CN111523263A - Seismic load lower shore bridge track jump simulation detection method and device - Google Patents
Seismic load lower shore bridge track jump simulation detection method and device Download PDFInfo
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Abstract
The invention relates to the technical field of seismic track jump simulation detection of a shore bridge, and discloses a method and a device for simulating and detecting the track jump of the shore bridge under a seismic load and a computer storage medium, wherein the method comprises the following steps: simplifying a shore bridge structure, and establishing a shore bridge simplified structure model; establishing a bank bridge motion equation of track jump based on the bank bridge simplified structure model; determining a similar condition between a shore bridge similar model and a prototype according to the shore bridge motion equation; constructing the shore bridge similar model according to the similar conditions; and performing a seismic simulation experiment based on the shore bridge similar model to obtain a shore bridge track jump simulation detection result. The invention can carry out simulation test on the track jump response of the seismic lower shore bridge and has high precision of the simulation detection result.
Description
Technical Field
The invention relates to the technical field of seismic track jumping simulation detection of a shore bridge, in particular to a method and a device for simulating and detecting seismic load lower shore bridge track jumping and a computer storage medium.
Background
Since container terminals and various port cranes of Japan Shen-Kong harbor are destructively damaged by earthquake, a large amount of research works on the aspect of shore bridge earthquake are carried out by relevant scholars. The uncertainty of earthquake and the limitation of test conditions make the test of the shore bridge prototype difficult to realize. The existing method is to carry out the earthquake simulation test of the vibration table, apply various simulation loads to excite the response of the shore bridge similar model on the vibration table through the control system, and reproduce the earthquake process of the shore bridge.
The shore bridge similarity model and the prototype have a specific similarity relation, so that various physical quantities and physical processes of the shore bridge similarity model can be reflected according to a certain similarity constant, and the similarity rate of the similarity model and the prototype is based on whether the physical quantities and the physical processes of the research object are accurately selected. In recent years, a large number of scholars at home and abroad design and manufacture similar models to carry out shore bridge earthquake research, but mainly focus on the aspects of the research on the damage of the upper structure of the shore bridge, the development of vibration reduction and isolation devices, simulation analysis and verification and the like.
The bank bridge track jump is the abbreviation of jump and derailment, refers to the phenomenon that the cart walking wheels at the bottom of the bank bridge structure jump up and break away from the track under abnormal working conditions, and is one of the common damage forms of modern large port loading and unloading equipment in earthquake disasters. Track jumping in the early-stage small shore bridge earthquake does not damage the wharf ground or the upper structure of the wharf ground or the track jumping of the shore bridge earthquake, and the research on the track jumping of the shore bridge is slightly insufficient.
For a huge structure such as a shore bridge, a large-scale reduced-scale dynamics similarity model is designed, all similarity conditions are difficult to meet, the physical process of a research object is complex, the participation physical quantity is large, and a part of scholars construct a proper similarity relation according to the research focus to realize the approximate similarity of the similarity model and a prototype so as to meet the experimental research requirements of the similarity model. However, a similar model specially designed and manufactured for the earthquake track jump phenomenon of a shore bridge is not seen in the current research.
Disclosure of Invention
The invention aims to overcome the technical defects, provides a method and a device for simulating and detecting the track jump of a shore bridge under an earthquake load, and a computer storage medium, and solves the technical problem that the track jump cannot be simulated and detected due to the lack of a similar model aiming at the track jump in the prior art.
In order to achieve the technical purpose, the technical scheme of the invention provides a method for simulating and detecting the track jump of a shore bridge under an earthquake load, which comprises the following steps:
simplifying a shore bridge structure, and establishing a shore bridge simplified structure model;
establishing a bank bridge motion equation of track jump based on the bank bridge simplified structure model;
determining a similar condition between a shore bridge similar model and a prototype according to the shore bridge motion equation;
constructing the shore bridge similar model according to the similar conditions;
and performing a seismic simulation experiment based on the shore bridge similar model to obtain a shore bridge track jump simulation detection result.
