CN116008106B - Explosion-proof capacity judging method for corrugated steel plate and concrete combined structure - Google Patents
Explosion-proof capacity judging method for corrugated steel plate and concrete combined structure Download PDFInfo
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Abstract
The invention discloses a method for judging explosion resistance of a corrugated steel plate and concrete combined structure, which comprises the steps of constructing an experimental model; performing explosion experiment tests; collecting experimental data; judging the reduction capacity of the inner wall of the experimental model to the overpressure of the shock wave. The construction of the experimental model comprises the following steps: fixing the corrugated steel plate on the inner side of the concrete wall body by using bolts to form a corrugated steel plate and concrete combined structure; the top of the corrugated steel plate and concrete combined structure is arranged to be arched. The method is beneficial to the attenuation law of the corrugated steel plate to the shock waves in the underground engineering structure and the interference and reduction mechanism of the corrugated steel plate wall surface waveform to the shock waves by calculating the attenuation rate of the overpressure peak value of the shock waves, so that the capability of reducing the overpressure of the shock waves of the corrugated steel plates on different corrugated wall surfaces is judged, the protection capability of underground defending works to internal equipment and personnel is improved, and the defending works of the corrugated steel plate and the concrete structure are constructed.
Description
Technical Field
The invention relates to the technical field of explosion-proof experiments of engineering building structures, in particular to a method for judging explosion-proof capacity of a corrugated steel plate and concrete combined structure.
Background
With the increasing precision of the striking of earth-boring weapons, the likelihood of underground works being struck accurately is increasing. The existing reinforced concrete structure is the most common structural form in the underground protection structure and is widely applied to the underground protection structure. The corrugated steel plate is a structural member with excellent deformation resistance, has lighter dead weight, simple transportation and installation, short construction period, stronger structural stability and durability and good shock resistance and earthquake collapse resistance, is widely applied to tunnels, bridges and culverts and hangars, and although the corrugated steel plate concrete structure has outstanding dynamic and static mechanical properties, the current research on the corrugated steel plate concrete composite structure is mainly focused on static analysis, lacks the research on dynamic response of the corrugated steel plate composite structure under the action of explosion load,
high-intensity shock waves generated by explosion of the earth-boring weapon can enter the underground engineering structure to cause damage to personnel, equipment or facilities. The effective measures are adopted to quickly attenuate the shock wave, protect personnel and equipment in the shock wave, and the existing means for reducing the shock wave mainly comprise the steps of increasing the propagation distance of the shock wave and arranging a shock wave absorbing structure such as a protective door, a diffusion chamber and the like. Simply relying on propagation distance wave elimination often increases the difficulty of engineering site selection and construction expense, and can occupy more limited use space of underground passage, be unfavorable for personnel to remove and material transportation, can make structural design complicacy simultaneously, and increase extra construction expense. The surface of the corrugated steel plate has a regular continuous corrugated structure, so that the corrugated steel plate has higher resistance and anti-earthquake collapse performance, and has a certain attenuation effect on shock waves in the tunnel. Therefore, the corrugated steel plate lining structure can be used as a supporting structure and a wave-absorbing structure of a tunnel. However, at present, the damping law of the corrugated steel plate on the shock wave in the underground engineering structure and the interference and reduction mechanism of the corrugated steel plate wall surface waveform on the shock wave are not clear, so that the capability of reducing the shock wave overpressure generated by explosion of the corrugated steel plates on different corrugated wall surfaces is difficult to judge, and the method is not beneficial to the defending work of constructing the corrugated steel plate concrete structure.
Disclosure of Invention
The invention solves the technical problems that: at present, the damping law of the corrugated steel plate on the shock wave in the underground engineering structure and the interference and reduction mechanism of the waveform of the wall surface of the corrugated steel plate on the shock wave are not clear, so that the capability of reducing the shock wave overpressure generated by explosion of the corrugated steel plates on different corrugated wall surfaces is difficult to judge, and the method is not beneficial to the defending work of constructing the corrugated steel plate and the concrete structure.
