CN211347771U - Test system for simulating seismic behavior of bridge open caisson foundation - Google Patents
Test system for simulating seismic behavior of bridge open caisson foundation Download PDFInfo
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- CN211347771U CN211347771U CN201921842469.4U CN201921842469U CN211347771U CN 211347771 U CN211347771 U CN 211347771U CN 201921842469 U CN201921842469 U CN 201921842469U CN 211347771 U CN211347771 U CN 211347771U
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Abstract
The utility model provides a test system for simulating the seismic behavior of a bridge open caisson foundation, which comprises an open caisson foundation system, a load system and a measuring system; the open caisson foundation system is used for simulating a surrounding rock and soil layer and an actual bridge open caisson foundation; the load system comprises a static load system and a dynamic load system; the static load system is used for simulating upper pressure borne by the open caisson foundation; and the dynamic load system hammers the test box and is used for simulating earthquake loads of different grades. The utility model provides a technical scheme's beneficial effect is: the test process is convenient to operate, the principle of controlling single variable can be realized, the problem of difficulty in simulating the loading operability of the earthquake vibration wave dynamic load is solved, the stability change rule of the sinking well foundation and the rock-soil bodies around the sinking well foundation under the action of the earthquake load can be objectively and directly reflected, and a basis is provided for the safety and stability evaluation of the bridge sinking well foundation.
Description
Technical Field
The utility model relates to a bridge technique and geological disaster control technical field especially relate to a simulation bridge open caisson basis ground seismic dynamic characteristic test system.
Background
The bridge open caisson foundation is a well cylindrical structure, and is characterized by that it utilizes the self-gravity to overcome frictional resistance of well wall, then makes the earth be dug from the interior of the well, and makes the earth be sunk to designed level, then uses concrete to cover bottom and fill the well hole so as to make it become the foundation of bridge abutment or other structures. The earthquake is taken as a common geological disaster in engineering construction, and the dynamic effect generated by the earthquake can have adverse effects on the bridge open caisson foundation and the rock-soil bodies around the bridge open caisson foundation, so that the overall stability of the bridge is influenced. The open caisson foundation mainly has the advantages that gravity load transmitted by a pier is transmitted to an adjacent rock-soil layer, and the stability of the open caisson foundation and a bridge structure is guaranteed through generated side friction resistance and counter acting force generated by rock-soil bodies at the bottom of the foundation, so that the key factor for determining the safety and stability of an anchorage structure is whether the adjacent rock-soil layer can provide enough resistance to limit the structure displacement. When seismic waves generated by earthquake are transmitted in rock and soil masses around a foundation and a poured foundation, dynamic response is generated by media under the vibration action of the seismic waves, the rock and soil masses around the foundation are subjected to fracture deformation and stress change in different degrees, and the bridge open caisson foundation is subjected to displacement deformation and instability, so that the static balance of a bridge system is damaged, and the safety of a bridge main body is threatened.
At present, the open caisson construction technology is researched more, but a numerical simulation technology is mostly adopted for the bridge open caisson foundation stability research. Although the numerical simulation technology can more intuitively obtain the dynamic response characteristics of the anchorage and the surrounding rock-soil mass, the accuracy and the reliability of the calculation result are difficult to guarantee. Therefore, the model test method and the system for simulating the stability of the open caisson foundation under the seismic load can provide scientific reference and verification for the numerical simulation research results, the obtained data can be used for guiding the control of vibration hazards in actual construction, and the qualitative and quantitative combined analysis of the research results is realized, so that the method and the system have important theoretical and practical significance.
SUMMERY OF THE UTILITY MODEL
In view of this, the embodiment of the utility model provides a simulation bridge open caisson basis ground seismic dynamic characteristic test system, its testing process is convenient for operate, both can realize controlling single variable principle, solves the difficult problem of simulation earthquake vibration wave dynamic load loading operability, and the stability change law of the ground body under can objective direct reflection earthquake load effect again provides the foundation for the safety and stability evaluation of anchorage formula bridge operation stage.