The invention also provides a seismic load lower shore bridge track jump simulation detection device which comprises a processor and a memory, wherein the memory is stored with a computer program, and the computer program is executed by the processor to realize the seismic load lower shore bridge track jump simulation detection method.
The invention also provides a computer storage medium, on which a computer program is stored, and when the computer program is executed by a processor, the method for simulating and detecting the track jump of the quayside crane under the seismic load is realized.
Compared with the prior art, the invention has the beneficial effects that: according to the method, the structure of the shore bridge is simplified, a motion equation of the shore bridge for track jump is established on the basis, a similar relation between a shore bridge similar model and a prototype is established according to related physical quantities in the motion equation, a similar constant is further deduced, so that a small-size test model is manufactured, a vibration table earthquake simulation test is carried out, the track jump and derailment response of the test model under different earthquake excitations is recorded, and a track jump simulation detection result is obtained. The shore bridge similarity model provided by the invention is established based on the track jump shore bridge motion equation, so that the motion characteristics of a prototype are inherited, the similarity rate is high, the shore bridge track jump simulation detection is carried out by using the shore bridge similarity model, and the accuracy of the obtained detection result is higher.
Drawings
FIG. 1 is a flow chart of an embodiment of a method for simulating and detecting track jump of a quayside crane under seismic load according to the present invention;
FIG. 2 is a schematic structural diagram of an embodiment of a shore bridge provided by the present invention;
FIG. 3 is a schematic wheel-rail contact diagram of the shore bridge of FIG. 2;
FIG. 4 is a simplified model diagram of a shore bridge structure of the shore bridge of FIG. 2;
FIG. 5 is a schematic diagram of a shore bridge motion equation established according to the shore bridge simplified structure model in FIG. 4;
FIG. 6 is a finite element model diagram of the quay crane of FIG. 2;
FIG. 7 is a plot of the site placement of the finite element model of FIG. 6;
FIG. 8 is a land side wheel pressure plot for one operating condition of a simulation experiment performed on the finite element model of FIG. 6;
FIG. 9 is a land side wheel pressure plot for another condition of the simulation experiment performed on the finite element model of FIG. 6;
FIG. 10 is a recorded diagram of track jump under all conditions of the finite element model of FIG. 6.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention more apparent, the present invention is described in further detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of the invention and are not intended to limit the invention.
Example 1
As shown in fig. 1, embodiment 1 of the present invention provides a method for simulating and detecting track jump of a quayside crane under a seismic load, including the following steps:
s1, simplifying a shore bridge structure, and establishing a shore bridge simplified structure model;
s2, establishing a track jump shore bridge motion equation based on the shore bridge simplified structure model;
s3, determining a similar condition between the shore bridge similar model and the prototype according to the shore bridge motion equation;
s4, constructing the shore bridge similar model according to the similar conditions;
and S5, performing a seismic simulation experiment based on the shore bridge similar model to obtain a shore bridge track jump simulation detection result.
In order to improve the accuracy of a land bridge track jump research result under earthquake load, a simplified land bridge track jump mathematical equation is used for deducing a similar relation between a land bridge prototype and a model, a dynamic similar model of a land bridge is established, a vibration table test of a 1:20 land bridge proportional model is manufactured and developed, response values of test model monitoring points under different earthquake wave load conditions are researched, the law that land bridge wheel track pressure changes along with time under different working conditions is analyzed, a track jump response result of the land bridge proportional model in a vibration test is tested, and finally the test result is compared with a simulation result by combining a finite element method. The results show that: the model track jump response result in the vibration table test is consistent with the track jump condition in the finite element simulation, and the similarity relation established based on the track jump mathematical equation is accurate and reliable. The research provides theoretical basis for the design of large-scale structural similarity models.
