CN112597566B - Method for optimizing tensile stress of concrete gate pier in construction period - Google Patents
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Abstract
The invention discloses a method for optimizing tensile stress of a concrete gate pier in a construction period, which comprises the following steps: according to the highest temperature in the construction period of the target concrete gate pier, the length, the width and the concrete strength grade of the target concrete gate pier and a tension load corresponding to a prestress applied to the target concrete gate pier, acquiring the tensile stress of the target concrete gate pier in the construction period, comparing the tensile stress with the tensile strength of concrete for pouring the target concrete gate pier, and debugging related parameters of the target concrete gate pier if the tensile strength is exceeded, so that the tensile stress of the target concrete gate pier in the construction period is optimized; the method provided by the invention is simple to operate, and is used for optimizing the tensile stress of the concrete gate pier in the construction period so as to prevent the gate pier from cracking under the constraint action of the bottom plate.
Description
Technical Field
The invention relates to the technical field of buildings, in particular to a method for optimizing tensile stress of a concrete gate pier in a construction period.
Background
As a typical inverted T-shaped concrete structure, the water gate pier cracks, and the safety and the stability of the structure are seriously influenced. The gate pier crack is the result of the comprehensive effect of factors such as the structure size of the pier body, the temperature difference between the inside and the outside, the temperature drop amplitude, the foundation constraint, the dry shrinkage of the concrete, the autogenous volume deformation and the like. The gate pier has a single structure and is thin, the bottom plate has an obvious constraint effect, and the probability of crack generation on the structure is higher no matter the temperature difference between the inside and the outside in the early stage or the temperature drop shrinkage in the later stage.
The method for calculating the tensile stress during the construction period of the large-volume concrete pier wall is a finite element method, but a unified modeling and calculating method is not formed, so that different calculators can obtain different results for the same structure, and a large amount of time is needed for establishing a finite element model and a large amount of simulation calculation. Under the condition of short design and construction time, the limited unit method is not efficient. Therefore, the rapid calculation of the tensile stress in the construction period of the large-volume concrete gate pier is an urgent problem to be solved.
Disclosure of Invention
The purpose of the invention is as follows: the method for rapidly acquiring the tensile stress of the concrete gate pier in the construction period and optimizing the tensile stress is provided.
The technical scheme is as follows: the method provided by the invention comprises the following steps:
step A, obtaining the highest temperature T of the interior of the target concrete gate pier in the construction period max Combined with the lowest temperature T of the target concrete gate pier during the application period min Further acquiring the maximum temperature drop delta T inside the gate pier;
step B, obtaining the length L and the width W of the target concrete gate pier, and the concrete strength grade C for pouring the target concrete gate pier, wherein the formula is combined:
σ max ＝[(C/30) 1.28 ×(-0.0005ΔT 2 +0.109ΔT)]×(1-e -0.15L0.95 )×[-0.19×abs(W/2-0.5) 1.16 +1.06]
obtaining the maximum tensile stress sigma in the target concrete gate pier in the construction period max Abs (·) is a function for absolute value, e is a natural constant;
step C, acquiring a tension load P corresponding to the prestress based on the prestress applied in the target concrete gate pier, and according to a formula:
f＝σ max -Δσ·P
acquiring the tensile stress f of the target concrete gate pier in the construction period; wherein delta sigma is the maximum tensile stress sigma inside the target concrete gate pier when a unit tensile load P is applied to the target concrete gate pier max The amount of reduction of (c);
d, judging whether the tensile stress f of the target concrete gate pier in the construction period is greater than the tensile strength of concrete for pouring the target concrete gate pier, and if so, optimizing the tensile stress f of the target concrete gate pier in the construction period; otherwise, no processing is performed.
As a preferable aspect of the present invention, in step a, Δ T = T max -T min 。
As a preferable aspect of the present invention, in step D, the tensile stress f of the target concrete gate pier during construction is optimized according to the following method, and the process returns to step a:
adjusting the temperature rise amplitude of the target concrete gate pier poured in the construction period by introducing water for cooling or adding an inhibitor into the concrete gate pier, and further realizing the highest temperature T inside the target concrete gate pier max And (4) adjusting.
As a preferred aspect of the present invention, in step D, the tensile stress f of the target concrete gate pier during construction is optimized according to the following method, and the method returns to step B:
the length L and the width W of each target concrete gate pier are adjusted by parting and blocking.