In order to solve the technical problems, the invention provides the following technical scheme: a method for judging explosion resistance of a corrugated steel plate and concrete combined structure comprises the steps of constructing an experimental model of the corrugated steel plate and concrete combined structure, and burying the experimental model into a soil body; setting a monitoring point and an explosion point, setting explosive at the explosion point, and carrying out explosion experiment test on the experiment model; collecting experimental data of the experimental model for explosion experimental test; calculating the overpressure peak attenuation rate of the shock wave, and fitting the overpressure peak of the shock wave at each measuring point; and judging the reduction capacity of the inner wall of the experimental model to the overpressure of the shock wave according to the roughness coefficient of the inner wall of the corrugated steel plate corresponding to the overpressure peak value of the shock wave at each measuring point.
As a preferable scheme of the method for judging the explosion-proof capacity of the corrugated steel plate and concrete combined structure of the invention, the method comprises the following steps: the construction of the experimental model of the corrugated steel plate and concrete combined structure, and burying the experimental model into the soil body comprises the following steps: fixing the corrugated steel plate on the inner side of the concrete wall body by using bolts to form a corrugated steel plate and concrete combined structure; setting the top of the corrugated steel plate and concrete combined structure as an arch; monitoring points are arranged on the outer wall of the corrugated steel plate and concrete combined structure; burying the corrugated steel plate and concrete combined structure in the soil body.
As a preferable scheme of the method for judging the explosion-proof capacity of the corrugated steel plate and concrete combined structure of the invention, the method comprises the following steps: the corrugated steel plate concrete combined structure comprises a circular arch section and a straight wall section; monitoring points are respectively arranged at the top of the circular arch section, the middle of the circular arch section, the junction of the circular arch section and the straight wall section, the middle of the straight wall section and the inner wall and the outer wall at the bottom of the straight wall section; monitoring points are arranged at certain intervals on the top of the circular arch section, the middle of the circular arch section, the junction of the circular arch section and the straight wall section, the middle of the straight wall section and the inner wall and the outer wall of the bottom of the straight wall section in the length direction; each monitoring point is respectively provided with a strain sensor and a shock wave overpressure sensor; and arranging a pressure sensor in the soil body around the grain steel plate and concrete combined structure.
As a preferable scheme of the method for judging the explosion-proof capacity of the corrugated steel plate and concrete combined structure of the invention, the method comprises the following steps: setting an explosion point above the circular arch section; detonating the explosive to generate shock wave overpressure; experimental data were collected.
As a preferable scheme of the method for judging the explosion-proof capacity of the corrugated steel plate and concrete combined structure of the invention, the method comprises the following steps: and carrying out gradient setting on the explosive loading quantity of the explosion points, respectively carrying out real explosion experiments, and collecting experimental data.
As a preferable scheme of the method for judging the explosion-proof capacity of the corrugated steel plate and concrete combined structure of the invention, the method comprises the following steps: the experimental data comprise first mechanical deformation of the corrugated steel plate, which is acquired by a strain sensor, second mechanical deformation of the concrete wall, first shock wave overpressure data of the outer side of the concrete wall, which are acquired by a shock wave overpressure sensor, and second shock wave overpressure data of the inner side of the corrugated steel plate, which are acquired by the shock wave overpressure sensor; and judging the explosion resistance of the corrugated steel plate and concrete combined structure by comparing the values of the first mechanical deformation quantity and the second mechanical deformation quantity and the values of the first shock wave overpressure data and the second shock wave overpressure data.
As a preferable scheme of the method for judging the explosion-proof capacity of the corrugated steel plate and concrete combined structure of the invention, the method comprises the following steps: analyzing the experimental data, selecting a peak value of the second shock wave overpressure data, and calculating the overpressure peak value attenuation rate of shock waves in the corrugated steel plate and concrete combined structure, wherein the calculation expression of the overpressure peak value attenuation rate of the shock waves is as follows:
wherein,taking the overpressure peak value at the closest measuring point to the explosion point, < ->Representing the overpressure peaks at each measurement point.