Specifically, in this embodiment, taking a J248 type shore bridge as an example, the distance between the sea side track and the land side track is 35 meters, the distance between the wheels on the same side of the shore bridge is 20 meters, the total weight is 992 tons, the maximum distance in the horizontal direction, i.e., the X direction, is 140 meters, and the maximum distance in the vertical direction, i.e., the Y direction, is 80 meters, and the large shore bridge belongs to a new generation of large shore bridges. The main structure of the marine floating roof comprises a land side lower cross beam 11, a sea side lower cross beam 12, a land side door leg 21, a sea side door leg 22, a land side upright post 31, a sea side upright post 32, a rear cross beam 41, a front cross beam 42, a rear pull rod 51, a front pull rod 52, a land side upper cross beam 6, a ladder frame 7, a ladder frame cross beam 71, a stay bar 8, a door frame cross beam 9 and the like, and is shown in figure 2.
The whole weight of the shore bridge is supported by 4 travelling mechanisms positioned on a lower beam at the bottom of a door frame, each travelling mechanism consists of a balance beam and a certain number of wheels, and in the earthquake process, earthquake wave energy is transmitted to an upper layer structure through a track. When the shore bridge works normally, the wheels move back and forth on the track along the Z direction to adapt to the position of the berth of the container ship.
The shore bridge wheels contact with the track to form a concave-convex section, and the wheel rim can play a certain displacement limiting role in the X direction, as shown in figure 3.
The bending deformation of the shore bridge door leg in the X direction (perpendicular to the track direction) is a main energy consumption mode in earthquake, and is also a first-order vibration mode form in the shore bridge modal analysis, the mass participation coefficient reaches 94%, and meanwhile, the displacement response of the shore bridge door leg in the X direction accounts for 85% of the maximum displacement of the structure. In summary, for the track jump research of the shore bridge, the flexible body model with a single degree of freedom can be simplified for analysis, the rigidity of the whole machine in the X direction is approximately equal to the rigidity of the gate leg, the mass of the whole machine is replaced by the concentrated mass (the mass of the gate leg is small relative to the mass of the whole machine), and finally the model is simplified as shown in fig. 4.
Specifically, simplify the bank bridge structure, establish bank bridge and simplify the structure model, specifically do:
the shore bridge gate leg is a flexible body, and other rod pieces and the mass center are rigid bodies. The mass of the shore bridge is m, the height of the mass center of the shore bridge is H, and the horizontal distance between the mass center of the shore bridge and the land side wheel is l1The horizontal distance between the center of mass of the shore bridge and the wheel at the sea side is l2The bearing reaction force of the wheel on the land side of the shore bridge is R1The bearing reaction force of the wheel on the shore bridge near the sea side is R2The height of the door leg is h2When the shore bridge is excited by the acceleration a in the X direction, the center of mass of the shore bridge generates horizontal displacement u, and the horizontal displacement u is analyzed by taking a sea side wheel rail contact point as an original point and is obtained according to moment balance:
L·R1+H·m·a-(l2-u)·m·g＝0
when the wheel pressure on the land side is reduced to 0, i.e. R 10, i.e. the threshold for the wheel to leave the track, α (l)2u)/H, where the centroid critical acceleration should be:
a＝α·g
the value of u in the moment balance equation is relatively small, so α is set to (l)2-u)/H conversion to α ═ l2/H。
From the above formula, the critical acceleration value of the quay crane jumping rail is related to the horizontal distance between the mass center and the rail and the height of the mass center.
Based on the simplified model shown in fig. 4, a bank bridge motion mathematical model of bank bridge track jump is established by combining the seismic response characteristics of the bank bridge, as shown in fig. 5.