As a preferred aspect of the present invention, in step D, the tensile stress f of the target concrete gate pier during construction is optimized according to the following method, and the method returns to step B:
the adjustment of the strength grade C of the concrete is realized by changing the type of the concrete for pouring the target concrete gate pier.
As a preferable aspect of the present invention, in step D, the tensile stress f of the target concrete gate pier during construction is optimized according to the following method, and the process returns to step C:
and adjusting the tensioning load P corresponding to the prestress by adjusting the prestress applied in the target concrete gate pier.
Has the beneficial effects that: compared with the prior art, the method provided by the invention takes the highest temperature in the target concrete gate pier in the construction period, the length, the width and the concrete strength grade of the target concrete gate pier and the tension load corresponding to the prestress applied in the target gate pier into consideration, obtains the tensile stress of the target concrete gate pier in the construction period, compares the tensile stress with the tensile strength of concrete for pouring the target concrete gate pier, and optimizes the tensile stress of the target concrete gate pier in the construction period according to the comparison result; the method provided by the invention is simple to operate, can quickly obtain the tensile stress of the concrete gate pier in the construction period, and optimizes the tensile stress of the concrete gate pier in the construction period to meet the requirement so as to prevent the gate pier from cracking under the constraint action of the bottom plate.
Drawings
FIG. 1 is a block diagram of a tensile stress optimization process provided in accordance with an embodiment of the present invention;
fig. 2 is a schematic structural view of a pier wall formed on a foundation according to an embodiment of the present invention;
FIG. 3 is a schematic structural diagram of a finite element simulated pier wall according to an embodiment of the invention;
FIG. 4 is a graph of the relationship between the width of the gate pier and the maximum tensile stress inside the gate pier according to the embodiment of the invention;
FIG. 5 is a graph of the relationship between the length of the gate pier and the maximum tensile stress inside the gate pier according to the embodiment of the invention;
fig. 6 is a graph showing the relationship between the material of the gate pier, the temperature drop amplitude and the maximum tensile stress inside the gate pier, provided according to an embodiment of the invention.
Detailed Description
The invention is further described below with reference to the accompanying drawings. The following examples are only for illustrating the technical solutions of the present invention more clearly, and the protection scope of the present invention is not limited thereby.
Referring to fig. 1, the method provided by the present invention includes: according to the highest temperature in the construction period of the target concrete gate pier, the length, the width and the concrete strength grade of the target concrete gate pier and the tension load corresponding to the prestress applied to the target concrete gate pier, the tensile stress of the target concrete gate pier in the construction period is obtained, the tensile stress is compared with the tensile strength of concrete for pouring the target concrete gate pier, if the tensile strength is exceeded, relevant parameters of the target concrete gate pier are debugged, and therefore the tensile stress of the target concrete gate pier in the construction period is optimized.
Referring to fig. 2, in the embodiment of the present invention, the concrete gate piers and the bottom plate for supporting the concrete gate piers together constitute a concrete pier wall, and a cushion layer is spaced between the bottom plate of the concrete pier wall and the foundation when the concrete pier wall is constructed on the foundation.
Specifically, the method comprises the following steps:
step A, obtaining the highest temperature T of the interior of the concrete gate pier in the construction period max Combined with the lowest temperature T of the concrete gate pier during the application period min Further acquiring the maximum temperature drop delta T inside the gate pier;
step B, obtaining the length L and the width W of the concrete gate pier and the concrete strength grade C for pouring the concrete gate pier, and combining a formula:
σ max ＝[(C/30) 1.28 ×(-0.0005ΔT 2 +0.109ΔT)]×(1-e -0.15L0.95 )×[-0.19×abs(W/2-0.5) 1.16 +1.06]
obtaining the maximum tensile stress sigma in the concrete gate pier in the construction period max Abs (. Circle.) is the absolute value function, and e is a natural constant.
