CN111143914B - Bridge concrete shear key mechanical model rapid estimation method considering construction deviation - Google Patents
Bridge concrete shear key mechanical model rapid estimation method considering construction deviation Download PDFInfo
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Abstract
The invention discloses a bridge concrete shear key mechanical model rapid estimation method considering construction deviation, which comprises the following steps: obtaining and determining design parameters and design parameter values of a shear key; establishing a maximum bearing capacity calculation function V of the shear key according to the design parameter values acquired in the step (1) d (α,η s ) (ii) a Establishing an included angle influence function eta of the beam body and the shear key according to the design parameter values obtained in the step (1) θ (θ, α, i); establishing a maximum bearing capacity value V of the shear key according to the parameter values obtained in the step (1), the step (2) and the step (3) peak (ii) a And (4) calculating according to the parameter values obtained in the step (4) to determine a mechanical model of the shear key. The invention provides a basis for the method selection of the reinforcement of the concrete shear bond or the anti-seismic reinforcement of the structure; the construction quality evaluation of the shear key is greatly improved from descriptive evaluation to quantitative evaluation in acceptance of completion of bridge engineering and detection and evaluation of operation period.
Description
Technical Field
The invention relates to a bridge concrete shear bond mechanical model estimation method considering construction deviation, which is mainly used in a detection evaluation, design and structural integral analysis model of a concrete shear bond and belongs to the technical field of bridge anti-seismic design evaluation, detection and analysis evaluation.
Background
Generally speaking, a concrete shear key is a structural anti-seismic component widely used for bridge structures, and is generally designed into a cylindrical concrete reinforcement block with a section side length of 25-60 cm and a height of 30-60 cm, and is expected to play a role of a fuse in an earthquake process, so that a beam body is prevented from dropping or limited from generating large displacement in the earthquake process, the repair difficulty of the bridge after earthquake is reduced, and the rapid rush-to-reach of a life line is realized.
As mentioned above, the concrete shear key is usually designed as a column-shaped concrete reinforcing bar block with a section side length of 25-60 cm and a height of 30-60 cm, and because it is an anti-seismic measure, it does not give enough attention in actual construction, resulting in a large deviation from the design in the construction process, and these deviations mainly include: the height deviation of the contact point between the beam body and the shear key, the deviation of the included angle between the beam body and the shear key (usually 0 degree in design), the rubber cushion block loss and the like. Meanwhile, the size magnitude of the concrete shear key is smaller than that of a beam body or an abutment, and the construction deviation cannot be ignored.
The deviation is described in the conventional bridge intersection, completion detection and regular operation period detection, but the description cannot further quantitatively reflect the influence of the construction deviation on the shear key mechanical model. Experimental research and theoretical analysis show that the mechanical model of the shear key has close relation with the construction deviation, and the influence of the construction deviation on the mechanical model of the shear key cannot be ignored.
For the specified concrete shear connector widely applied to the Yunnan in-service bridge, domestic research is basically blank, even the design is an empirical method, and how to resist shock is unclear; the Structural Engineering system Sami Megaly at the division of San Diego, calif. abroad, and the like, have carried out experimental research on concrete shear keys of bridges in Calif. (refer to the documents of Sami Megaly, perdo F.Silva, frieder Seible. Semiconductor stress of concrete shear keys in bridge evaluation [ R ]. Department of Structural Engineering, university of California, san Diego, 2002), however, the research on the Structural reinforcement form and the sectional form of shear keys have great difference with the domestic, the proposed mechanical model can not be directly applied to the domestic situation, and more importantly, the proposed mechanical model can not consider the influence of the construction deviation on the mechanical model of the shear keys.
Therefore, the method for quickly estimating the mechanical model of the bridge concrete shear bond, which has strong practicability and can consider the influence of actual construction deviation, is the key point for solving the technical problems.