Specifically, the bank bridge motion equation is established based on the bank bridge simplified structure model, and specifically comprises the following steps:
as shown in FIG. 5, the left side of the arrow in FIG. 5 shows the case when no track jump occurs, and the right side of the arrow shows the case when track jump occursThe acceleration of the shore bridge system can not reach the critical condition of track jump, namely a is less than α g, the flexible gate leg can not be separated from the track, but is bent around o and o' to make the structure generate swing and shake, so that the mass center generates horizontal displacement u, and the shore bridge system is subjected to earthquake action force m ü in the horizontal directiong(t) the motion of the shore bridge system is expressed as forced vibration of a simple substance point system, and the flexible restoring force of the shore bridge system at the gate leg
Under the action of (a), according to the darenbel equilibrium principle, the motion equation can be written as:
order to
When the shore bridge acceleration is smaller than the track jump critical acceleration, the motion equation is expressed as:
when the acceleration of the shore bridge system reaches the critical condition of track jump, namely ü + ügWhen (t) ag, then the centroid displacement u should be:
neglecting the damping effect, the centroid displacement can be used as the critical condition ucr for the land bridge track jump, and there are:
ucr＝αg/ω2
when the mass center displacement exceeds the critical condition, the support reaction force R at the o' point1At the moment, the land side flexible door legs do not provide horizontal rigidity any more, the overturning moment generated by the earthquake opposite bank bridge is completely born by the sea side flexible door legs, the bending deformation of the sea side flexible door legs is increased, and the bank bridge complete machine swings around the point oThe land side wheels are lifted off the track.
The system swing causes an additional horizontal displacement x to the centroid, which can be expressed as x ═ Hsin θ, and sin θ ═ θ when θ is smaller, so x ═ H θ can be written; at the moment, the rigidity of the shore bridge after track jump is k ', the damping of the shore bridge after track jump is c', and the frequency of the shore bridge system after track jump is enabledAnd c '/(2m omega') after the track jump of the shore bridge system. The motion equation of the shore bridge system in the horizontal direction can be obtained:
the materials and section size parameters of the shore bridge sea and land side door legs are consistent, so that the rigidity of the two side door legs is equal, and when the track jump occurs, the horizontal rigidity of the system is provided by the sea side door leg only and is changed into a half of the original rigidity, and then the sea side door leg and the land side door leg have the same rigidity
'＝/2。
In the rotation direction, the differential motion equation of the centroid rotating around the o point can be expressed as:
combining the motion equation in the horizontal direction and the motion equation in the rotational direction
The following can be obtained:
order to
Substituting the formula to obtain:
after one side support of the swing structure is separated from the ground, the structure is in contact with one side of the ground, the response of the structure is mainly in a free vibration mode, and the influence of external excitation on the system is small. Therefore, after the land-side wheel jumps, the influence of the seismic excitation on the land bridge system can be ignored, so the above formula is simplified as follows:
the track jump process of the shore bridge is extremely complex, only a simplified mathematical shore bridge motion equation can be established, relevant physical quantities are selected based on the equation, similar conditions are determined, a similar relation between a shore bridge track jump model and a prototype is constructed, and a similar constant is deduced.
Specifically, determining a similar condition between the shore bridge similar model and the prototype according to the shore bridge motion equation specifically includes:
wherein S isüIs ü corresponding to similar constant, SIs a corresponding similarity constant, SωA similar constant corresponding to the value of omega,
is üg(t) a corresponding similarity constant, wherein,
is composed of
Corresponding similarity constant, SuIs a similarity constant corresponding to u, SζIs a similar constant corresponding to ζ, SλPhase corresponding to lambdaQuasi constant, SgIs a similarity constant corresponding to g, Sαα corresponding similarity constants;
following the principle of dimensional coordination, similarity of constants S in terms of densityρAcceleration similar constant SaModulus of elasticity similarity constant SEAnd a size similarity constant SlAnd replacing the physical quantity in the similar constant equation to obtain similar conditions, and connecting two equations in parallel to obtain:
the above formula is the similar requirement that the physical quantity similarity constant needs to meet in the seismic track jump test of the shore bridge.
In this example, the similarity constants for all the similarity condition determination models are shown in table 1, depending on laboratory conditions.
