CN109815613A - Door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method - Google Patents
Door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method Download PDFInfo
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Abstract
The present invention provides a kind of door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method, it is characterised in that the following steps are included: step 1., which collects the calculating of door opening shape lining side wall concrete temperature controlled anticracking, uses data；Step 2. calculates door opening shape lining side wall concrete construction time maximum temperature tensile stress sigmamax=0.0583 × L+0.0638 × C+0.1643 × T0‑0.1394×Ta+0.1471×(Ta‑Tmin)‑0.0007×Tg×C+0.0253×E×H-0.8201.This method calculation formula is simple, and the maximum temperature tensile stress that any period pours the door opening shape section structure lining side wall concrete construction time can be calculated rapidly, it is small to calculate error, it can be during pouring construction for the change found the problem with construction technology, condition etc., it carries out construction time temperature tensile stress to calculate real-time, quickly, to realize temperature control target.
Description
Technical field
The invention belongs to engineering structure Concrete Temperature Control crack prevention technique fields, and in particular to a kind of door opening shape section lining cutting side
Wall concrete construction phase maximum temperature tensile stress calculation 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 side wall concrete, largely
The artificial property of coefficient value 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, at present used in Underground Engineering Lining side wall concrete construction time temperature controlled anticracking, without specific
It is required that and technical standard；Existing design calculation method, FInite Element spend time, expense more, are not applied for no concrete
Scheme quickly adjusts in the concept phase of test result and construction；Strong constraint method error is larger, is unable to calculation of temperature stresses；
It is all difficult to 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 door opening as shown in Figure 3
Shape lining side wall concrete construction time maximum temperature tensile stress quick calculation method can ask during pouring construction for discovery
The change of topic and construction technology, condition etc. realizes temperature control target in real time for Optimal improvements construction temperature control measures.
The present invention to achieve the goals above, uses following scheme:
The present invention provides a kind of door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method, feature
It is, comprising the following steps:
Step 1. collects the calculating of door opening shape lining side wall concrete temperature controlled anticracking and uses data；
Step 2. calculates door opening shape lining side wall concrete construction time maximum temperature tensile stress sigmamax:
σmax=0.0583 × LL+0.0638 × LC+0.1643 × LT0- 0.1394 × LTa+0.1471×(Ta?
Tmin) -0.0007 × Tg×+0.0253 × E × H-0.8201 (formula 1),
In above formula: σmaxFor door opening shape lining side wall lining concrete construction time maximum temperature tensile stress (MPa)；H is lining cutting
The thickness (m) of side wall concrete structure；H0For peripheral wall height (m)；L is parting length (m)；E is surrounding rock deformation monitor (GPa)；C
The strength grade (MPa) of 90 day age design is pressed for lining side wall concrete；T0For lining side wall concrete placing temperature (DEG C)；
TaAir themperature (DEG C) in hole when for lining side wall concrete pouring construction；TminFor winter minimum temperature (DEG C) in hole；Tg=35-
Tw, indicate the temperature effect value (DEG C) 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 (DEG C).
By the thickness of door opening shape liner structure abutment wall, 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 substitutes into formula
1, can calculate the corresponding period pours the construction time maximum temperature tensile stress of door opening shape lining side wall lining concrete.
Preferably, door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method provided by the invention,
It can also have the feature that in step 1, the calculating data of collection includes: liner structure design data, especially temperature control
Crack Control Design and calculating achievement, lining side wall concrete cross dimensions (thickness, width, parting length etc.), concrete strength etc.
Grade；Climate simulation rule, water temperature annual variation law in environmental data, especially geological conditions surrounding rock deformation monitor, hole；Coagulation
Air Temperature in hole when native pouring construction data, especially concrete pouring construction temperature control measures scheme, placing temperature, pouring construction
Degree, whether water flowing is cooling and its water temperature etc..
Preferably, door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method provided by the invention,
It can also include: step 3. analysis maximum temperature tensile stress sigmamaxInfluence to temperature controlled anticracking target, and corresponding control is taken to arrange
It applies.