As a preferable scheme of the method for judging the explosion-proof capacity of the corrugated steel plate and concrete combined structure of the invention, the method comprises the following steps: analyzing the overpressure propagation rule of the shock waves in the corrugated steel plate and concrete combined structure: fitting the overpressure peak value of the shock wave of each measuring point, wherein the calculation expression is as follows:
wherein DeltaP x Representing the overpressure value of shock wave at Xm from the detonation position of corrugated steel plate and concrete combined structure, and delta P λ The method is characterized in that the method is used for representing the overpressure value of shock waves at the detonation position of the corrugated steel plate and concrete combined structure, X represents the distance from the acquisition point of the overpressure value of the shock waves to the detonation position of the corrugated steel plate and concrete combined structure, D represents the height of the corrugated steel plate and concrete combined structure, m, eta and D are fitting parameters, and C f The roughness coefficient of the inner wall of the corrugated steel plate is shown.
As a preferable scheme of the method for judging the explosion-proof capacity of the corrugated steel plate and concrete combined structure of the invention, the method comprises the following steps: roughness coefficient C of the inner wall of the corrugated steel plate f The calculated expression of (2) is:
C f ＝2ln(D/2h)+1.74 -2
wherein h represents wall roughness, h is 0.001m, l represents wave distance of the corrugated steel plate, n represents wave peak height of the corrugated steel plate passing through C f Judging the reduction capacity of the corrugated steel plate to the overpressure of the shock waves according to the value;
C f the larger the value is, the more ΔP is represented x The smaller the value, i.e. the higher the overpressure peak decay rate, the more pronounced the overpressure relief effect on the shock wave.
The invention has the beneficial effects that: the numerical values of the first mechanical deformation quantity and the second mechanical deformation quantity are compared to serve as the judging basis of the firmness of the corrugated steel plate and concrete combined structure, namely the resistance of the corrugated steel plate and the concrete combined structure to explosion points is directly compared, the data of the reduction effect of the corrugated steel plate and the concrete combined structure on the overpressure of the impact waves can be obtained by comparing the first overpressure data of the impact waves with the second overpressure data of the impact waves, the attenuation rule of the corrugated steel plate on the impact waves and the interference and reduction mechanism of the wall waveforms of the corrugated steel plate on the impact waves in the underground engineering structure are facilitated by calculating the peak attenuation rate of the overpressure of the impact waves, and accordingly the capability of reducing the overpressure of the impact waves of the corrugated steel plates on different corrugated wall surfaces is judged, the protection capability of underground defense works on internal equipment and personnel is facilitated to be improved, and the defense works of the corrugated steel plate and the concrete structure are constructed.
Drawings
Fig. 1 is a basic flow diagram of a method for judging explosion-proof capability of a corrugated steel plate and concrete combined structure according to an embodiment of the present invention.
Fig. 2 is a schematic cross-sectional view of a corrugated steel plate and concrete combined structure in a method for judging explosion-proof capability of the corrugated steel plate and concrete combined structure according to an embodiment of the present invention.
Fig. 3 is a schematic diagram of explosion test of a method for judging explosion resistance of a corrugated steel plate and concrete composite structure according to an embodiment of the present invention.
Fig. 4 is a schematic diagram of positions of monitoring points in a method for judging explosion resistance of a corrugated steel plate and concrete combined structure according to an embodiment of the invention.
Fig. 5 is an axial strain graph of a deck plate according to a method for judging explosion-proof capability of a deck plate and concrete combined structure according to an embodiment of the present invention.
Fig. 6 is a graph showing the hoop strain of a deck plate according to a method for judging the explosion-proof capacity of a deck plate and concrete combined structure according to an embodiment of the present invention.
Detailed Description
So that the manner in which the above recited objects, features and advantages of the present invention can be understood in detail, a more particular description of the invention, briefly summarized above, may be had by reference to the embodiments, some of which are illustrated in the appended drawings.