Disclosure of Invention
Aiming at the defects and shortcomings in the background art, the invention is improved and innovated, and aims to provide a method for quickly estimating a concrete shear key mechanical model with different construction deviations, wherein the mechanical model determined by the method can be used for a concrete shear key detection evaluation, design and structural overall analysis model.
In order to solve the problems and achieve the purposes, the method for quickly estimating the mechanical model of the bridge concrete shear bond considering the construction deviation is realized by adopting the following design structure and the following technical scheme:
the method for quickly estimating the mechanical model of the bridge concrete shear bond considering the construction deviation comprises the following steps:
(1) Acquiring and determining parameters and parameter values of a shear key;
(2) Establishing a maximum bearing capacity calculation function V of the shear key according to the parameter values acquired in the step (1) d (α,η s )；
(3) Establishing an angle influence function eta of the beam body and the shear key according to the design parameter values obtained in the step (1) θ (θ,α,i)；
(4) Establishing a maximum bearing capacity value V of the shear key according to the parameter values obtained in the step (1), the step (2) and the step (3) peak ；
(5) And (5) substituting the specified mechanical model diagram according to the parameter calculation value obtained in the step (4) to determine the shear key mechanical model.
As another preferable technical solution of the present invention, in the step (1), the determined parameters include a shear bond width b, an action height h, a shear bond thickness d, an angle α = h/d, a beam-to-shear bond included angle θ, a cushioning material parameter i, and a concrete tensile strength design value f td Area A of the single-side vertical rib s Thickness c of vertical rib protective layer and sum A of stirrup areas of limbs in same section sv Stirrup spacing s and stirrup strength design value f sv (ii) a I equal to 1 indicates the presence of a buffer material and i equal to 0 indicates the absence of a buffer material.
As the above preferred technical solution of the present invention, in the step (2), the obtained design parameter value establishes a maximum load-carrying capacity calculation function V of the shear key d (α,η s ) The method comprises the following steps:
(1) establishing a calculation model:
wherein rho is the single-side reinforcement ratio of the vertical reinforcement,
(2) determining steel bar exertion coefficientη s ：
③f sve ＝η s f sv (ii) a Wherein f is sv Design value f for tensile strength of stirrup sve Respectively taking the strength values of the stirrups after the function exertion coefficients of the steel bars are considered;
(4) after the above determinations (1) to (3), V can be calculated by substituting the following formula d ：
As the preferable technical scheme of the invention, in the step (3), an influence function η of an included angle between the beam body and the shear key θ (θ, α, i) further includes:
(1) if alpha is less than or equal to 0.3, eta θ ＝1.1
(2) If 0.3<When alpha is, when theta is<0 °, i =1, η θ =1.0; when θ =0 °, i =1, η θ =1.1; when θ =3 °, i =1, η θ =1.0; when theta is more than or equal to 6 degrees and i =1, eta θ ＝0.9；
When theta is<0 °, i =0, η θ =0.7; when θ =0 °, i =0, η θ =1.0; when θ =3 °, i =0, η θ =0.95; when theta is more than or equal to 6 degrees and i =0, eta θ ＝0.85。
As a further preferable aspect of the present invention, in the step (4), the maximum load capacity value V of the shear key is peak The calculation formula is as follows:
V peak ＝V d (α,η s )·η θ (θ, α, i) (formula 4);
in the formula:
V peak the maximum bearing capacity of the shear key is obtained;
V d (α,η s ) Calculating a function for the maximum carrying capacity;
η θ and (theta, alpha) is an influence function of an included angle between the beam body and the shear key in actual construction.
As a further preferable aspect of the present invention, in the step (5), the mechanical model defined by the shear key is:
(1) under the action of reciprocating load, the deformation D of the shear key does not exceed delta all the time i ：
(2) Under the action of reciprocating load, the deformation D of the shear key exceeds delta i The method comprises the following steps:
in the formula:
i =1, δ i =2mm, otherwise δ i ＝0.1mm；
D max Taking 60mm;
and k is the loading and unloading stiffness of the shear key.