Preferably, door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method provided by the invention,
Can also have the feature that step 3 specifically includes following sub-step: step 3-1. analyzes liner structure temperature controlled anticracking data,
Especially analysis understands its temperature controlled anticracking target and Crack Control index, concrete strength and allowable tensile stress value, former calculating temperature
Control measure scheme and allowable tensile stress value；Step 3-2. tensile stress value comparative analysis: by calculated maximum temperature tensile stress sigmamax
Temperature control measures scheme is calculated with original and allowable tensile stress value, concrete allowable tensile stress value compare, and analysis checks whether that satisfaction is wanted
It asks；Step 3-3. measure scheme improves and optimizates in real time: according to comparative analysis as a result, if there is rich (tensile stress is smaller) then optimizes
Mitigate temperature control measures (such as cooling without water flowing), if tensile stress is more than controlling value, reinforces temperature control measures (as reinforced using
Chilled water water flowing is cooling, reduces placing temperature).
Preferably, door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method provided by the invention,
It can also have the feature that in step 2, when strength grade of the lining side wall 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 2 are proposed is based on to door opening shape lining side wall 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 door opening shape lining side wall structure and its
It is illustrated for related parameter: based on the door opening shape lining side wall structure and its related parameter, and combining domestic similar
Engineering establishes threedimensional model as shown in Figure 4, carries out FInite Element simulation calculation to various possible situations (175 schemes).Base
This parameter and numerical procedure see the table below 1, each scheme lining side wall concrete construction time maximum temperature tensile stress sigmamaxIt is also found in table 1:
1 door opening shape section lining side wall concrete temperature stress calculation scheme of table and maximum temperature tensile stress
For 175 scheme door opening shape lining side wall lining concrete construction time maximum temperature tensile stress sigmas listed by table 1maxInto
Row statistical analysis and further investigation, obtain the result consistent with above-mentioned formula 1.
The action and effect of invention
Door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method provided by the present invention calculates public
Formula is simple, can comprehensively, rationally reflect the thickness of door hole type liner structure abutment wall, width, parting length, strength grade of concrete,
Air themperature in hole when surrounding rock deformation monitor, placing temperature, pouring construction, winter minimum temperature in hole, whether water flowing it is cooling and
The influence of the principal elements such as its water temperature.Can calculate any period rapidly pours door opening shape section structure lining side wall concrete
The maximum temperature tensile stress of construction time, calculating error is small, can be completely used for Practical Project and carries out construction time temperature tensile stress meter
It calculates, especially Preliminary design and site operation phase calculates analysis real-time, quickly.
Detailed description of the invention
Fig. 1 is third stock market flood discharging tunnel lining side wall concrete crack situation map involved in background technique；
Fig. 2 is shiplock area of Three Gorses Project underground conveyance tunnel lining side wall concrete crack involved in background technique
Situation map；
Fig. 3 is the structural schematic diagram of door opening shape section lining side wall concrete involved in the embodiment of the present invention；
Fig. 4 is door opening shape section liner structure three-dimensional finite element model figure involved in the embodiment of the present invention；
Fig. 5 is that door opening shape lining side wall concrete construction time maximum temperature tensile stress involved in the embodiment of the present invention calculates
The flow chart of 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, answered with Xi Luo Du reservoir flood discharging tunnel without pressure section door opening shape section lining side wall concrete temperature
Power calculated examples are specific to door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method of the present invention
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 door opening shape lining cutting side without pressure section
Wall, 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.According to the initial stage of excavation
The data that field data and designing institute provide in hole, it is 23.5 DEG C that design phase designing unit, which takes average temperature of the whole year in hole, temperature
Year, luffing was 1.5 DEG C, and code requirement cosine formula 2 calculates.Execution conditions, bidding document can provide machine outlet 14 DEG C of refrigeration quotient
Product 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 2 is without pressure section door opening shape tunnel lining and rocvk classification
(2) temperature controlled anticracking 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 1m.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；It is low
Warm season usual warm water.