Example 1
Referring to fig. 1 to 4, for one embodiment of the present invention, there is provided a method for judging explosion-proof capability of a corrugated steel plate and concrete composite structure:
s1, constructing an experimental model of a corrugated steel plate and concrete combined structure, and burying the experimental model into a soil body.
The construction of the experimental model comprises the following steps:
fixing the corrugated steel plate on the inner side of the concrete wall body by using bolts to form a corrugated steel plate and concrete combined structure;
setting the top of the corrugated steel plate and concrete combined structure as an arch;
monitoring points are arranged on the outer wall of the corrugated steel plate and concrete combined structure;
burying the corrugated steel plate and concrete combined structure in the soil body.
Referring to fig. 2, the experimental model consisted of corrugated steel plate, concrete and peg connections. The clear span is 1800mm, the radius of the circular arch is 900mm, the height of the straight wall is 1800mm, the axial width of the model is 1200mm, and the thickness of the model is 166mm. In order to analyze and compare antiknock performance of different corrugated steel plate lining structures and reinforced concrete structures with equal thickness, 200mm or 55mm corrugated steel plates, a concrete combined structure and a reinforced concrete structure comparison group are designed for test. The model material and the manufacturing method are as follows:
the experimental model consists of three corrugated steel plates and concrete, and is formed by splicing and connecting bolts, wherein the thickness of the corrugated steel plates is 2mm, and the yield strength and the tensile strength are 235MPa and 375MPa respectively. The yield strength and the tensile strength of the connecting bolts between the corrugated steel plates are 800MPa and 640MPa respectively. The surface of the corrugated steel plate is hot dip galvanized by 600g/m. The diameter of the stud connector welded on the corrugated steel plate is 12mm, the length is 100mm, the yield strength and the tensile strength are 320MPa and 400MPa respectively, the axial spacing of the studs is 300mm, and the longitudinal spacing is 250mm. The experimental model and the corrugated steel plate structure are shown in fig. 2. The diameter of the steel bars used by the reinforced concrete model is 8mm, the distance between the steel bar meshes is 100mm, the stirrups adopt 6mm steel bars, the distance between the steel bars is 200mm, and the yield strength and the tensile strength of the steel bars are 300MPa and 420MPa respectively.
All the concretes in the experimental model are poured uniformly and cured for 28 days. And (3) obtaining the compressive strength of the concrete which is 32.5MPa through the compressive test of the concrete test block.
The corrugated steel plate concrete combined structure comprises a circular arch section and a straight wall section;
referring to fig. 3, monitoring points are respectively arranged on the top 1 of the circular arch section, the middle 2 of the circular arch section, the junction 3 of the circular arch section and the straight wall section, the middle 4 of the straight wall section and the inner wall and the outer wall of the bottom 5 of the straight wall section;
and monitoring points are arranged at certain intervals on the top 1 of the circular arch section, the middle 2 of the circular arch section, the junction 3 of the circular arch section and the straight wall section, the middle 4 of the straight wall section and the inner wall and the outer wall of the bottom 5 of the straight wall section in the length direction.
The top 1 of the circular arch section, the middle 2 of the circular arch section, the junction 3 of the circular arch section and the straight wall section, the middle 4 of the straight wall section and the bottom 5 of the straight wall section are regarded as a group of monitoring points on the same cross section of the corrugated steel plate concrete combined structure, then a plurality of groups of monitoring points are arranged along the length direction of the corrugated steel plate and concrete combined structure, and a group of monitoring points are preferably arranged every 50 cm.
Each monitoring point is respectively provided with a strain sensor and a shock wave overpressure sensor;
and arranging a pressure sensor in the soil body around the grain steel plate and concrete combined structure.
And S2, setting a monitoring point and an explosion point, setting explosive at the explosion point, and carrying out explosion experiment test on the experiment model.
Setting an explosion point above the circular arch section;
detonating the explosive to generate shock wave overpressure;
experimental data were collected.