Table 1: model similarity constant
And according to the similarity constant, a similar model of the shore bridge can be manufactured, and the similar model is called as a short model. The wheels and the tracks are key links in the seismic track jump research of the shore bridge and need to be embodied in a similar model. The similar model cannot be directly connected with the vibrating table, and needs rigid support with a track to simulate the port ground; considering the size factor, the running mechanism is simplified into 2 wheels and 1 group of balance beams in the embodiment. And after the shore bridge similar model is manufactured, the shore bridge similar model can be installed on a vibration table to perform an earthquake simulation test, and the track jump is detected correspondingly to obtain a track jump simulation detection result.
In order to verify the similarity of the shore bridge similarity model manufactured by the method, the method is also verified by a simulation test. Specifically, a finite element model of a shore bridge structure is established in software ABAQUS, as shown in FIG. 6, main components in the structure such as a doorframe Beam, a door leg, a girder and the like all adopt a Beam23 unit, wheels and a rail adopt a solid unit, and a machine room adopts centralized mass for simulation. FIG. 7 is a structural measurement point layout diagram, and the model test sensors and the finite element simulation test monitoring points are used as references.
EL-Centro, Kobe, Northr idge, San Fernando and Taft seismic wave acceleration records are selected as input excitation of tests and simulation, when 20s of effective duration is taken, acceleration peak values are uniformly adjusted to be 0.1g, 0.2g, 0.3g and 0.4g, sampling intervals are 0.02s, and specific working conditions are shown in Table 2.
Table 2: simulated and experimental conditions
In a simulation experiment, whether the wheel is separated from the track is judged through the pressure value of the wheel-track contact measuring point, and when the pressure value of the measuring point is 0 or less than 0, the wheel jump phenomenon is judged to occur at the moment. Referring to fig. 7, the wheel monitoring points on the land side are a1 and a4, and the wheel monitoring points on the sea side are a2 and A3. FIG. 8 shows a pressure time course curve of land side monitoring points A1 and A4 under condition 15 (condition numbered 15 in Table 2: Taft wave, 0.3g), when the wheel pressure values are less than 0 at 8.42s and 9.75s, the land side wheel is judged to jump. FIG. 9 shows: in the test of condition 17 (condition number 17 in Table 2: Kobe wave, 0.4g), the pressure value at monitoring point A1 at the model land side wheel was plotted. At 5.84s, the pressure value of the wheel to the track is changed into 0, the test is immediately suspended after the wheel is separated from the track for recording the derailment time, the pressure value of the track pressure gauge is always 0 after the test, the collision between the wheel and the track occurs before the track jump, and the pressure value is obviously increased. Fig. 10 shows whether the quay crane jumps during the simulation experiment under 20 different working conditions in table 2, where the solid symbols indicate that no track jump occurs, and the open symbols indicate that track jump occurs.
The vibration of the table top of the vibration table can cause the model to jump and shake, and accidents such as model collapse and even falling from the table top can be caused. Thus, the vibration table operation is halted as soon as wheel separation from the track is observed during the test. Test tests are respectively carried out under different working conditions shown in the table 2, and whether the model jumps or not is recorded in sequence. Pressure gauges were mounted on the rigid support rails to monitor the wheel-to-rail forces during the test.
Table 3 shows whether or not the model has a track jump during the test under different conditions. In order to ensure the accuracy of the test results, the test under each set of operating conditions was repeated three times.
Table 3: track jump condition of lower shore bridge model under different working conditions
As reported in Table 3, in all the tests, the results of the inconsistency occurred in 3 repetitions of the test only under condition 2 (condition No. 2 in Table 2: Kobe wave, 0.1g) and condition 13 (condition No. 13 in Table 2: Northridge wave, 0.3g), wherein condition 2, respectively: track skipping, track skipping; under the working condition 13, the following conditions are respectively adopted: track jump, track not jump. The main factors for this to occur are: after multiple tests, the wheel and the rail are abraded, so that the contact friction coefficient of the wheel rail is changed, and the contact form can be slightly changed due to small deformation of the wheel rail.
