CN114969906A - Method for testing prestress application efficiency of corrugated steel web bridge - Google Patents
Method for testing prestress application efficiency of corrugated steel web bridge Download PDFInfo
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Abstract
The invention provides a method for testing the prestress application efficiency of a corrugated steel web bridge, which is characterized in that a plurality of strain gauges are attached to the outer parts of a bottom concrete plate, a top concrete plate and a corrugated steel web of the corrugated steel web bridge at intervals, all the strain gauges are connected with a strain tester, a strain value measured before a prestressed tendon on the corrugated steel web bridge is tensioned by each strain gauge and a strain value measured after the prestressed tendon on the corrugated steel web bridge is tensioned are acquired by the strain tester, the strain tester is wirelessly connected with a control terminal and transmits the acquired strain value to the control terminal, and the control terminal calculates the prestress application efficiency of the corrugated steel web bridge according to the received strain value. The testing method can realize quick and simple calculation of the actual sharing prestress of the top and bottom concrete plates and the corrugated steel web, thereby quickly obtaining the prestress application efficiency of the corrugated steel web bridge, and further facilitating the control of the force application degree during the stretching of the prestressed tendons and the guarantee of the prestress stored in the concrete slab.
Description
Technical Field
The invention relates to the technical field of corrugated steel web bridges, in particular to a method for testing prestress application efficiency of a corrugated steel web bridge and a construction method of the corrugated steel web bridge.
Background
The corrugated steel web bridge has the advantages of reducing the dead weight of a bridge body, increasing the span of the bridge and the like, and is widely applied to the bridge with the span larger than 50 m. The corrugated steel web has a fold effect, axial compression rigidity of the corrugated steel web is assumed to be 0 in the design stage, the corrugated steel web is free of any axial pressure, and when axial prestress is applied, the web does not share the prestress, so that the applied prestress can be completely received and stored by the top concrete plate and the bottom concrete plate. However, in practice, the web still shares a part of the axial prestress, and when the axial prestress sharing ratio reaches a certain degree, the prestress reserve of the top and bottom plates is insufficient, so that cracks are generated in the operation stage, and the durability of the structure is seriously influenced. In order to solve the above problems, there is a method proposed in the "research on prestress introduction efficiency of in vivo prestressed corrugated steel web composite beam" in the prior art, which introduces prestress into top and bottom concrete slabs to a greater extent by providing a steel ladle concrete member, and calculates the introduction efficiency. This is a situation where the skilled person would not like to see again and would like to be improved. Therefore, it is necessary to provide a method for quickly and simply calculating the actual prestress sharing of the top and bottom concrete plates, that is, a method for testing the prestress application efficiency of the corrugated steel web bridge.
Disclosure of Invention
In view of the above, there is a need for a method for testing the prestress application efficiency of a corrugated steel web bridge, which can quickly and easily calculate the actual sizes of the prestress shared by the top and bottom concrete slabs and the corrugated steel web, so as to quickly obtain the prestress application efficiency of the corrugated steel web bridge, further facilitate the control of the force applied during the stretching of the prestressed tendons and the guarantee of the prestress stored in the concrete slab, and solve the problem that the top and bottom concrete slabs may crack due to insufficient prestress received and stored by the top and bottom concrete slabs because the web still shares a small part of axial prestress in the actual situation.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
a method for testing the prestress application efficiency of a corrugated steel web bridge comprises the following steps of attaching a plurality of strain gauges at intervals outside a bottom concrete plate, a top concrete plate and a corrugated steel web of the corrugated steel web bridge, connecting all the strain gauges with a strain tester, collecting a strain value measured before a prestressed rib on each strain gauge tensioned corrugated steel web bridge and a strain value measured after the prestressed rib on each strain gauge tensioned corrugated steel web bridge by the strain tester, connecting the strain testers with a control terminal in a wireless mode, transmitting the collected strain values to the control terminal, and calculating the prestress application efficiency of the corrugated steel web bridge by the control terminal according to the received strain values, wherein the calculation method comprises the following steps:
s1, establishing a rectangular coordinate system to obtain rectangular coordinate values corresponding to the positions of the strain gauges, wherein the rectangular coordinate system corresponding to each strain gauge on the bottom concrete slab is (x) 1i ,y 1i ) And the rectangular coordinate system (x) corresponding to each strain gauge on the corrugated steel web 2j ,y 2j ) The rectangular coordinate system (x) corresponding to each strain gage on the top concrete slab 3k ,y 3k ) (ii) a i-1, 2, 3, a... ang.n, j-1, 2, 3, a... ang.m, k-1, 2, 3, a... ang.u, n being the number of strain gages on the bottom concrete slab, m being the number of strain gages on the corrugated steel web, u being the number of strain gages on the top concrete slab;