And carrying out gradient setting on the explosive loading quantity of the explosion points, respectively carrying out real explosion experiments, and collecting experimental data.
Referring to fig. 4, before the test, a model is placed in a pre-excavated test pit by using a crane, the sensor is installed and led according to a test scheme, the axial end face of the model is plugged by using a steel plate, the earth is covered and compacted, a 1m long PVC pipe is reserved at the top for charging,
and S3, collecting experimental data of explosion experimental tests of the experimental model.
The experimental data comprise first mechanical deformation of the corrugated steel plate, which is acquired by a strain sensor, second mechanical deformation of the concrete wall, first shock wave overpressure data of the outer side of the concrete wall, which are acquired by a shock wave overpressure sensor, and second shock wave overpressure data of the inner side of the corrugated steel plate, which are acquired by the shock wave overpressure sensor;
and judging the explosion resistance of the corrugated steel plate and concrete combined structure by comparing the values of the first mechanical deformation quantity and the second mechanical deformation quantity and the values of the first shock wave overpressure data and the second shock wave overpressure data.
And taking the difference value of the first mechanical deformation quantity and the second mechanical deformation quantity as a judging basis of the firmness degree of the corrugated steel plate and concrete combined structure, wherein the larger the difference value of the first mechanical deformation quantity and the second mechanical deformation quantity is, the higher the firmness degree of the corrugated steel plate and concrete combined structure is, and when the corrugated steel plate and concrete combined structure is not collapsed by explosion, the difference value of the first shock wave overpressure data and the second shock wave overpressure data is judged, and the larger the difference value of the first shock wave overpressure data and the second shock wave overpressure data is, the stronger the reduction capability of the corrugated steel plate and concrete combined structure to the shock wave overpressure is.
And S4, calculating the overpressure peak attenuation rate of the shock wave, and fitting the overpressure peak of the shock wave at each measuring point.
Analyzing the experimental data, selecting a peak value of the second shock wave overpressure data, and calculating the overpressure peak value attenuation rate of shock waves in the corrugated steel plate and concrete combined structure, wherein the calculation expression of the overpressure peak value attenuation rate of the shock waves is as follows:
wherein,taking the overpressure peak value at the closest measuring point to the explosion point, < ->Representing the overpressure peaks at each measurement point.
Analyzing the overpressure propagation rule of the shock waves in the corrugated steel plate and concrete combined structure:
fitting the overpressure peak value of the shock wave of each measuring point, wherein the calculation expression is as follows:
wherein DeltaP x Representing the overpressure value of shock wave at Xm from the detonation position of corrugated steel plate and concrete combined structure, and delta P λ The method is characterized in that the method is used for representing the overpressure value of shock waves at the detonation position of the corrugated steel plate and concrete combined structure, X represents the distance from the acquisition point of the overpressure value of the shock waves to the detonation position of the corrugated steel plate and concrete combined structure, D represents the height of the corrugated steel plate and concrete combined structure, m, eta and D are fitting parameters, and C f The roughness coefficient of the inner wall of the corrugated steel plate is shown.
And S5, judging the reduction capacity of the inner wall of the experimental model to the overpressure of the shock wave through the roughness coefficient of the inner wall of the corrugated steel plate corresponding to the overpressure peak value of the shock wave at each measuring point.
Roughness coefficient C of the inner wall of the corrugated steel plate f The calculated expression of (2) is:
C f ＝2ln(D/2h)+1.74 -2
wherein h represents wall roughness, h is 0.001m, l represents wave distance of the corrugated steel plate, n represents wave peak height of the corrugated steel plate passing through C f Judging the reduction capacity of the corrugated steel plate to the overpressure of the shock waves according to the value;
C f the larger the value is, the more ΔP is represented x The smaller the value, i.e. the higher the overpressure peak decay rate, the more pronounced the overpressure relief effect on the shock wave. When an explosion shock wave propagates in the tunnel, a high-pressure area exists in the near-wall area due to wall reflection. When the wavefront contacts the corrugated steel sheet liner, significant reflection occurs as the corrugated steel sheet liner blocks the progression of the wavefront near the wall. Lining structure of corrugated steel plateThe continuous corrugation continuously cuts off the wave front energy in the area, influences the pressure distribution behind the wave front, and cuts off the shock wave overpressure energy, namely the higher the wave height of the corrugated steel plate is, the smaller the wave distance is, and the more obvious the shock wave overpressure reducing effect is.