By comparing the test record and the simulation result of the track jump of the shore bridge, in 60 groups of test tests, only 2 test records are inconsistent with the simulation result and are respectively the second test under the working condition 2 and the third test under the working condition 13, and the accuracy is up to 96.7%. The bank bridge motion equation based on the bank bridge simplified model provided by the invention is explained, and the bank bridge similar model which is deduced and designed can accurately predict the track jump response under the prototype seismic excitation.
According to the method, by means of a shore bridge similarity model, aiming at the problems that the track jump process of a shore bridge is complex and the participation physical quantity is various, a shore bridge structure model is simplified, a track jump mathematical equation is deduced, a similarity relation between the shore bridge model and a prototype is constructed on the basis of the track jump mathematical equation, and further a similarity constant is deduced. A shore bridge test similar model with a scale reduction ratio of 1:20 is manufactured, a vibration table earthquake simulation test is carried out, meanwhile, finite element earthquake simulation analysis is carried out, through comparison of a similar model detection result and a simulation result, a result shows that a model track jump record in the vibration table test is basically consistent with the track jump condition in the finite element simulation, and the similarity relation established based on a shore bridge track jump mathematical motion equation is accurate and reliable. The shore bridge similarity model provided by the invention can accurately predict the track jump response under the excitation of the prototype earthquake; the simplification of a shore bridge simplified model under seismic excitation of the shore bridge is reasonable, and a track jump mathematical motion equation established based on the simplification is correct and can meet engineering requirements; the idea of designing the similar model based on the mathematical shore bridge motion equation is feasible in the design of the large-scale structural similar model, and a reliable test model can be provided for the subsequent research.
Example 2
The device for simulating and detecting the track jump of the shore bridge under the seismic load provided by the embodiment of the invention is used for realizing a method for simulating and detecting the track jump of the shore bridge under the seismic load, so that the device for simulating and detecting the track jump of the shore bridge under the seismic load has the technical effect, and the device for simulating and detecting the track jump of the shore bridge under the seismic load also has the technical effect, and is not repeated herein.
Example 3
Embodiment 3 of the present invention provides a computer storage medium having a computer program stored thereon, where the computer program, when executed by a processor, implements the seismic load quayside bridge track jump simulation detection method provided in embodiment 1.
The computer storage medium provided by the embodiment of the invention is used for realizing the method for simulating and detecting the track jump of the shore bridge under the seismic load, so that the computer storage medium has the technical effects of the method for simulating and detecting the track jump of the shore bridge under the seismic load, and the description is omitted here.
The above-described embodiments of the present invention should not be construed as limiting the scope of the present invention. Any other corresponding changes and modifications made according to the technical idea of the present invention should be included in the protection scope of the claims of the present invention.
Claims (8)
1. A method for simulating and detecting track jump of a shore bridge under an earthquake load is characterized by comprising the following steps:
simplifying a shore bridge structure, and establishing a shore bridge simplified structure model;
establishing a bank bridge motion equation of track jump based on the bank bridge simplified structure model;
determining a similar condition between a shore bridge similar model and a prototype according to the shore bridge motion equation;
constructing the shore bridge similar model according to the similar conditions;
and performing a seismic simulation experiment based on the shore bridge similar model to obtain a shore bridge track jump simulation detection result.
2. The method for simulating and detecting the track jump of the shore bridge under the seismic load according to claim 1, wherein the structure of the shore bridge is simplified, and a simplified structure model of the shore bridge is established, specifically:
L·R1+H·m·a-(l2-u)·m·g＝0
wherein L is the wheel track between wheels at two sides of the shore bridge, and R1The bearing reaction force of the shore bridge at the position of the wheels close to the land side is shown, H is the height of the center of mass of the shore bridge, m is the mass of the shore bridge, a is the acceleration of the shore bridge subjected to seismic excitation in the vertical direction of the track, and l is2The distance between the center of mass of the shore bridge and wheels of the shore bridge close to the sea side is U, the horizontal displacement generated by the center of mass of the shore bridge when the acceleration of the shore bridge in the vertical direction of the track is excited by a, and g is the gravity acceleration.