The embodiment of the utility model provides a simulation bridge open caisson foundation earthquake dynamic characteristic test system, including open caisson foundation system, load system and measurement system;
the open caisson foundation system comprises a test box, similar rock-soil layers, an open caisson box chamber and an open caisson foundation, wherein at least one side of the test box is made of glass and is provided with an inner cavity with an upward opening, similar rock-soil bodies are filled in the inner cavity and are used for simulating surrounding rock-soil layers, the open caisson box chamber is provided with an inner cavity with an upward opening and is fixed on the similar rock-soil bodies, and the open caisson foundation is filled in the inner cavity of the open caisson box chamber and is used for simulating an actual bridge open caisson foundation;
the load system comprises a static load system and a dynamic load system; the static load system is arranged on the open caisson foundation and used for simulating the upper pressure applied to the open caisson foundation; the dynamic load system comprises a servo motor, a pendulum bob and foam, the upper end of the pendulum bob is mounted on a rotating shaft of the servo motor, the lower end of the pendulum bob is opposite to the test box, the servo motor drives the lower end of the pendulum bob to swing back and forth and hammer the test box, the dynamic load system is used for simulating earthquake loads of different grades, and the foam is fixed on the inner side wall of the test box and used for absorbing earthquake waves reflected by a boundary.
The measuring system comprises a total station, a high-speed camera, a micro accelerometer, a blasting vibration velocimeter sensor and a micro pressure sensor; the total station is located proof box one side is used for monitoring the displacement volume of similar ground body, the high-speed camera is located the proof box is one side of glass, is used for monitoring the image of similar ground body, miniature accelerometer locates between caisson case room and the caisson basis, be used for the survey the acceleration on caisson basis, blasting vibration tachymeter sensor is located in the similar ground body, be used for measuring earthquake shock velocity, miniature pressure sensor locates in the similar ground body, be used for the pressure that survey loading in-process ground body received.
Further, the distance between the inner side wall of the test box and the open caisson foundation in the length direction is greater than or equal to 1.5 times of the width of the test box.
Furthermore, the open caisson foundation system further comprises equidistant measuring lines, the equidistant measuring lines are arranged on the side, made of glass, of the test box, and the distance between the equidistant measuring lines is 4-6 cm.
Further, the static load system comprises a loading frame and weights, wherein the loading frame is arranged on the open caisson foundation, and the weights are arranged on the loading frame and used for providing upper pressure with different sizes.
Further, the dynamic load system further comprises a servo controller, wherein the servo controller is electrically connected with the servo motor and used for controlling the output power of the servo motor.
Furthermore, the dynamic load system also comprises a bracket, a driving gear, a driven gear, a rotating shaft and a supporting rod;
the support is "pi" shape setting in order to have two stabilizer blades, servo motor is fixed in one of them on the stabilizer blade, the driving gear is fixed in on the rotation axis, driven gear have with the internal tooth that the driving gear external tooth was meshed mutually, axis of rotation one end is fixed in on the driven gear, the other end is fixed in the pendulum upper end, bracing piece one end is fixed in another on the stabilizer blade, the other end with but pendulum upper end relative rotation is connected, servo motor drive the axis of rotation rotates, drives the driving gear rotates to drive driven gear with the axis of rotation rotates, and then drives the pendulum rotates.
Further, the dynamic load system also comprises a first fixed block and a second fixed block;
the first fixing block is provided with a first groove with an opening facing the rotating shaft, one end, far away from the servo motor, of the rotating shaft is fixed in the first groove, and one end, far away from the first groove, of the first fixing block is fixedly connected with the upper end of the pendulum bob; the second fixed block is provided with a second groove with an opening facing the supporting rod, one end of the supporting rod close to the servo motor is arranged in the second groove, and one end of the second fixed block, which deviates from the second groove, is fixedly connected with the upper end of the pendulum bob.