As a further preferable technical solution of the present invention, in the step (5), a value of the coefficient of restitution e is determined,
wherein e is the ratio of the relative speed of the front beam body and the shear key to the relative speed after contact, and the energy consumption capacity of the shear key is measured; v 0 The calculated values are calculated when the model of the push-pull rod is pressed, alpha =0.2, a rubber cushion block is present, and theta =0.
As a still further preferable aspect of the present invention, when e is equal to a test value when 0.65 is α =0.2, a rubber mat is present, and θ =0, and when the design shear key parameter is different from the above condition, the corresponding design theoretical e value can be calculated as shown in equation 4.
As another aspect of the present inventionThe preferred technical scheme of the step is that the method is calculated according to formula 4
Compared with the design, the maximum bearing capacity reduction coefficient of the practical shear key and the energy consumption reduction coefficient of the practical shear key are respectively.
As a still further preferred technical solution of the present invention, the above steps may be written with simple codes, and the actually detected θ, α, i parameters may be input to realize rapid evaluation.
Compared with the prior art, the invention has the following beneficial effects:
1. the invention defines the mechanical model of the concrete shear connector under different construction deviation conditions, does not see the research report in the aspect and fills the blank in the field;
2. the invention realizes the leap from descriptive evaluation to quantitative evaluation of the construction quality evaluation of the shear key in acceptance of completion of bridge engineering and detection and evaluation of the operation period;
3. the evaluation method and the parameter determination of the invention provide a basis for the selection of the method for reinforcing the concrete shear key or the structure earthquake-resistant reinforcement;
4. based on the invention, the determined mechanical model can be applied to the anti-seismic performance evaluation of in-service bridges, and lays a foundation for a bridge structure designer to simulate the actual working state of the shear key and comprehensively consider the performance level of the shear key from the perspective of the construction level;
5. the invention can make reinforcement more targeted, and avoids the waste of resources, useless reinforcement and blind design.
Drawings
Embodiments of the invention are described in further detail below with reference to the attached drawing figures, wherein:
FIG. 1 is a graph of shear key parameter representation of the present invention;
FIG. 2 is a flow chart of the working principle of the present invention;
FIG. 3 is another operational principle flow diagram of the present invention;
FIG. 4 is a diagram of a shear key mechanics model of the present invention;
FIG. 5 is one example of a shear key mechanics model diagram of the present invention;
FIG. 6 is a second example of a shear key mechanics model diagram according to the present invention;
FIG. 7 is a third example diagram of a shear key mechanics model diagram of the present invention;
FIG. 8 is a fourth example of a shear key mechanics model diagram of the present invention;
Detailed Description
In order to make the technical means, the inventive features, the objectives and the effects achieved by the present invention easily understood, the technical solutions of the present invention will be further described in detail with reference to the accompanying drawings and the detailed description, it should be noted that the embodiments and the features in the embodiments of the present invention can be combined with each other without conflict, and the present invention will be further described in detail with reference to the drawings and the embodiments.
The method for quickly estimating the bridge concrete shear bond mechanical model considering the construction deviation, as shown in fig. 2, comprises the following steps:
(1) Acquiring and determining parameters and parameter values of a shear key;
(2) Establishing a maximum bearing capacity calculation function V of the shear key according to the parameter values acquired in the step (1) d (α,η s )；
(3) Establishing an included angle influence function eta of the beam body and the shear key according to the design parameter values obtained in the step (1) θ (θ,α,i)；
(4) Establishing a maximum bearing capacity value V of the shear key according to the parameter values obtained in the steps (1), (2) and (3) peak ；
(5) And (4) substituting the parameter calculation value obtained in the step (4) into a shear key mechanical model diagram to determine the shear key mechanical model.