s2, obtaining the strain variation corresponding to each strain gauge according to the strain value measured before and after the strain gauge stretches the prestressed tendon, wherein the strain variation before and after each strain gauge stretches the prestressed tendon on the bottom concrete slab is epsilon 1i The strain difference before and after each strain gage stretches the prestressed tendon on the corrugated steel web is epsilon 2j The strain difference before and after each strain gage stretches the prestressed tendon on the top concrete slab is epsilon 3k ；
S3, obtaining fitting functions corresponding to the bottom concrete plate, the corrugated steel web plate and the top concrete plate according to the rectangular coordinate system obtained in the step S1 and the strain difference value obtained in the step S2, wherein the fitting function corresponding to the bottom concrete plate is epsilon 1 (x 1 ,y 1 ) The fitting function corresponding to the corrugated steel web is epsilon 2 (x 2 ,y 2 ) (ii) a The fitting function corresponding to the top concrete slab is epsilon 3 (x 3 ,y 3 )；
S4, calculating the axial prestress F of the bottom concrete slab according to each fitting function obtained in the step S3 1 Top concrete slab axial prestress magnitude F 3 Axial prestress F of corrugated steel web 2 And a corrugated steel web bridge prestress application efficiency eta, wherein,
1) axial prestress magnitude F of bottom concrete slab 1 Is calculated by the formula
In the formula, E 1 The elastic modulus of the bottom concrete slab; a. the 1 Is the floor area of the bottom concrete slab;
2) axial prestress magnitude F of top concrete slab 3 Is calculated by the formula
In the formula, E 3 Is the modulus of elasticity of the top concrete panel; a. the 3 Is the top concrete slab area;
3) axial prestress magnitude F of corrugated steel web 2 Is calculated by the formula
In the formula, E 2 The modulus of elasticity of the corrugated steel web; a. the 2 Is the area of the corrugated steel web;
4) the calculation formula of the prestress application efficiency eta of the corrugated steel web bridge is as follows
Furthermore, at least two rows of strain gauges are arranged on the bottom concrete slab, each row of strain gauges is located at the same height, each row of strain gauges is at least provided with three strain gauges, and the distance between every two adjacent strain gauges on the same row is the same.
Furthermore, at least two rows of strain gauges are arranged on the top concrete slab, each row of strain gauges is located at the same height, each row of strain gauges is at least provided with three strain gauges, and the distance between every two adjacent strain gauges on the same row is the same.
Furthermore, all the strain gauges on the corrugated steel web are sequentially arranged at intervals along the connecting line direction of the top concrete slab and the bottom concrete slab, the distance between every two adjacent strain gauges is the same, the strain gauges are arranged at the joint of the corrugated steel web and the bottom concrete slab, and the strain gauges are also arranged at the joint of the corrugated steel web and the top concrete slab.
Further, the fitting function obtained in step S3 is obtained by Lagrange interpolation.
In addition, the invention also provides a construction method of the corrugated steel web bridge, which comprises the following steps:
s1, building a pier, and after the pier is built, symmetrically casting a section of main beam along two sides of the pier in a cantilever manner;
s2, after the pouring of the section of the main beam is finished, arranging a strain gauge on the section of the main beam according to the testing method of the prestress application efficiency of the corrugated steel web bridge, connecting the strain gauge with a strain tester, connecting the strain tester with a control terminal, and debugging the strain gauge, the strain tester and the control terminal;
s3, tensioning the prestressed tendons, and calculating the axial prestress F of the bottom concrete slab by the control terminal according to the calculation method in the test method of the prestress application efficiency of the corrugated steel web bridge 1 Top concrete slab axial prestress magnitude F 3 Axial prestress F of corrugated steel web 2 And the prestress application efficiency eta of the corrugated steel web bridge, and the control terminal judges the axial prestress F of the bottom concrete slab according to the calculation result 1 Top concrete slab axial prestress magnitude F 3 Judging whether the prestress of the concrete slab meets the requirement or not, when the judgment result shows that the prestress of the concrete slab does not meet the requirement, the control terminal obtains an increased prestress value according to the insufficient prestress value and the calculated application efficiency, and then controls the tension force of the tension prestressed tendon according to the obtained increased prestress value until the prestress of the concrete slab meets the requirement;
and S4, detaching all the strain gauges, pouring a section of girder again, and repeating the steps S2-S3 until all the girders are poured, wherein when the step S3 is repeated, the tension force of the tension prestressed tendons is determined by the control terminal according to the prestress application efficiency of the previous section of girder and the prestress required to be stored in the concrete slab.