Furthermore, the measuring system further comprises a low-frequency vibration monitor, wherein the low-frequency vibration monitor is electrically connected with the blasting vibration velocimeter sensor and is used for collecting the measurement data of the blasting vibration velocimeter sensor.
Furthermore, the measuring system further comprises a dynamic and static strain tester, wherein the dynamic and static strain tester is electrically connected with the miniature pressure sensor and is used for collecting the measurement data of the miniature pressure sensor.
The embodiment of the utility model provides a beneficial effect that technical scheme brought is:
1. the method can establish a corresponding physical test model by determining a reasonable similar scale, simplify and analyze different test prototypes, and realize adaptability to different engineering practices. The construction process of the bridge open caisson foundation is effectively simulated through simulating the processes of excavation of rock-soil bodies, pouring of the open caisson foundation, maintenance of concrete and the like, and the construction process is closer to the engineering practice.
2. The combination of a static load system and a dynamic load system is adopted, the earthquake effect is simulated through the pendulum bob, the pressure applied to the open caisson foundation in the actual engineering is simulated by changing the number of the weights on the loading frame, the testing device is simple and convenient and has certain reliability, the functions of simultaneously controlling the static load and the dynamic load can be realized, and the principle of controlling a single variable in the test can be basically realized. The foam is added, so that simulation of semi-infinite rock mass conditions around the open caisson foundation is realized, influence of boundaries on seismic wave reflection is reduced, and reliability of the dynamic response change rule of the open caisson foundation under the action of the obtained seismic load is effectively guaranteed.
3. By the measuring system, dynamic measurement of dynamic response data such as internal force, displacement, vibration speed and the like of the open caisson foundation and the rock-soil bodies around the open caisson foundation in the loading process of simulating the seismic load can be realized, and a test basis and a research method are provided for further revealing the dynamic response of the open caisson foundation under the action of the seismic load.
Drawings
FIG. 1 is a front view of an embodiment of a test system for simulating the seismic dynamics of a bridge open caisson foundation provided by the utility model;
FIG. 2 is a top view of the test system of FIG. 1;
FIG. 3 is a cross-sectional view of the test system of FIG. 1;
FIG. 4 is a schematic structural view of the dynamic load system of FIG. 1;
fig. 5 is a partial cross-sectional view of fig. 4.
In the figure: 1-test box, 2-similar rock and soil layer, 3-open caisson chamber, 4-equidistant measuring lines, 5-open caisson foundation, 6-loading frame, 7-servo motor, 71-rotating shaft, 8-pendulum bob, 9-servo controller, 10-foam, 11-bracket, 12-driving gear, 13-driven gear, 14-rotating shaft, 15-supporting rod, 16-first fixed block, 161-first groove, 17-second fixed block, 171-second groove, 18-total station, 19-high speed camera, 20-micro accelerometer, 21-blasting vibration velocimeter sensor and 22-micro pressure sensor.
Detailed Description
In order to make the objects, technical solutions and advantages of the present invention clearer, embodiments of the present invention will be further described below with reference to the accompanying drawings.
Referring to fig. 1 to 5, an embodiment of the present invention provides a test system for simulating seismic dynamics of a bridge open caisson foundation, including an open caisson foundation system, a loading system and a measurement system.
Referring to fig. 1 to 3, the open caisson foundation system comprises a test box 1, a similar rock-soil layer 2, an open caisson box chamber 3, equidistant survey lines 4 and an open caisson foundation 5, wherein at least one side of the test box 1 is made of glass and is provided with an inner cavity with an upward opening, the inner side of the test box 1 is polished by mortar, the similar rock-soil body is filled in the inner cavity and is used for simulating a surrounding rock-soil layer, the open caisson box chamber 3 is provided with an inner cavity with an upward opening and is fixed on the similar rock-soil body, and the open caisson foundation 5 is filled in the inner cavity of the open caisson box chamber 3 and is used for simulating an actual bridge open caisson foundation. The equidistant measuring lines 4 are arranged on one side of the test box 1, which is glass, and the distance between the equidistant measuring lines 4 is 4-6cm, in the embodiment, the distance is 5 cm.