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 and cause to mix in hole
Solidifying soil 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 4.3%, 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 down without pressure section door opening shape tunnel lining distress in concrete situation by structural sections and construction segmentation statistics
Table 6:
The left and right bank flood discharging tunnel of table 6 is without pressure section door opening shape 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
It pours within August 1 day, the σ of design phase numerical procedure 55max=2.12MPa, minimum factor of safety against cracking 1.99；Construction stage calculates
The σ of scheme 43max=3.76MPa, minimum factor of safety against cracking 1.12；It poured within winter 1 day 2 months, design phase numerical procedure 156
σmax=2.07MPa, minimum factor of safety against cracking 1.89；The σ of construction stage numerical procedure 139max=3.31MPa, minimum are anti-
Split safety coefficient 1.16, the σ of numerical procedure 142max=3.16MPa, minimum factor of safety against cracking 1.29；IV class surrounding rock area F4 type
1.5m thickness lining cutting pours for summer August 1st, the σ of construction stage numerical procedure 28max=2.93MPa, minimum factor of safety against cracking
1.44。
<embodiment one>flood discharging tunnel is without pressure III 1 class surrounding rock area F2 type 1m thickness lining cutting of section door opening shape section
III 1 class surrounding rock area F2 type 1m thickness lining cutting are flood discharging tunnels without quantity in pressure section door opening shape section at most, temperature controlled anticracking
The biggish structural sections of difficulty.
As shown in figure 5, door opening shape lining side wall concrete construction time maximum temperature tensile stress meter provided by the present embodiment
Calculation method the following steps are included:
Step 1. collects lining side wall concrete structure temperature controlled anticracking and calculates the data of using:
Lining side wall design data, lining side wall 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. calculates lining side wall concrete construction time maximum temperature tensile stress sigmamax:
Concrete construction during hot season was poured with August 1st as representative；Low temperature season construction was poured with 1 day 2 months as representative.
It pours within summer August 1 day, T is calculated by formula 2a≈25℃.Draft numerical procedure: hot weather construction, 18 DEG C to pour+15 DEG C of water flowings cold
But, the related parameter of III 1 class surrounding rock area F2 type lining cutting of door opening shape section is substituted into formula 1 and calculates to obtain σmax=1.97MPa.It drafts: the winter
The construction of 1 day 2 months season calculates T by formula 2a23 DEG C of ≈, 18 DEG C pour+15 DEG C of water flowings coolings, calculate to obtain σmax=1.87MPa.
Step 3. analyzes maximum temperature tensile stress sigmamaxInfluence to temperature controlled anticracking target, and corresponding control measure are taken, have
Body includes following sub-step:
Step 3-1. analytical calculation lining side wall structure temperature controlled anticracking data, especially analysis understand its temperature controlled anticracking target
With Crack Control index, concrete strength and allowable tensile stress value, former calculating temperature control measures scheme and allowable tensile stress value.Flood discharge
Hole flow velocity is high, and lining side wall concrete is to prevent harmfulness thermal cracking.Concrete strength C9040, according to the Concrete Structure Design
Specification, axial tensile strength standard value are 2.39MPa, design value 1.71MPa.
Step 3-2. tensile stress value comparative analysis will calculate maximum temperature tensile stress sigmamaxTemperature control measures scheme is calculated with original
It is compared with allowable tensile stress value, concrete allowable tensile stress value, analysis, which checks whether, to be met the requirements.Design phase FInite Element meter
It calculates, the σ of summer scheme 55 (18 DEG C pour+15 DEG C of water flowings coolings)max=2.12MPa, minimum factor of safety against cracking 1.99.It is maximum
1 calculated value 1.97MPa of tensile stress formula.18 DEG C of winter construction scheme 156 pour+15 DEG C of water flowings coolings, and maximum tension stress is public
1 calculated value σ of formulamax=1.87MPa, Finite element arithmetic value 2.07MPa.1 calculated value of maximum tension stress formula and FInite Element meter
It is very not small to calculate value difference, error is respectively -0.07%, -9.7%, and is again smaller than axial tensile strength standard value
2.39MPa, therefore design mistake is met the requirements.
Step 3-3. according to comparative analysis as a result, to calculate tensile stress suitable with former FInite Element calculated value, error respectively-
0.07%, -9.7%, therefore temperature control scheme is reasonable.
The real-time lining side wall concrete temperature stress calculation of work progress and analysis:
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.
Design must be re-started in real time due to temperature change in hole, in construction to calculate.