Further, in the step (1), the parameters are determined to comprise the width b of the shear key, the action height h and the thickness of the shear keyD, alpha = h/d, included angle theta between the beam body and the shear key, parameter i of the buffer material and design value f of tensile strength of concrete td Area A of the single-side vertical rib s Thickness c of vertical rib protective layer and sum A of stirrup areas of limbs in same section sv Stirrup spacing s and stirrup strength design value f sv 。
Further, in the step (2), the obtained design parameter value establishes a maximum bearing capacity calculation function V of the shear key d (α,η s ) The method comprises the following steps:
(1) establishing a calculation model:
wherein rho is the single-side reinforcement ratio of the vertical reinforcement,
(2) determining the steel bar exertion coefficient eta s ：
③f sve ＝η s f sv (ii) a Wherein f is sv Design value of tensile strength, f, for stirrup sve Respectively taking the strength values of the stirrups after the function exertion coefficients of the steel bars are considered;
(4) after the above determinations (1) to (3), V can be calculated by substituting the following formula d ：
Note: the formula of the calculation model mainly adopts a formula 6.3 of concrete structure design Specification (GB 50010-2010), namely the determined tension and compression bar calculation model and plain concrete calculation model can be calculated according to a formula 6.3.4 of concrete structure design Specification (GB 50010-2010), and simultaneously, steel with the reinforcing steel bar effect of the coefficient of performance considered is usedStress value f of rib ye Substituting the design value f of tensile strength in the specification formula y 。
Further, in the step (3), an angle influence function eta between the beam body and the shear key θ (θ, α, i) further includes:
(1) if alpha is less than or equal to 0.3, eta θ ＝1.1
(2) If 0.3<When alpha is, when theta is<0 °, i =1, η θ =1.0; when θ =0 °, i =1, η θ =1.1; when θ =3 °, i =1, η θ =1.0; when theta is more than or equal to 6 degrees and i =1, eta θ ＝0.9；
When theta is<0 °, i =0, η θ =0.7; when θ =0 °, i =0, η θ =1.0; when θ =3 °, i =0, η θ =0.95; when theta is more than or equal to 6 degrees and i =0, eta θ ＝0.85。
Further, in the step (4), the maximum bearing capacity value V of the shear key peak The calculation formula is as follows:
V peak ＝V d (α,η s )·η θ (θ, α, i) (formula 4);
in the formula:
V peak the maximum bearing capacity of the shear key is obtained;
V d (α,η s ) Calculating a function for the maximum carrying capacity;
η θ and (theta, alpha) is an influence function of an included angle between the beam body and the shear key in actual construction.
Further, in step (5), a shear force mechanical model is determined as shown in fig. 4:
(1) under the action of reciprocating load, the deformation D of the shear key does not exceed delta all the time i
(2) Under the action of reciprocating load, the deformation D of the shear key exceeds delta i Time of flight
In the formula:
i =1, δ i =2mm, otherwise δ i ＝0.1mm；
D max Taking 60mm;
k is shear bond stiffness;
further, step (5) further comprises determining a recovery coefficient e value,
wherein e is the ratio of the relative speed of the front beam body and the shear key to the relative speed after contact, and the energy consumption capacity of the shear key is measured; v 0 The calculated values are calculated when the model of the push-pull rod is pressed, alpha =0.2, a rubber cushion block is present, and theta =0.
Further, e is equal to 0.65, which is an experimental value of α =0.2, with rubber pads, and θ =0, and when the designed shear key parameter is different from the condition, the corresponding designed theoretical e value can be calculated according to equation 7.
Further, the value is obtained from equation 4
Compared with the design, the maximum bearing capacity reduction coefficient of the practical shear key and the energy consumption reduction coefficient of the practical shear key are respectively.
Further, i equal to 1 in step (1) indicates that there is a buffer material, and i equal to 0 indicates that there is no buffer material.
Furthermore, the steps can be written into simple codes correspondingly, and the actually detected theta, alpha and i parameters are input to realize rapid evaluation.