Specifically, with reference to the actual open caisson foundation 5 prototype, the dimensions (length × width × height) of the test box 1 are set as follows: 200cm is multiplied by 50cm, and because the stratum where the open caisson foundation 5 is located is a semi-infinite body, in order to reduce the influence of the model test boundary effect on the simulation authenticity as much as possible, the distance between the inner side wall of the test box 1 and the open caisson foundation 5 in the length direction is greater than or equal to 1.5 times of the width of the test box 1.
Referring to fig. 3, the loading system includes a static loading system and a dynamic loading system. The static load system is arranged on the open caisson foundation 5 and used for simulating the upper pressure on the open caisson foundation 5; the static load system comprises a loading frame 6 and weights (not shown in the figure), wherein the loading frame 6 is arranged on the open caisson foundation 5, and the weights are arranged on the loading frame 6 and used for providing upper pressure with different sizes.
Referring to fig. 2 to 4, the dynamic load system includes a servo motor 7, a pendulum 8, a servo controller 9 and foam 10, the upper end of the pendulum 8 is mounted on a rotating shaft 71 of the servo motor 7, the lower end of the pendulum 8 is opposite to the test box 1, the servo motor 7 drives the lower end of the pendulum 8 to swing back and forth and hammer the test box 1 for simulating different levels of seismic loads, and the servo controller 9 is electrically connected with the servo motor 7 for controlling the output power of the servo motor 7. The foam 10 is fixed on the inner side wall of the test chamber 1 to absorb seismic waves reflected by the boundary, and in this embodiment, the thickness of the foam 10 is 5 cm.
Referring to fig. 4 and 5, the dynamic load system further includes a bracket 11, a driving gear 12, a driven gear 13, a rotating shaft 14, a support rod 15, a first fixing block 16, and a second fixing block 17.
The support 11 is in an n-shaped configuration to have two support legs, the servo motor 7 is fixed on one of the support legs, the driving gear 12 is fixed on the rotating shaft 71, the driven gear 13 has internal teeth meshed with external teeth of the driving gear 12, one end of the rotating shaft 14 is fixed on the driven gear 13, the other end of the rotating shaft is fixed at the upper end of the pendulum bob 8, one end of the supporting rod 15 is fixed on the other support leg, the other end of the supporting rod is connected with the upper end of the pendulum bob 8 in a relatively rotatable manner, the servo motor 7 drives the rotating shaft 14 to rotate, so that the driving gear 12 is driven to rotate, the driven gear 13 and the rotating shaft 14 are driven to rotate, and the pendulum bob 8 is driven to rotate.
Further, the first fixing block 16 is provided with a first groove 161 with an opening facing the rotating shaft 14, one end of the rotating shaft 14 far away from the servo motor 7 is fixed in the first groove 161, and one end of the first fixing block 16 far away from the first groove 161 is fixedly connected with the upper end of the pendulum bob 8; the second fixed block 17 is provided with a second groove 171 with an opening facing the supporting rod 15, one end of the supporting rod 15 close to the servo motor 7 is arranged in the second groove 171, one end of the second fixed block 17 departing from the second groove 171 is fixedly connected with the upper end of the pendulum bob 8, and the swinging stability of the pendulum bob 8 can be enhanced.
Referring to fig. 2 and 3, the measuring system includes a total station 18, a high-speed camera 19, a micro accelerometer 20, a burst vibration velocimeter sensor 21, a micro pressure sensor 22, a low-frequency vibration monitor (not shown), and a dynamic and static strain tester (not shown); the total powerstation 18 is located 1 one side of proof box is used for the monitoring the displacement volume of similar ground body, high-speed camera 19 is located 1 one side for glass of proof box is used for the monitoring the image of similar ground body, micro accelerometer 20 locates between caisson chamber 3 and the caisson basis 5, be used for the survey the acceleration of caisson basis 5, blasting vibration tachymeter sensor 21 locates in the similar ground body, in this embodiment, locate the lower corner department of similar ground body for measure earthquake shock velocity, micro pressure sensor 22 locates in the similar ground body, and evenly distributed in 3 peripheral in caisson chamber for survey the pressure that the ground body received in the loading process.