Compared with the prior art, the invention has the following beneficial effects:
1. the invention discloses a method for testing the prestress application efficiency of a corrugated steel web bridge, which can realize the quick and simple calculation of the axial prestress actually shared by top and bottom concrete plates and a corrugated steel web, thereby quickly obtaining the prestress application efficiency of the corrugated steel web bridge; the calculated value verifies whether the prestress stored in the concrete slab is enough to ensure that the concrete slab does not crack, simultaneously determines the proportion of the axial prestress actually shared by the top and bottom concrete slabs, solves the problem that the top and bottom concrete slabs crack due to insufficient prestress received and stored due to the fact that a small part of the axial prestress is still shared in the actual situation, provides a reference value for the specific value of the follow-up prestress application, and is even used for controlling the tensioning force during the follow-up prestressed tendon tensioning.
2. The method can be suitable for the corrugated steel web bridge, is simple in calculation and convenient to operate, and has high popularization value.
Drawings
FIG. 1 shows the top and bottom concrete slabs and corrugated steel web strain gage placement positions of the present invention;
FIG. 2 is a rectangular coordinate system corresponding to the top and bottom concrete slabs and the corrugated steel web of the present invention.
Description of the main elements
In the figure: the concrete slab comprises a bottom concrete slab 1, a top and bottom concrete slab 2, a corrugated steel web 3 and a strain gauge 4.
The following detailed description will further illustrate the invention in conjunction with the above-described figures.
Detailed Description
Referring to fig. 1, in a preferred embodiment of the present invention, a method for testing the prestress application efficiency of a corrugated steel web bridge includes attaching a plurality of strain gauges 4 to the exterior of a bottom concrete slab 1, a top concrete slab 3 and a corrugated steel web 3 of the corrugated steel web bridge at intervals, where the strain gauges 4 are used to measure the strain before and after tensioning a prestressed tendon at different positions, and preferably, at least two rows of strain gauges 4 are arranged on the bottom concrete slab 1, each row of strain gauges 4 is at the same height, each row of strain gauges 4 is provided with at least three strain gauges 4, and the distance between two adjacent strain gauges 4 in the same row is the same, so as to facilitate subsequent data processing, thereby ensuring that the calculation structures of the strain on the bottom concrete slab 1 and the magnitude of the axial prestress to be shared are more accurate; similarly, at least two rows of strain gauges 4 are arranged on the top concrete slab 3, each row of strain gauges 4 is positioned at the same height, each row of strain gauges 4 is at least provided with three strain gauges 4, and the distance between every two adjacent strain gauges 4 on the same row is the same; all the strain gauges 4 on the corrugated steel web 3 are sequentially arranged at intervals along the connecting line direction of the top concrete slab 3 and the bottom concrete slab 1, namely, the strain gauges 4 on the corrugated steel web 3 are only arranged on the strain gauges 4 in the axial direction (the height direction of the corrugated steel web bridge), the distance between every two adjacent strain gauges 4 is the same, the strain gauges 4 are arranged at the joint of the corrugated steel web 3 and the bottom concrete slab 1, and the strain gauges 4 are also arranged at the joint of the corrugated steel web 3 and the top concrete slab 3. It should be noted that, in the actual test, the number of the strain gauges 4 arranged on the bottom concrete slab 1, the top concrete slab 3 and the corrugated steel web 3 is set according to the size specification thereof, and is not particularly limited herein.