Obtaining the maximum tensile stress sigma in the concrete gate pier in the construction period max The method specifically comprises the following steps:
constructing a concrete gate pier and a model for bearing a bottom plate of each concrete gate pier according to a finite element simulation method, and then executing the step B-1 to the step B; the model constructed is shown in FIG. 3:
step B-1, fitting the concrete gate pier with the length of 32.8m and the strength grade of C30 constructed in summer,and then calculating and analyzing the maximum tensile stress sigma related to the width inside the concrete gate pier corresponding to each width when the width of the concrete gate pier is different (1) max Width-dependent maximum tensile stress σ (1) max The expression of (a) is:
σ (1) max ＝5.79×[-0.19×abs(W2-0.5) 1.16 +1.06]
width dependent maximum tensile stress sigma (1) max The relationship with the width is shown in fig. 4.
According to the relationship shown in FIG. 4 and the maximum tensile stress σ related to the width (1) max Expression (c): when the width of the concrete gate pier is less than 1m, the maximum tensile stress in the concrete gate pier is positively correlated with the width of the concrete gate pier; when the width of the concrete gate pier is more than 1m, the maximum tensile stress in the concrete gate pier is in negative correlation with the width of the gate pier, and 1m is the most unfavorable width of the gate pier.
Step B-2, fitting gate piers which are constructed in summer and have the width of 2m and the strength grade of C30, and further calculating and analyzing the maximum tensile stress sigma (delta) related to the length inside the concrete gate pier corresponding to each length when the lengths of the concrete gate piers are different (2) max Length dependent maximum tensile stress σ (2) max The expression of (c) is:
σ (2) max ＝5.9×(1-e -0.15L0.95 )
length dependent maximum tensile stress sigma (2) max The relationship with length is shown in fig. 5.
According to the relationship shown in FIG. 5 and the maximum tensile stress σ depending on the length (2) max The expression of (c): when the length of the concrete gate pier is less than 20m, the maximum tensile stress in the concrete gate pier is increased along with the increase of the length of the concrete gate pier, and when the length of the concrete gate pier is greater than 20m, the maximum tensile stress in the concrete gate pier is close to a fixed value, and the fixed value is mainly related to the concrete temperature drop amplitude of the concrete gate pier.
Step B-3, fitting out the maximum temperature drop delta T in the concrete gate pier and the maximum temperature drop delta T in the concrete gate pier with the strength grade of C30The relation of the tensile stress, and then the maximum tensile stress sigma related to the temperature drop is obtained (3) max The expression of (a) is:
σ (3) max ＝-0.0005ΔT 2 +0.109ΔT
maximum tensile stress sigma dependent on temperature drop (3) max Expression (c): the maximum tensile stress inside the concrete gate pier increases along with the increase of the temperature drop amplitude.
And step B-4, the maximum tensile stress in the concrete gate pier is approximately in a linear relation with the elastic modulus final value and the autogenous volume deformation final value of the concrete, the concrete with different concrete strength grades has similar temperature drop amplitude and a maximum tensile stress relation curve in the gate pier, and therefore the relation between the different concrete strength grades and the maximum tensile stress in the concrete gate pier is fitted, and the maximum tensile stress sigma related to the strength grades is obtained (4) max The expression of (a) is:
σ (4) max ＝(C/30) 1.28 ×(-0.0005ΔT 2 +0.109ΔT)
wherein C is the concrete strength grade.
And step B-5, obtaining a calculation formula of the maximum tensile stress inside the concrete gate pier considering the temperature drop amplitude, the concrete strength grade, the length and the width of the concrete gate pier according to the analysis calculation results of the steps B-1 to B-4:
σ max ＝[(C/30) 1.28 ×(-0.0005ΔT 2 +0.109ΔT)]×(1-e -0.15L0.95 )×[-0.19×abs(W/2-0.5) 1.16 +1.06]
in the formula, σ (3) max The maximum tensile stress is MPa in the internal construction period of the concrete gate pier on the soft foundation; c is a concrete strength mark; the delta T is the maximum temperature drop amplitude inside the gate pier and is the minimum annual temperature of the gate pier subtracted from the peak value of the hydration heat temperature; l is the length of the gate pier; w is the width of the gate pier.
According to verification and calculation, the error rate of the maximum tensile stress in the gate pier during the internal construction period is 5.94 percent.
Step C, acquiring a tension load P corresponding to the prestress based on the prestress applied in the concrete gate pier, and according to a formula:
f＝σ max -Δσ·P
acquiring the tensile stress f of the concrete gate pier in the construction period; wherein delta sigma is the maximum tensile stress sigma inside the concrete gate pier when unit tension load P is applied to the concrete gate pier max The amount of reduction in (c).