The low-frequency type vibration monitor is electrically connected with the blasting vibration velocimeter sensor 21 and is used for collecting the measurement data of the blasting vibration velocimeter sensor 21. The dynamic and static strain gauges are electrically connected with the micro pressure sensor 22 and used for collecting the measurement data of the micro pressure sensor 22.
Before testing, S1 first makes a test model, arranges a monitoring system: reasonably summarizing the relative spatial relationship between the open caisson foundation 5 and surrounding rock-soil bodies, considering a model test similarity theory and the actual operability of a model test to obtain a similarity scale of basic physical quantity, selecting a typical research model, manufacturing a small scale open caisson foundation 5 test model similar to the regional geological conditions of the open caisson foundation 5, considering the limitation of the existing test conditions and the purpose of test research, simplifying the test model into a two-dimensional model, finally simulating the surrounding rock-soil bodies by using similar materials, simulating the open caisson foundation 5 in the form of reinforced concrete pouring test blocks, and simulating the upper pressure of the open caisson foundation 5 by using loading weights for research;
specifically, S11 determines the similarity ratio: the model test not only requires the similarity of the prototype and the model, the geometric similarity of the model, the physical property similarity of similar materials, the similarity of initial state and boundary condition, but also requires that the elastic-plastic state and the destruction state of the prototype and the model both accord with the similarity theorem, each similar index needs to satisfy a certain similarity criterion, and the similarity criterion can be determined as follows by adopting an elastic-plastic equation and a dimensional analysis method according to the similarity three theorem: geometric similarity ratio CLModulus of similarity ratio C of 50EVolume-weight similarity ratio C of 50γPoisson's ratio, friction angle similarity ratio C ═ 1μ＝Cφ＝1；
Determining similarity ratio of static response and dynamic response according to dimensional relation of ξ -gamma × L and psi-gamma × L3The pressure similarity ratio Cξ＝Cγ×CL50, concentration force similarity ratio psi Cγ×CL 3125000, stress similarity ratio CσTime similarity ratio C50t＝Cs0.5/Ca0.5-30, speed similarity ratio Cv＝CL/Ct1.7, displacement similarity ratio Cs＝CLAcceleration similarity ratio C of 50a＝1；
S12 test chamber 1: according to the set geometric similarity ratio CLTaking an actual open caisson foundation 5 prototype as a reference, setting the size of a test box 1 (length × width × height) to be 200cm × 50cm × 50cm, and because the stratum where the open caisson foundation 5 is located is semi-infinite, in order to reduce the influence of model test boundary effect on simulation reality as much as possible, the distance between the inner side wall of the test box 1 and the open caisson foundation 5 in the length direction is greater than or equal to the width of the test box 11.5 times of the thickness of the similar rock-soil layer 2, arranging equidistant measuring lines 4 with the distance of 5cm in front of the similar rock-soil layer 2, adopting mortar plastering and polishing treatment on the inner side of the test box 1, and measuring and pasting the foam 10 in the test box 1, wherein the thickness of the foam 10 is 5cm in the embodiment;
s13, manufacturing the geotechnical material: according to a prototype of an open caisson foundation 5, selecting four model similar materials of clay, rubble, red sandstone and concrete for respective simulation, selecting an orthogonal test method for arrangement according to a material proportioning test scheme, determining the most appropriate mixing ratio according to the compressive strength and the elastic modulus of test blocks under different proportioning, mixing the components according to the mixing ratio obtained by the test to obtain a rock-soil similar material, putting the rock-soil similar material into a prepared test box 1 in a layering manner for hammering and tamping, wherein the hammering times are related to the field compactness, embedding a micro pressure sensor 22 and a blasting vibration velocimeter sensor 21 according to the test requirements, and reserving a joint of a connecting line and a recording test instrument;
s14, manufacturing an open caisson foundation 5: after the model is stabilized, placing an open caisson foundation 5 mould made of aluminum alloy into the rock-soil material of the test box 1 according to the geometric dimension and the position of the open caisson foundation 5 determined by the similarity of the open caisson foundation 5 prototype; according to the model of the open caisson foundation 5, simulating to bind the reinforcing steel bars on site according to the reinforcing steel bar similar materials in the open caisson foundation 5 obtained according to the determined similar proportion values, pouring concrete materials, and enabling the open caisson blade to reach the expected position in a manual pressurizing and manual excavating mode; after the caisson box chamber 3 is maintained stably, according to the determined material similarity ratio, mixing the components according to the mixing ratio obtained in the test, fully stirring to obtain a concrete material, pouring the concrete material into the caisson box chamber 3 along the wall of the caisson, manually vibrating, embedding the accelerometer according to the test requirements in the pouring process, reserving a joint of a connecting line and a recording test instrument, and maintaining the caisson foundation 5 according to the standard requirements after pouring.