Table 1: equivalent roughness of corrugated steel under different conditions.
Roughness coefficient C of inner wall of corrugated steel plate under same equivalent f Is classified by gradient setting, e.g. L1 scale for C f Less than 0.002 indicates that the corrugated steel plate has smaller capability of reducing the overpressure of the shock wave, and if the L2 grade indicates C f More than 0.002 and less than 0.003, the ability of the corrugated steel plate to absorb the overpressure of the shock wave is generally shown, and the L3 grade is C f The damping capacity of the corrugated steel plate on the overpressure of the shock waves is excellent and is more than 0.003, so that the overpressure of the shock waves can be effectively damped, and personnel and equipment in the corrugated steel plate and concrete combined structure can be well protected.
According to the explosion experiment test on the experiment model, the concrete structure with the same specification is adopted, so that the influence of the corrugated steel plate and the concrete combined structure on the overpressure of the internal shock wave is reduced, meanwhile, the numerical values of the first mechanical deformation quantity and the second mechanical deformation quantity are compared, the numerical values of the first shock wave overpressure data and the second shock wave overpressure data are compared as judging basis for the firmness degree of the corrugated steel plate and the concrete combined structure, namely the resistance of the first shock wave overpressure data and the second shock wave overpressure data, the data of the corrugated steel plate and the concrete combined structure on the reduction effect of the overpressure of the shock wave can be obtained, the attenuation rule of the corrugated steel plate on the overpressure of the shock wave and the interference and reduction mechanism of the wall surface waveform of the corrugated steel plate on the shock wave in the underground engineering structure are facilitated, the capability of reducing the overpressure of the corrugated steel plate with different corrugated wall surfaces is judged, the protection capability of underground defending works on internal equipment and personnel is facilitated, and the defending works of the corrugated steel plate and the concrete structure are constructed.
Example 2
Referring to fig. 5 and 6, in another embodiment of the present invention, unlike the first embodiment, an experimental verification of a method for determining the explosion-proof capability of a corrugated steel plate and concrete combined structure is provided, and in order to verify and explain the technical effects adopted in the method, the present embodiment adopts a conventional technical scheme to perform a comparison test with the method of the present invention, and the experimental results are compared by means of scientific proof to verify the actual effects possessed by the method.
According to an experimental model, experimental data are collected at the top 1 of the circular arch section, the middle 2 of the circular arch section, the junction 3 of the circular arch section and the straight wall section, the middle 4 of the straight wall section and the monitoring points at the bottoms 5 and 5 of the straight wall section under the same TNT equivalent explosion condition.
Referring to fig. 5, under the action of explosion impact, concrete is plastically deformed to be crushed, a corrugated steel plate is deformed by the impact of the concrete, and the maximum strain is 2600 mu epsilon at the peak 1 of the top of the circular arch section, so that the dynamic yield strain of the steel is not reached. As shown in fig. 6, it can be seen that the strain is greatest at the peak position of the top 1 of the dome section, where the peaks exhibit tensile strain and the valleys exhibit compressive strain, and the hoop strain is generally greater than the axial strain due to the directionality of the corrugated steel plate. Therefore, under the action of explosion shock waves, the dynamic strain at the wave crest of the lining corrugated steel plate is obviously larger than that at the wave trough, and a certain stress concentration phenomenon exists at the wave crest position.