The transverse cross-sectional area of the counterfort wall is 37m 2 Fitting the pier wall to obtain the maximum tensile stress sigma inside the concrete gate pier when unit tension load P is applied to the concrete gate pier max The calculation formula of the decrease amount Δ σ of (c) is:
Δσ＝2/(2.71S-99.457)
and S is the cross sectional area of the pier wall, and the cross sectional area of the pier wall is equal to the sum of the cross sectional areas of the cushion layer, the bottom plate and the gate pier in the pier wall.
The relationship curve of the temperature drop amplitude of the gate pier and the maximum tensile stress inside the gate pier is shown in figure 6.
In the foregoing embodiment, the length and width are in units of m, the temperature is in units of C, and the tensile strength is in units of MPa.
D, judging whether the tensile stress f of the cross-sectional area of the pier wall in the construction period is larger than the tensile strength of concrete for pouring the cross-sectional area of the pier wall, and if so, optimizing the tensile stress f of the cross-sectional area of the pier wall in the construction period; otherwise, no processing is performed.
When the maximum tensile stress in the cross-sectional area of the pier wall in the construction period is estimated, the maximum temperature drop delta T in the cross-sectional area of the pier wall is as follows:
ΔT＝T max -T min
minimum temperature T of pier wall cross-sectional area in application period min The method for predicting the temperature of the concrete gate pier during the casting forming year comprises the following steps: acquiring the lowest environmental temperature in N years preset towards the historical time direction in the construction period, and taking the temperature as the lowest temperature T of the concrete gate pier in the application period min 。
In the design stage, the temperature rise value of the processed concrete can be estimated based on the method in the matching proportion and the construction specification and is superposed with the possible pouring temperature, so that the highest temperature of the concrete for pouring the gate pier is obtained, the maximum temperature drop of the interior of the gate pier is further obtained, then, the tensile stress of the interior of the gate pier in the construction period is obtained according to the method, and the size of the cross section area of the pier wall, the construction temperature and the material strength are optimized according to the tensile strength of the concrete for pouring the target concrete gate pier, so that the cross section area of the pier wall is prevented from cracking.
The optimization can be performed by the following method:
adjusting the temperature rise amplitude of the cross section area of the poured pier wall in the construction period by introducing water for cooling or adding an inhibitor into the concrete gate pier, and further realizing the highest temperature T inside the cross section area of the pier wall max And returning to the step A, and verifying the optimization result again;
in the construction process, the length L and the width W of the cross section area of each pier wall are adjusted by parting and blocking the gate piers, the step B is returned, and the optimization result is verified again;
the strength grade C of the concrete is adjusted by replacing the type of the concrete for pouring the concrete gate pier, the step B is returned, and the optimization result is verified again;
and C, adjusting the tensioning load P corresponding to the prestress by adjusting the prestress applied in the concrete gate pier, returning to the step C, and verifying the optimization result again.
For example, when the temperature control measure and the prestress measure are required to be cooperatively used to control the tensile stress of the concrete gate pier in the construction period, the maximum temperature drop and the magnitude of the tensile load generating the prestress can be cooperatively adjusted, and if the strength of the temperature control measure is larger, the adjustment amplitude of the prestress can be smaller; if the temperature control measure strength is small, the adjusting amplitude of the prestress is large.
The method specifically selects which relevant parameter to adjust, can carry out balance adjustment according to specific technical conditions and economic conditions of each project, and can only adopt temperature control measures or prestress measures to adjust if the conditions allow, and if the structure size and the concrete material are optimized in the design stage, the temperature control measures and the prestress measures do not need to be adopted in the construction stage to reduce the internal tensile stress of the gate pier in the construction period.
The method provided by the invention is suitable for engineering design or construction sites, the structural size of the concrete gate pier, the material property of concrete for pouring the concrete gate pier, the climatic environment in the construction period, the prestress and other factors are comprehensively considered, the method is simple, the precision of the calculation of the tensile stress is high, the magnitude of the tensile stress can be estimated in advance in the design stage or in real time in the construction stage, and the tensile stress can be optimized by combining corresponding temperature control anti-cracking measures and prestress measures according to the calculation result, so that the engineering quality is ensured, and the gate pier is prevented from cracking.