In the invention, all strain gauges 4 are connected with a strain tester, a strain value measured before the prestressed tendons on each strain gauge 4 tensioned waveform steel web bridge and a strain value measured after the prestressed tendons on each strain gauge 4 tensioned waveform steel web bridge are acquired by the strain tester, the strain tester is wirelessly connected with a control terminal and transmits the acquired strain value to the control terminal, and the control terminal calculates the prestress application efficiency of the waveform steel web bridge according to the received strain value, and the calculation method comprises the following steps:
s1, establishing a rectangular coordinate system, and as shown in fig. 2, obtaining rectangular coordinate values corresponding to the positions of the strain gauges 4, wherein the rectangular coordinate system (x) corresponding to each strain gauge 4 on the bottom concrete slab 1 1i ,y 1i ) The rectangular coordinate system (x) corresponding to each strain gage 4 on the corrugated steel web 3 2j ,y 2j ) The rectangular coordinate system (x) corresponding to each strain gauge 4 on the top concrete plate 3 3k ,y 3k ) (ii) a i 1, 2, 3, 1-n, j 1, 2, 3, 1-m, k 1, 2, 3, 1-u, n is the number of strain gages 4 on the bottom concrete slab 1, m is the number of strain gages 4 on the corrugated steel web 3, and u is the number of strain gages 4 on the top concrete slab 3;
s2, obtaining the strain variation corresponding to each strain gage 4 according to the strain values measured before and after the strain gage 4 stretches the prestressed tendon, wherein each strain value on the bottom concrete slab 1 is corresponding to each strain gage 4The strain difference before and after the prestressed tendon is tensioned by the strain gage 4 is epsilon 1i The strain difference before and after each strain gage 4 on the corrugated steel web 3 stretches the prestressed tendon is epsilon 2j The strain difference before and after each strain gage 4 stretches the prestressed tendon on the top concrete slab 3 is epsilon 3k ；
S3, obtaining fitting functions corresponding to the bottom concrete plate 1, the corrugated steel web plate 3 and the top concrete plate 3 according to the rectangular coordinate system obtained in the step S1 and the strain difference value obtained in the step S2, wherein the fitting functions are obtained by utilizing a Lagrange interpolation method, and the fitting function corresponding to the bottom concrete plate 1 is epsilon 1 (x 1 ,y 1 ) The fitting function corresponding to the corrugated steel web 3 is epsilon 2 (x 2 ,y 2 ) (ii) a The top concrete slab 3 corresponds to a fitting function of epsilon 3 (x 3 ,y 3 )；
S4, calculating the axial prestress F of the bottom concrete slab 1 according to each fitting function obtained in the step S3 1 Top concrete slab 3 axial prestress magnitude F 3 Axial prestress F of corrugated steel web 3 2 And a corrugated steel web bridge prestress application efficiency eta, wherein,
1) axial prestress of the bottom concrete slab 1 1 Is calculated by the formula
In the formula, E 1 The elastic modulus of the bottom concrete slab 1; a. the 1 Is the area of the bottom concrete slab 1;
2) the magnitude of the axial prestress F of the top concrete slab 3 3 Is calculated by the formula
In the formula, E 3 Is the modulus of elasticity of the top concrete slab 3; a. the 3 Is the area of the top concrete slab 3;
3) axial prestress F of corrugated steel web 3 2 Formula for calculationIs composed of
In the formula, E 2 The modulus of elasticity of the corrugated steel web 3; a. the 2 The area of the corrugated steel web 3;
4) the calculation formula of the prestress application efficiency eta of the corrugated steel web bridge is as follows
The calculation formula of the axial prestress is obtained based on F ═ σ a, σ ═ E ∈, and a fitting function ∈ (x, y), and is calculated in the form of integral.
In addition, the invention also provides a construction method of the corrugated steel web bridge, which comprises the following steps:
s1, building a pier, and after the pier is built, symmetrically casting a section of main beam along two sides of the pier in a cantilever manner;
s2, after the pouring of the section of the main beam is finished, arranging a strain gauge 4 on the section of the main beam according to the testing method of the prestress application efficiency of the corrugated steel web bridge, connecting the strain gauge 4 with a strain tester, connecting the strain tester with a control terminal, and debugging the strain gauge 4, the strain tester and the control terminal;
s3, tensioning the prestressed tendons, and calculating the axial prestress F of the bottom concrete slab 1 by the control terminal according to the calculation method in the test method of the prestress application efficiency of the corrugated steel web bridge 1 The axial prestress of the top concrete slab 3 is F 3 Axial prestress F of corrugated steel web 3 2 And the prestress application efficiency eta of the corrugated steel web bridge, and the control terminal judges the axial prestress F of the bottom concrete slab 1 according to the calculation result 1 Top concrete slab 3 axial prestress magnitude F 3 Judging whether the prestress of the concrete slab meets the requirement or not, and controlling the terminal to control the prestress of the concrete slab according to the insufficient prestress when the judgment result shows that the prestress of the concrete slab does not meet the requirementObtaining an increased prestress value according to the value and the calculated application efficiency, and controlling the tension force of the tensioned prestressed tendon according to the obtained increased prestress value until the prestress of the concrete slab meets the requirement; specifically, in the step, the insufficient pre-stress value is a difference value between an axial pre-stress value of the top concrete plate 3 (or the bottom concrete plate 1) and a pre-stress value which is obtained by calculation at the present stage and is to be stored in the top concrete plate 3 (or the bottom concrete plate 1), and the pre-stress value is increased to be equal to the insufficient pre-stress value/application efficiency;
and S4, detaching all the strain gages 4, pouring a section of girder again, and repeating the steps S2-S3 until all the girders are poured, wherein when the step S3 is repeated, the tensioning force of the tensioning prestressed tendons is determined by the control terminal according to the prestress application efficiency of the previous section of girder and the prestress required to be stored by the concrete slab, namely, when the prestressed tendons are tensioned by the next section of girder, the tensioning prestressed value of the girder at one end is determined according to the prestress value required to be stored by the concrete slab of the section of girder, namely the tensioning force, and the specific tensioning prestressed value is the prestress value required to be stored by the concrete slab of the girder to which the prestressed is to be applied/the prestress application efficiency calculated when the prestressed tendons of the previous section of girder are tensioned.