Referring to fig. 6, after the explosion impact, the top 1 of the circular arch section of the corrugated steel plate and concrete combined structure starts to deform and respond first, and then the middle 2 of the circular arch section, the junction 3 of the circular arch section and the straight wall section, the middle 4 of the straight wall section and the bottom 5 of the straight wall section are sequentially rebounded, and after the peak value is reached, the displacement is partially rebounded. As shown in Table 1, the maximum deformation of the dome section at the top of 128.7ms was 35.1mm at a proportional distance of 0.624m/kg1/3, and the final deformation after rebound was 18.1mm, with a rebound rate of 48.4%. The maximum deformation at the junction 3 of the straight wall sections is 28.23mm, the final deformation is 13.94mm, and the rebound rate is 50.6%. The maximum deformation of the middle part 4 of the straight wall section is 16.64mm, the final deformation is 7.85mm, and the rebound rate is 52.8%. At a proportional distance of 0.312m/kg1/3, the maximum deformation 125.59mm of the corrugated steel plate at the top 1 position of the dome section was 92.75mm, and the rebound resilience was 26.1%. The maximum deformation of the arch springing is 70.27mm, the final deformation is 47.17mm, and the rebound rate is 32.9%. The maximum deformation of the middle part 4 of the straight wall section is 38.42mm, the final deformation is 25.58mm, and the rebound rate is 33.4%. From the deformation data, the closer to the center of the explosion point, the larger the explosion load is, the maximum deformation and the final deformation of the top 1 of the dome section are both the largest, but the rebound rate after explosion is the lowest, which indicates that the irreversible deformation and damage generated in the explosion process are larger. In addition, each measuring point shows a larger rebound rate, and deformation, vibration and the like in the rebound process can consume a large amount of energy.
Table 2: and a deformation response characteristic value statistical table under different explosion distance conditions.
Wherein. Dm represents the maximum deformation amount, df represents the final deformation amount, and Re represents the rebound resilience.
It should be appreciated that embodiments of the invention may be implemented or realized by computer hardware, a combination of hardware and software, or by computer instructions stored in a non-transitory computer readable memory. The methods may be implemented in a computer program using standard programming techniques, including a non-transitory computer readable storage medium configured with a computer program, where the storage medium so configured causes a computer to operate in a specific and predefined manner, in accordance with the methods and drawings described in the specific embodiments. Each program may be implemented in a high level procedural or object oriented programming language to communicate with a computer system. However, the program(s) can be implemented in assembly or machine language, if desired. In any case, the language may be a compiled or interpreted language. Furthermore, the program can be run on a programmed application specific integrated circuit for this purpose.
It should be noted that the above embodiments are only for illustrating the technical solution of the present invention and not for limiting the same, and although the present invention has been described in detail with reference to the preferred embodiments, it should be understood by those skilled in the art that the technical solution of the present invention may be modified or substituted without departing from the spirit and scope of the technical solution of the present invention, which is intended to be covered in the scope of the claims of the present invention.