Also according to above-mentioned design method, summer August pouring construction on the 1st, temperature T in holeaBe 25.99 DEG C, 18 DEG C pour+
16 DEG C of water flowings are cooling, calculate to obtain σmax=3.54MPa, the error with Finite element arithmetic value are -5.85%.It applied within winter 1 day 2 months
Work, 16 DEG C pour+12 DEG C of water flowings coolings, calculate to obtain σmax=2.98MPa；16 DEG C pour, and obstructed water is cooling, calculate to obtain σmax=
3.62MPa, the error with Finite element arithmetic value are respectively -5.7%, 9.5%.According to construction stage Finite element arithmetic, summer
Season August pouring construction on the 1st, 18 DEG C of cooling, minimum factors of safety against cracking 1.12 that pour+16 DEG C of water flowings；Winter construction, 16 DEG C pour
The σ of obstructed water cooling scheme 139max=3.31MPa, 1.16,16 DEG C of minimum factor of safety against cracking pour the cooling meter of+12 DEG C of water flowings
The σ of calculation scheme 142max=3.16MPa, minimum factor of safety against cracking 1.29.
As a result illustrate, formula 1 calculates stress achievement and Finite element arithmetic value is very consistent, and error is small；Illustrate simultaneously, it is real
In the construction of border 18 DEG C of summer pour+16 DEG C of water flowing coolings, 16 DEG C of winter pour the cooling arrangement and method for construction of+12 DEG C of water flowings, due to applying
Temperature reduces in tunnel excavation perforation hole in work, and practical factor of safety against cracking is all smaller, still there is crack risk, needs further
Reinforce temperature control, it is proposed that reinforce the heat preservation of winter hole and improve temperature in hole.
<embodiment two>flood discharging tunnel is without pressure section door opening shape section IV class surrounding rock area F4 type lining cutting
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, summer August pouring construction on the 1st, temperature T in holeaIt is 25 DEG C, 18 DEG C pour+15 DEG C of water flowings coolings, meter
Calculate to obtain σmax=1.74MPa；It is 2.39MPa less than axial tensile strength standard value, therefore design mistake is met the requirements.It applies
Work real-time control stage, summer August pouring construction on the 1st, temperature T in holeaIt is 25.99 DEG C, 18 DEG C pour+15 DEG C of water flowings coolings,
Calculate to obtain σmax=3.12MPa.The σ of construction stage Finite element arithmetic scheme 28max=2.93MPa, minimum factor of safety against cracking
1.44。
The result shows that: formula 1 calculates stress value and FInite Element error is small, and only 6.8%；Construction time is low due to winter temperature
In design value (23-12.59=10.41 DEG C), maximum tension stress 3.12MPa is greater than axial tensile strength standard value 2.93MPa,
Factor of safety against cracking 1.44 is less than code requirement value 1.5, still there is lesser crack risk.It is mentioned it is recommended that reinforcing the heat preservation of winter hole
Temperature in high hole, or water flowing coolant water temperature is reduced to 8 DEG C.
<comparative analysis>
With Finite element arithmetic comparison of results:
III 1 class surrounding rock area F2 type 1m thickness lining cutting, design phase, 55 calculated value σ of FInite Element summer schememax=
2.12MPa, 1 calculated value 1.97MPa of formula, error are respectively -0.07%, 156 Finite element arithmetic value of winter construction scheme
2.07MPa, 1 calculated value σ of formulamax=1.87MPa error -9.7%.Construction stage, summer August pouring construction on the 1st, scheme 43
Finite element arithmetic value σmax=3.76MPa calculates to obtain σmax=3.54MPa, error are -5.7%, are constructed within winter 1 day 2 months, side
142 Finite element arithmetic value σ of casemax=3.16MPa, 1 calculated value σ of formulamax=2.98MPa, error are -5.7%；Scheme 142
Finite element arithmetic value σmax=3.16MPa, 1 calculated value σ of formulamax=3.62MPa, error 9.5%.IV class surrounding rock area F4 type
Lining cutting, summer August pouring construction on the 1st, 28 calculated value σ of construction stage FInite Element schememax=2.93MPa, the calculating of formula 1 are answered
Force value σmax=3.12MPa, error only 6.8%.Error is all smaller, meets engineering calculation required precision.
Compared with thermal cracking checks achievement:
Formula 1 calculates stress achievement explanation, and the lining side wall concrete in III 1, IV class surrounding rock area has certain crack wind
Danger, and III 1 class surrounding rock areas are more much bigger than the stress of the lining cutting in IV class surrounding rock area, and distress in concrete is more.With 6 thermal cracking of table
Check that (C) conclusion " the more hard complete thermal cracking of country rock is more " of achievement is consistent.