3. The method for simulating and detecting the track jump of the shore bridge under the seismic load according to claim 1, wherein a shore bridge motion equation is established based on the shore bridge simplified structure model, and specifically comprises the following steps:
when the acceleration of the shore bridge is smaller than the critical acceleration of track jump, the motion of the shore bridge is forced motion of a simple substance point system, and the motion equation is as follows:
wherein m is the quay crane mass, c is the damping before the quay crane jumps, k is the rigidity before the quay crane jumps,
is the seismic excitation acceleration, u is the horizontal displacement generated by the center of mass of the quay crane,
is the first order differential of u and,
is the second order differential of u and,
in order to act on the earthquake, the earthquake-induced stress,
the flexible restoring force of the shore bridge gate leg;
order to
When the shore bridge acceleration is smaller than the track jump critical acceleration, the motion equation is expressed as:
when the acceleration of the shore bridge is larger than the critical acceleration of track jump, the track jump of the shore bridge occurs, and the motion equation in the horizontal direction during the track jump is as follows:
wherein H is the height of the center of mass of the quay crane, theta is the inclination angle of the quay crane during track jump,
is the second order differential, omega' is the frequency of the shore bridge system after track jump,
the 'is the damping ratio after the track jump of the shore bridge system,' (c '/(2m omega');
the motion equation in the rotating direction during track jump is as follows:
wherein α g is critical acceleration of track jump, and a is α · g;
and (3) simultaneously establishing a motion equation in the horizontal direction and a motion equation in the rotation direction to obtain:
order to
Substituting the formula to obtain:
neglecting the influence of seismic excitation on the shore bridge, and obtaining a motion equation when the acceleration of the shore bridge reaches a track jump critical condition:
4. the method for analog detection of the track jump of the quay crane under the seismic load according to claim 3, wherein the determination of the similarity condition between the quay crane similarity model and the prototype according to the quay crane motion equation specifically comprises:
converting the shore bridge motion equation into a similar constant equation:
wherein the content of the first and second substances,
is composed of
Corresponding similarity constant, SIs a corresponding similarity constant, SωA similar constant corresponding to the value of omega,
is composed of
The corresponding similarity constant is set to be,
is composed of
Corresponding similarity constant, SuIs a similarity constant corresponding to u, SζIs a similar constant corresponding to ζ, SλIs a similarity constant corresponding to λ, SgIs a similarity constant corresponding to g, Sαα corresponding similarity constants;
following the principle of dimensional coordination, similarity of constants S in terms of densityρAcceleration similar constant SaModulus of elasticity similarity constant SEAndsize similarity constant SlAnd replacing the physical quantity in the similarity constant equation to obtain a similarity condition:
5. the method for simulating and detecting the track jump of the lower shore bridge under the seismic load according to claim 1, wherein the shore bridge similarity model is constructed according to the similarity condition, and specifically comprises the following steps:
and setting a similar constant according to the similar condition, determining a model parameter according to the similar constant, and establishing a shore bridge similar model.
6. The method for simulating and detecting the track jump of the lower shore bridge under the seismic load according to claim 1, wherein a seismic simulation experiment is performed based on the shore bridge similarity model to obtain a shore bridge track jump simulation detection result, and specifically comprises the following steps:
and applying seismic excitation to the shore bridge similar model, detecting the pressure value of the wheel-rail contact point, and judging whether track jump occurs according to the pressure value of the wheel-rail contact measuring point so as to obtain a track jump detection result.
7. A seismic load off-shore bridge track-jump simulation detection device, comprising a processor and a memory, wherein the memory stores a computer program, and when the computer program is executed by the processor, the seismic load off-shore bridge track-jump simulation detection method according to any one of claims 1 to 6 is implemented.
8. A computer storage medium having a computer program stored thereon, wherein the computer program, when executed by a processor, implements the seismic load quayside bridge track jump simulation detection method of any of claims 1-6.
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