In summary, the more specific embodiments of the present invention include:
before the implementation of the invention, firstly, the parameters of the shear key are determined as follows:
1. for in-service bridge shear bonds:
shear bond width b, effectThe height h, the thickness d of the shear key, the alpha = h/d, the included angle theta between the beam body and the shear key, the parameter i of the buffer material, the thickness c of the vertical rib protection layer and the area A of the single-side vertical rib s Sum of stirrup areas of limbs in the same section A sv The isoparametric can be obtained through field detection data, and can be obtained through a steel tape, an angle measuring instrument and a steel bar detector during detection.
Design value f of concrete strength td Stirrup spacing s and stirrup strength design value f sv The parameters can be obtained by inquiring design drawings or construction record data.
2. For the design phase:
can be determined according to design drawings or design ideas.
Then, the mechanical model determines:
codes can be written according to a calculation flow through excel or other programming software, and the determined parameters are input to calculate Vpeak.
And (5) determining a hysteresis energy consumption skeleton curve and a loading and unloading path of the shear key according to the Vpeak, so as to determine a mechanical model of the shear key, wherein the mechanical model of the shear key is shown in fig. 4.
Example 1
According to step 1, for a bridge shear bond (50X 30X 50cm, C40 concrete, f) td 1.65 MPa) to obtain: α =0.5, θ =3 °, i =0,A s ＝1472mm 2 ,A sv ＝157mm 2 ,f sv ＝250MPa s＝150mm， c＝5cm。
According to the step 2, the method comprises the following steps,
alpha =0.5, determined as a calculation model of the tension and compression bar, eta s =0.5, according to equation 4, then:
according to the step 3, get eta θ (3,0.5,0)＝0.95；
According to the formula 5 in the step 4, V peak ＝292.8×0.95＝278.2kN；
Obtaining according to the step 5: as shown in fig. 5.
Example 2
According to step 1, on the basis of example 1, α was changed to 0.2, and the remaining parameters were unchanged.
According to the step 2, the method comprises the following steps,
alpha =0.2, determined as a calculation model of the tension and compression bar, eta s =1.0, according to equation 4, then:
according to the step 3, get θ (3,0.2,0)＝1.1；
According to the formula 5 in the step 4, V peak ＝351.6×1.1＝386.8kN；
Obtaining according to the step 5: as shown in fig. 6.
As shown in fig. 6, when the contact point of the shear key and the beam body is changed from 25cm (α = 0.5) to 10cm (α = 0.2), the maximum bearing capacity of the shear key is improved by 386.8/278.2=1.39 times, and the stiffness under first loading is improved by 386.8/278.2=
The increase is also 1.39 times.
Example 3
According to the step 1, on the basis of the embodiment 1, changing theta to be-3 degrees and 0 degrees respectively, and keeping the other parameters unchanged.
According to the step 2, the method comprises the following steps,
alpha =0.5, determined as a calculation model of the tension and compression bar, eta s =0.5, according to equation 4, then:
according to the step 3, when theta is-3 degrees, eta is obtained θ (-3,0.5,0) =0.70; when theta is 0At angle of time η θ (0,0.5,0) =1.0 from step 4 formula 5, V peak =292.8 × 0.7=205.0kn (when θ = -3 °); v peak =292.8 × 1.0=292.8kn (when θ =0 °)
Obtaining according to the step 5: as shown in fig. 7.
As shown in fig. 7, when the included angle between the shear key and the beam body is changed from 0 ° to-3 °, the maximum bearing capacity of the shear key is reduced to 205/292.8=0.70 times, and the stiffness under first loading is increased by the factor of-3
Also reduced by a factor of 0.70.
Example 4
In step 1, on the basis of example 1, the buffer material parameter i was changed to 1, and the remaining parameters were unchanged.
According to the step 2, the method comprises the following steps,
alpha =0.5, determined as a calculation model of the tension and compression bar, eta s =0.5, according to equation 4, then:
according to the step 3, get eta θ (3,0.5,1)＝1.0；
According to the formula 5 in the step 4, V peak ＝292.8×1.0＝292.8kN；
Obtaining according to the step 5: as shown in fig. 8.
