperature in hole；Tg
=35-Tw, indicate the temperature effect value of water flowing and the cooling situation of obstructed water, take 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；
Step 3-3. is in σmax≤【σmax] in the case where, according to the principle advantageous measure scheme of simple and practical economy, answered for construction
With.
2. tunnel bottom plate lining concrete temperature controlled anticracking temperature stress according to claim 1 controls Fast design method,
It is characterized by:
Wherein, in step 1, the calculating data of collection includes: to serve as a contrast comprising temperature controlled anticracking design and calculating achievement, bottom plate lining cutting
The liner structure design data of building concrete cross dimensions, strength grade of concrete includes geological conditions surrounding rock deformation monitor, tunnel
The environmental data of climate simulation rule in hole, water temperature annual variation law, and includes concrete pouring construction temperature control measures side
Air themperature in hole when case, placing temperature, pouring construction, whether water flowing is cooling and its concrete pouring construction data of water temperature.
3. tunnel bottom plate lining concrete temperature controlled anticracking temperature stress according to claim 1 controls Fast design method,
It is characterized by:
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 that temperature controlled anticracking target and bottom plate lining concrete allow temperature stress [σmax] value.
4. tunnel bottom plate lining concrete temperature controlled anticracking temperature stress according to claim 1 controls Fast design method,
It is characterized by:
Wherein, in step 2, bottom plate lining concrete allows temperature stress [σmax] axial tensile strength standard can be used in value
Value.
5. tunnel bottom plate lining concrete temperature controlled anticracking temperature stress according to claim 1 controls Fast design method,
It is characterized by:
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 temperature stress according to claim 1 controls Fast design method,
It is characterized by:
Wherein, it in step 3-2, when strength grade of the liner structure using the design of 28 day age, needs by weight of specification
For the strength grade of 90 day age design；Construction time such as uses curtain to keep the temperature, so that air themperature improves in subterranean tunnel, then Ta
And TminIt should be using the air themperature in tunnel after improving.
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