The above description is only a preferred embodiment of the present invention, and it will be apparent to those skilled in the art that various modifications and variations can be made without departing from the technical principle of the present invention, and these modifications and variations should also be considered as the protection scope of the present invention.
Claims (6)
1. A method for optimizing the tensile stress of a concrete gate pier in a construction period is used for optimizing the tensile stress of a target concrete gate pier in the construction period, and comprises the following steps:
step A, obtaining the highest temperature T of the interior of the target concrete gate pier in the construction period max Combined with the lowest temperature T of the target concrete gate pier during the application period min Further acquiring the maximum temperature drop delta T inside the gate pier;
step B, obtaining the length L and the width W of the target concrete gate pier, and the concrete strength grade C for pouring the target concrete gate pier, wherein the formula is combined:
obtaining the maximum tensile stress sigma of the interior of a target concrete gate pier in the construction period max Abs (·) is a function for absolute value, e is a natural constant;
step C, acquiring a tension load P corresponding to the prestress based on the prestress applied in the target concrete gate pier, and according to a formula:
f＝σ max -Δσ·P
acquiring the tensile stress f of the target concrete gate pier in the construction period; wherein delta sigma is the maximum tensile stress sigma inside the target concrete gate pier when a unit tensile load P is applied to the target concrete gate pier max The amount of reduction of (c);
d, judging whether the tensile stress f of the target concrete gate pier in the construction period is greater than the tensile strength of concrete for pouring the target concrete gate pier, and if so, optimizing the tensile stress f of the target concrete gate pier in the construction period; otherwise, no processing is performed.
2. The method for optimizing the tensile stress during the construction of a concrete gate pier according to claim 1, wherein in the step A, Δ T = T max -T min 。
3. The method for optimizing the tensile stress f of the concrete gate pier during the construction period according to claim 1, wherein in the step D, the tensile stress f of the target concrete gate pier during the construction period is optimized according to the following method, and the step A is returned to:
adjusting the temperature rise amplitude of the target concrete gate pier poured in the construction period by introducing water for cooling or adding an inhibitor into the concrete gate pier, and further realizing the highest temperature T inside the target concrete gate pier max And (4) adjusting.
4. The method for optimizing the tensile stress f of the concrete gate pier during the construction period according to claim 1, wherein in the step D, the tensile stress f of the target concrete gate pier during the construction period is optimized according to the following method, and the step B is returned to:
the length L and the width W of each target concrete gate pier are adjusted by parting and blocking.
5. The method for optimizing the tensile stress f of the concrete gate pier during the construction period according to claim 1, wherein in the step D, the tensile stress f of the target concrete gate pier during the construction period is optimized according to the following method, and the step B is returned to:
the adjustment of the strength grade C of the concrete is realized by replacing the type of the concrete used for pouring the target concrete gate pier.
6. The method for optimizing the tensile stress f of the concrete gate pier during the construction period according to claim 1, wherein in the step D, the tensile stress f of the target concrete gate pier during the construction period is optimized according to the following method, and the step C is returned to:
and adjusting the tension load P corresponding to the prestress by adjusting the prestress applied in the target concrete gate pier.
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| CN109885915A (en) * | 2019-02-01 | 2019-06-14 | 武昌理工学院 | Circular cross section lining concrete construction time maximum temperature tensile stress quick calculation method |
| CN110569559A (en) * | 2019-08-16 | 2019-12-13 | 武昌理工学院 | Method for calculating maximum temperature tensile stress of end free lining plate in concrete construction period |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN109783976A (en) * | 2019-02-01 | 2019-05-21 | 武昌理工学院 | Gateway opening type bottom plate lining concrete construction time maximum temperature tensile stress calculation method |
| CN109815613A (en) * | 2019-02-01 | 2019-05-28 | 武昌理工学院 | Door opening shape lining side wall concrete construction time maximum temperature tensile stress calculation method |
| CN109885915A (en) * | 2019-02-01 | 2019-06-14 | 武昌理工学院 | Circular cross section lining concrete construction time maximum temperature tensile stress quick calculation method |
| CN110569559A (en) * | 2019-08-16 | 2019-12-13 | 武昌理工学院 | Method for calculating maximum temperature tensile stress of end free lining plate in concrete construction period |
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