According to the invention, the prestress application efficiency can be calculated by the test method, when the prestress application efficiency is calculated, the actual sharing prestress sizes of the top and bottom concrete plates 1 and the corrugated steel web 3 are firstly calculated, and then the prestress application efficiency is calculated.
In the invention, the calculated actual prestress of the top and bottom concrete plates 1 can be used for judging whether the prestress stored in the concrete plates is enough or not, if the prestress is not enough, the prestress is increased, the increased prestress value can be obtained according to the insufficient prestress value and the calculated application efficiency, the prestress stored in the concrete plates is enough by increasing the prestress value, so that the concrete plates are ensured not to crack, meanwhile, the increased prestress value obtained by calculation can be convenient for adjusting the applied prestress value, the repeated application of the prestress is avoided, and the construction efficiency is improved.
In addition, the calculated prestress application efficiency can be used for rapidly calculating the required prestress application value according to the prestress and the application efficiency which need to be stored in the concrete slab when the other follow-up main beams apply prestress, so that a reference value is provided for the prestress application of the follow-up main beams, the construction is convenient, the construction time is saved, and the construction efficiency is improved.
The above description is intended to describe in detail the preferred embodiments of the present invention, but the embodiments are not intended to limit the scope of the claims of the present invention, and all equivalent changes and modifications made within the technical spirit of the present invention should fall within the scope of the claims of the present invention.
Claims (6)
1. The method for testing the prestress application efficiency of the corrugated steel web bridge is characterized in that a plurality of strain gauges are attached to the outer portions of a bottom concrete plate, a top concrete plate and a corrugated steel web of the corrugated steel web bridge at intervals, all the strain gauges are connected with a strain tester, a strain value measured before a prestressed rib on each strain gauge is tensioned on the corrugated steel web bridge and a strain value measured after the prestressed rib on each corrugated steel web bridge is tensioned are acquired by the strain tester, the strain tester is in wireless connection with a control terminal and transmits the acquired strain value to the control terminal, the control terminal calculates the prestress application efficiency of the corrugated steel web bridge according to the received strain value, and the calculation method comprises the following steps:
s1, establishing a rectangular coordinate system to obtain rectangular coordinate values corresponding to the positions of the strain gauges, wherein the rectangular coordinate system corresponding to each strain gauge on the bottom concrete slab is (x) 1i ,y 1i ) And the rectangular coordinate system (x) corresponding to each strain gauge on the corrugated steel web 2j ,y 2j ) The rectangular coordinate system (x) corresponding to each strain gage on the top concrete slab 3k ,y 3k ) (ii) a i 1, 2, 3, 1-n, j 1, 2, 3, 1-m, k 1, 2, 3, 1-u, n being the number of strain gages on the bottom concrete slab, m being the number of strain gages on the corrugated steel web, and u being the number of strain gages on the top concrete slab;
s2, according to the formulaStrain values measured before and after the prestressed tendons are tensioned by the strain gauges obtain strain variation corresponding to each strain gauge, wherein the strain variation before and after the prestressed tendons are tensioned by each strain gauge on the bottom concrete slab is epsilon 1i The strain difference before and after each strain gage stretches the prestressed tendon on the corrugated steel web is epsilon 2j The strain difference before and after each strain gage stretches the prestressed tendon on the top concrete slab is epsilon 3k ；
S3, obtaining fitting functions corresponding to the bottom concrete plate, the corrugated steel web plate and the top concrete plate according to the rectangular coordinate system obtained in the step S1 and the strain difference value obtained in the step S2, wherein the fitting function corresponding to the bottom concrete plate is epsilon 1 (x 1 ,y 1 ) The fitting function corresponding to the corrugated steel web is epsilon 2 (x 2 ,y 2 ) (ii) a The fitting function corresponding to the top concrete slab is epsilon 3 (x 3 ,y 3 )；