Claims (5)
1. The method for judging the explosion resistance of the corrugated steel plate and concrete combined structure is characterized by comprising the following steps of: constructing an experimental model of a corrugated steel plate and concrete combined structure, and burying the experimental model into a soil body;
setting a monitoring point and an explosion point, setting explosive at the explosion point, and carrying out explosion experiment test on the experiment model;
collecting experimental data of the experimental model for explosion experimental test;
calculating the overpressure peak attenuation rate of the shock wave, and fitting the overpressure peak of the shock wave at each measuring point;
judging the capability of reducing the overpressure of the shock wave of the inner wall of the experimental model by the roughness coefficient of the inner wall of the corrugated steel plate corresponding to the overpressure peak value of the shock wave of each measuring point;
the experimental data comprise first mechanical deformation of the corrugated steel plate, which is acquired by a strain sensor, second mechanical deformation of the concrete wall, first shock wave overpressure data of the outer side of the concrete wall, which are acquired by a shock wave overpressure sensor, and second shock wave overpressure data of the inner side of the corrugated steel plate, which are acquired by the shock wave overpressure sensor;
judging the explosion resistance of the corrugated steel plate and concrete combined structure by comparing the values of the first mechanical deformation quantity and the second mechanical deformation quantity and the values of the first shock wave overpressure data and the second shock wave overpressure data;
analyzing the experimental data, selecting a peak value of the second shock wave overpressure data, and calculating the overpressure peak value attenuation rate of shock waves in the corrugated steel plate and concrete combined structure, wherein the calculation expression of the overpressure peak value attenuation rate of the shock waves is as follows:
wherein,taking the overpressure peak value at the closest measuring point to the explosion point, < ->Representing the overpressure peaks at each measurement point;
analyzing the overpressure propagation rule of the shock waves in the corrugated steel plate and concrete combined structure:
fitting the overpressure peak value of the shock wave of each measuring point, wherein the calculation expression is as follows:
wherein DeltaP x Representing the overpressure value of shock wave at Xm from the detonation position of corrugated steel plate and concrete combined structure, and delta P λ The method is characterized in that the method is used for representing the overpressure value of shock waves at the detonation position of the corrugated steel plate and concrete combined structure, X represents the distance from the acquisition point of the overpressure value of the shock waves to the detonation position of the corrugated steel plate and concrete combined structure, D represents the height of the corrugated steel plate and concrete combined structure, m, eta and D are fitting parameters, and C f Representing the roughness coefficient of the inner wall of the corrugated steel plate;
roughness coefficient C of the inner wall of the corrugated steel plate f The calculated expression of (2) is:
C f ＝2ln(D/2h)+1.74 -2
wherein h represents wall roughness, h is 0.001m, l represents wave distance of the corrugated steel plate, n represents wave peak height of the corrugated steel plate passing through C f Judging the reduction capacity of the corrugated steel plate to the overpressure of the shock waves according to the value;
C f the larger the value is, the more ΔP is represented x The smaller the value, i.e. the higher the overpressure peak decay rate, the more pronounced the overpressure relief effect on the shock wave.
2. The method for judging the explosion-proof capacity of a composite structure of a deck plate and concrete according to claim 1, wherein: the construction of the experimental model of the corrugated steel plate and concrete combined structure, and burying the experimental model into the soil body comprises the following steps:
fixing the corrugated steel plate on the inner side of the concrete wall body by using bolts to form a corrugated steel plate and concrete combined structure;
setting the top of the corrugated steel plate and concrete combined structure as an arch;
monitoring points are arranged on the outer wall of the corrugated steel plate and concrete combined structure;
burying the corrugated steel plate and concrete combined structure in the soil body.
3. The method for judging the explosion-proof capacity of a composite structure of a deck plate and concrete according to claim 2, wherein: the corrugated steel plate concrete combined structure comprises a circular arch section and a straight wall section;
monitoring points are respectively arranged on the top (1) of the circular arch section, the middle (2) of the circular arch section, the junction (3) of the circular arch section and the straight wall section, the middle (4) of the straight wall section and the inner wall and the outer wall of the bottom (5) of the straight wall section;
monitoring points are arranged on the top (1) of the circular arch section, the middle (2) of the circular arch section, the junction (3) of the circular arch section and the straight wall section, the middle (4) of the straight wall section and the inner wall and the outer wall of the bottom (5) of the straight wall section at certain intervals in the length direction;
each monitoring point is respectively provided with a strain sensor and a shock wave overpressure sensor;
and arranging a pressure sensor in the soil body around the grain steel plate and concrete combined structure.
4. The method for judging the explosion-proof capacity of a composite structure of a deck plate and concrete according to claim 3, wherein: setting an explosion point above the circular arch section;
detonating the explosive to generate shock wave overpressure;
experimental data were collected.
5. The method for judging the explosion-proof capacity of a composite structure of a deck plate and concrete according to claim 4, wherein: and carrying out gradient setting on the explosive loading quantity of the explosion points, respectively carrying out real explosion experiments, and collecting experimental data.
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