To sum up example calculation analytic explanation, calculation formula of the present invention is simple, can comprehensively, rationally reflect lining side wall structure ruler
Very little, strength grade of concrete, placing temperature, the variation of air themperature year and pours in phase hole in hole 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 door
The maximum temperature tensile stress of hole shape section structure lining side wall 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 door opening shape section lining side wall concrete structure, by appropriate
Adjustment and deformation, can be applied in similar engineering especially underground engineering structure and other lining cutting completely.Obviously, ability
The technical staff in domain can carry out the deformation of certain formula structures without departing from scope and spirit of the present invention to the present invention.If
These changes and deformation belong in the range of the claims in the present invention and its equivalent technologies, then the intention invented also changes comprising these
Including dynamic and deformation.
Above-described embodiment is only the illustration done to technical solution of the present invention.Door opening shape lining according to the present invention
Block side wall concrete construction time maximum temperature tensile stress calculation 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
Any modify or supplement or equivalence replacement done, all in claim range claimed of the invention.
Claims (5)
1. a kind of door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method, which is characterized in that including with
Lower step:
Step 1. collects the calculating of door opening shape lining side wall concrete temperature controlled anticracking and uses data；
Step 2. calculates door opening shape lining side wall concrete construction time maximum temperature tensile stress sigmamax:
σmax=0.0583 × L+0.0638 × C+0.1643 × T0- 0.1394 × Ta+0.1471×(Ta- Tmin) -0.0007
×Tg× C+0.0253 × E × H-0.8201,
In above formula: H is the thickness of lining side wall concrete structure；H0For peripheral wall height；L is parting length；E is surrouding rock deformation mould
Amount；C is the strength grade that lining side wall concrete presses the design of 90 day age；T0For lining side wall concrete placing temperature；TaFor lining
Air themperature in hole when building side wall concrete pouring construction；TminFor winter minimum temperature in hole；Tg=35-Tw, indicate water flowing and
The temperature effect value of the cooling situation of obstructed water, takes T in the case where no water flowing is coolingw=35 DEG C, in the cooling situation of water flowing
Lower TwFor water flowing temperature.
2. door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method according to claim 1,
It is characterized in that:
Wherein, in step 1, the calculating data of collection includes: disconnected comprising temperature controlled anticracking design and calculating achievement, lining side wall
The liner structure design data of face size, strength grade of concrete includes temperature annual variation in geological conditions surrounding rock deformation monitor, hole
The environmental data of law, water temperature annual variation law, and comprising concrete pouring construction temperature control measures scheme, placing temperature,
Air themperature in hole when pouring construction, whether water flowing is cooling and its concrete pouring construction data of water temperature.
3. door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method according to claim 1,
It is characterized in that, further includes:
Step 3. analyzes maximum temperature tensile stress sigmamaxInfluence to temperature controlled anticracking target, and take corresponding control measure.
4. door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method according to claim 3,
It is characterized in that, further includes:
Wherein, step 3 specifically includes following sub-step:
Step 3-1. analyzes liner structure temperature controlled anticracking data, includes: temperature controlled anticracking target and Crack Control index, strong concrete
Degree and allowable tensile stress value, former calculating temperature control measures scheme and allowable tensile stress value；
Step 3-2. tensile stress value comparative analysis: by calculated maximum temperature tensile stress sigmamaxTemperature control measures scheme is calculated with original
It is compared with allowable tensile stress value, concrete allowable tensile stress value, analysis, which checks whether, to be met the requirements；
Step 3-3. measure scheme improves and optimizates in real time: according to comparative analysis as a result, optimizing mitigation temperature if tensile stress is smaller
Control measure reinforces temperature control measures if tensile stress is more than controlling value.
5. door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method according to claim 1,
It is characterized in that:
Wherein, in step 2, it when strength grade of the lining side wall concrete using the design of 28 day age, needs according to specification
It is scaled the strength grade of 90 day age design；Construction time such as uses curtain to keep the temperature, so that air themperature improves in Underground Tunnels, then
TaAnd TminIt should be using the air themperature in hole after improving.
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