As shown in fig. 7, when no rubber cushion block is arranged between the shear key and the beam body and the rubber cushion block is arranged between the shear key and the beam body, the maximum bearing capacity of the shear key is improved to 292.8/278.2=1.05 times, and the first-time loading rigidity is improved
The reduction is 0.05 times, and the influence of the rubber cushion block on the rigidity of the shear key is great.
In summary, if the maximum bearing capacity of different parameters is changed, the loading stiffness is also changed.
Example 5
Example 5 is essentially the same as examples 1-4, except that as shown in figure 3,
according to the step 1, the shear bond of a bridge (50X 30X 50cm, C40 concrete) is detected: α =0.5, θ =3 °, i =0,A s ＝1472mm 2 ,A sv ＝157mm 2 ,s＝150mm；f y ＝250MPa；
According to step 2, the calculation model of the tension and compression bar, eta, is determined s =0.5, according to formula 6.3.4 of the specification for concrete structure design (GB 50010-2010), then:
according to step 3, look-up the table to obtain eta θ (3,0.5,0)＝0.95；
According to step 4, V peak ＝292.8×0.95＝278.2kN；
Obtaining according to the step 5:
according to the step 6, obtaining:
from the above calculation results, the maximum bearing capacity of the actual construction shear key is 0.79 times of the design, and the energy consumption capacity is 0.86 times of the design due to the construction deviation.
The method has the following application range:
the bridge concrete shear bond considered by the method is that the side length of the cross section is 25 cm-60 cm, the height is 30 cm-60 cm, a concrete reinforcing block (also called a middle block) is arranged in the middle of the capping beam or the abutment, and the concrete shear bond does not contain an edge block on the capping beam or the abutment.
Analysis of economic benefit
The method provides a direction for the defect disposal of the shear key in practice, and avoids some invalid disposal modes; the earthquake-resistant reinforcing method is more pertinent, so that limited bridge maintenance funds are used for key parts of the structure, and the use efficiency of the bridge maintenance funds is improved; meanwhile, the method does not need special detection work, can be implemented simultaneously when carrying out bridge maintenance detection, and saves a large amount of manpower and material resources.
Social benefit analysis
Whether the shear key can realize the fuse function is a key problem of a bridge structure, and particularly the shear key is more critical to a large number of adopted common beam bridges; the method realizes accurate estimation of the established shear mechanical property (compared with the prior method which only has defect description but has no mechanical property estimation), creates favorable conditions for the earthquake resistance evaluation of the bridge in service, and brings social benefits in the aspects of disaster reduction and prevention.
In summary, the present invention has the following advantages in the embodiments:
(1) The parameterization of the mechanical model is realized;
(2) Finding out an influence rule among a plurality of construction deviation factors;
(3) The mechanical model obtained by calculation can be conveniently used in the integral finite element model of the bridge structure;
(4) Simple small programs can be compiled, and the mechanical properties of different deviation stoppers can be compared on the detection site.
Finally, it should be noted that the above-mentioned embodiments are only preferred embodiments of the present invention, and are not intended to limit the present invention in other forms, and any person skilled in the art may change or modify the technical content disclosed above into equivalent embodiments with equivalent changes. However, any simple modification, equivalent change and modification of the above embodiments according to the technical essence of the present invention are within the protection scope of the technical solution of the present invention.