S4, calculating the axial prestress F of the bottom concrete slab according to each fitting function obtained in the step S3 1 Top concrete slab axial prestress magnitude F 3 Axial prestress F of corrugated steel web 2 And a corrugated steel web bridge prestress application efficiency eta, wherein,
1) axial prestress magnitude F of bottom concrete slab 1 Is calculated by the formula
In the formula, E 1 The elastic modulus of the bottom concrete slab; a. the 1 Is the cross-sectional area of the bottom plate;
2) axial prestress magnitude F of top concrete slab 3 Is calculated by the formula
In the formula, E 3 Is the modulus of elasticity of the top concrete panel; a. the 3 Is the cross-sectional area of the top plate;
3) axial prestress magnitude F of corrugated steel web 2 Is calculated by the formula
In the formula, E 2 The modulus of elasticity of the corrugated steel web; a. the 2 Is the area of the corrugated steel web;
4) the calculation formula of the prestress application efficiency eta of the corrugated steel web bridge is as follows
2. The method for testing the prestress application efficiency of the corrugated steel web bridge according to claim 1, wherein at least two rows of strain gauges are arranged on the bottom concrete slab, each row of strain gauges is located at the same height, at least three strain gauges are arranged on each row of strain gauges, and the distance between two adjacent strain gauges on the same row is the same.
3. The method for testing the prestress application efficiency of the corrugated steel web bridge according to claim 1, wherein at least two rows of strain gauges are arranged on the top concrete plate, each row of strain gauges is located at the same height, at least three strain gauges are arranged on each row of strain gauges, and the distance between every two adjacent strain gauges on the same row is the same.
4. The method for testing the prestress application efficiency of the corrugated steel web bridge according to claim 1, wherein all the strain gauges on the corrugated steel web are sequentially arranged at intervals along the connecting line direction of the top concrete slab and the bottom concrete slab, the distance between two adjacent strain gauges is the same, the strain gauges are arranged at the joint of the corrugated steel web and the bottom concrete slab, and the strain gauges are also arranged at the joint of the corrugated steel web and the top concrete slab.
5. The method for testing the prestressing efficiency of a corrugated steel web bridge as claimed in claim 1, wherein the fitting function obtained in step S3 is obtained by Lagrange interpolation.
6. The construction method of the corrugated steel web bridge is characterized by comprising the following steps of:
s1, building a bridge pier, and after the bridge pier is built, symmetrically casting a section of main beam along two sides of the bridge pier in a cantilever manner;
s2, after a section of main beam is poured, arranging a strain gauge on the section of main beam according to the testing method for the prestress application efficiency of the corrugated steel web bridge according to any one of claims 1-5, connecting the strain gauge with a strain tester, connecting the strain tester with a control terminal, and debugging the strain gauge, the strain tester and the control terminal;
s3, tensioning the prestressed tendons, and calculating the axial prestress F of the bottom concrete slab by the control terminal according to the calculation method in the test method of the prestress application efficiency of the corrugated steel web bridge 1 And the axial prestress magnitude F of the top concrete slab 3 Axial prestress F of corrugated steel web 2 And the prestress application efficiency eta of the corrugated steel web bridge, and the control terminal judges the axial prestress F of the bottom concrete slab according to the calculation result 1 And the axial prestress magnitude F of the top concrete slab 3 Judging whether the prestress of the concrete slab meets the requirement or not, when the judgment result shows that the prestress of the concrete slab does not meet the requirement, the control terminal obtains an increased prestress value according to the insufficient prestress value and the calculated application efficiency, and then controls the tension force of the tension prestressed tendon according to the obtained increased prestress value until the prestress of the concrete slab meets the requirement;
and S4, removing all strain gages, pouring a section of girder again, and repeating the steps S2-S3 until all the girders are poured, wherein when the step S3 is repeated, the tensioning force of the tensioning prestressed tendons is determined by the control terminal according to the prestress application efficiency of the previous section of girder and the prestress required to be stored in the concrete slab.
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