Claims (3)
1. The method for quickly estimating the mechanical model of the bridge concrete shear bond considering the construction deviation is characterized by comprising the following steps of:
(1) Acquiring and determining parameters and parameter values of a shear key;
(2) Establishing a maximum bearing capacity calculation function V of the shear key according to the parameter values acquired in the step (1) d (α,η s )；
(3) Establishing an angle influence function eta of the beam body and the shear key according to the design parameter values obtained in the step (1) θ (θ,α,i)；
(4) Establishing a maximum bearing capacity value V of the shear key according to the parameter values obtained in the step (1), the step (2) and the step (3) peak ；
(5) According to the parameter calculation value obtained in the step 4, a specified mechanical model diagram is substituted, and then the shear force key mechanical model can be determined; wherein the content of the first and second substances,
in the step (1), the determined parameters comprise the width b of the shear bond, the action height h, the thickness d of the shear bond, alpha = h/d, the included angle theta between the beam body and the shear bond, the parameter i of the buffer material and the design value f of the tensile strength of the concrete td Area A of the single-side vertical rib s Thickness c of vertical rib protective layer and sum A of stirrup areas of limbs in same section sv Stirrup spacing s and stirrup strength design value f sv (ii) a I equals 1 indicating that there is buffer material, i equals 0 indicating that there is no buffer material;
in the step (2), the obtained design parameter value establishes a maximum bearing capacity calculation function V of the shear key d (α,η s ) The method comprises the following steps:
(1) establishing a calculation model:
wherein rho is the single-side reinforcement ratio of the vertical reinforcement,
(2) determiningCoefficient of exertion of reinforcing bar eta s ：
③f sve ＝η s f sv (ii) a Wherein f is sv Design value f for tensile strength of stirrup sve The strength values adopted by the stirrups after the function exertion coefficient of the steel bar is considered;
(4) after the above determinations (1) to (3), V can be calculated by substituting the following formula d ：
In the step (3), an included angle influence function eta of the beam body and the shear key θ (θ, α, i) further includes:
(1) if alpha is less than or equal to 0.3, eta θ ＝1.1
(2) When 0.3 < alpha, when theta<0 °, i =1, η θ =1.0; when θ =0 °, i =1, η θ =1.1; when θ =3 °, i =1, η θ =1.0; when theta is more than or equal to 6 degrees and i =1, eta θ ＝0.9；
When theta is<0 °, i =0, η θ =0.7; when θ =0 °, i =0, η θ =1.0; when θ =3 °, i =0, η θ =0.95; when theta is more than or equal to 6 degrees and i =0, eta θ ＝0.85；
In the step (4), the maximum bearing capacity value V of the shear key peak The calculation formula is as follows:
V peak ＝V d (α,η s )·η θ (θ, α, i) (formula 4);
in the formula:
V peak the maximum bearing capacity of the shear key is obtained;
V d (α,η s ) Calculating a function for the maximum carrying capacity;
η θ (theta, alpha) is the influence of the included angle between the beam body and the shear key in actual constructionA function;
is obtained according to equation 4
Compared with the design, the maximum bearing capacity reduction coefficient of the actual shear key and the energy consumption reduction coefficient of the actual shear key are respectively;
in the step (5), the mechanical model specified by the shear key is as follows:
(1) under the action of reciprocating load, the deformation D of the shear key does not exceed delta all the time i ：
(2) Under the action of reciprocating load, the deformation D of the shear key exceeds delta i The method comprises the following steps:
in the formula:
i =1, δ i =2mm, otherwise δ i ＝0.1mm；
D max Taking 60mm;
k is the loading and unloading rigidity of the shear key;
said step (5) further comprises determining a restitution e value,
wherein e is the ratio of the relative speed of the front beam body and the shear key to the relative speed after contact, and the energy consumption capacity of the shear key is measured; v 0 The calculated values are calculated when the model of the push-pull rod is pressed, alpha =0.2, a rubber cushion block is present, and theta =0.
2. The method for rapidly estimating a mechanical model of a bridge concrete shear bond considering construction deviation as claimed in claim 1, wherein e is equal to a test value when 0.65 is α =0.2, with a rubber pad, θ =0, and when a design shear bond parameter is different from the test value when e is equal to 0.65 is α =0.2, with a rubber pad, θ =0, a corresponding design theoretical e value can be calculated as shown in equation 4.
3. The method for rapidly estimating the mechanical model of the concrete shear bond of the bridge with the consideration of the construction deviation as claimed in any one of claims 1 to 2, wherein simple codes can be written correspondingly to the above steps, and the actually detected parameters of theta, alpha and i are input to realize rapid evaluation.
Priority Applications (1)
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