S2 checking the dynamic load system: manufacturing a test model for pendulum bob 8 checking under the same condition, adjusting the power of a servo motor 7 to change the hammering speed of the pendulum bob 8, monitoring through a blasting vibration velocimeter sensor 21, and determining corresponding seismic intensity simulated by different powers through vibration frequency, vibration acceleration and waveform;
test and data recording of the S3 model test: the number of weights on the loading frame 6 and the power of the servo motor 7 are controlled to perform loading test, and the stability change rules of the open caisson foundation 5 under the action of different pressures and different earthquake loads are obtained, wherein the stability change rules comprise the displacement of the open caisson foundation 5, the internal acceleration of the open caisson foundation 5 and the stress and acceleration change of rock and soil bodies.
Specifically, S31 adjusts the test system: before testing, the static load is firstly controlled to be P0Adjusting the loading system to reach static balance, opening an acceleration test, a pressure test, a displacement test and adjusting the initial state of a test instrument, and preparing test records, wherein the static balance is 12N;
s32 load test: firstly, the static load is controlled to be P grade by adopting a mode of controlling a single variable0Step-by-step applying I-VIII grade seismic loads by using a dynamic load system, wherein the total number of the I-VIII grade seismic loads is 8, the loading time is controlled to be 10 seconds according to the time similarity ratio, and the readings of corresponding test instruments are read by data acquisition after the loading process is finished;
s33 repeat the experiment: changing the magnitude of the static load by 0.5P0、1.5P0、2P0、2.5P0And respectively applying earthquake loads step by step, and carrying out testing and data acquisition steps according to the flow.
The embodiment of the utility model provides a technical scheme can realize establishing corresponding physical test model through confirming reasonable similar scale, simplifies the analysis to different experimental prototypes, has realized the adaptability to different engineering reality. Through the processes of simulating excavation of rock-soil mass, pouring of the open caisson foundation 5, maintenance of concrete and the like, the construction process of the bridge open caisson foundation 5 is effectively simulated in a simulation mode, and the method is closer to the actual engineering.
The combination of a static load system and a dynamic load system is adopted, the earthquake effect is simulated through the pendulum bob 8, the pressure on the open caisson foundation 5 in the actual engineering is simulated through changing the number of the weights on the loading frame 6, the testing device is simple and convenient, has certain reliability, has the function of simultaneously controlling the static load and the dynamic load, and can basically realize the principle of testing and controlling a single variable. The foam 10 is added, so that the simulation of semi-infinite rock mass conditions around the open caisson foundation 5 is realized, the influence of the boundary on seismic wave reflection is reduced, and the reliability of the dynamic response change rule of the open caisson foundation 5 under the action of the obtained seismic load is effectively ensured.
By the measuring system, dynamic measurement of dynamic response data such as internal force, displacement, vibration speed and the like of the open caisson foundation 5 and surrounding rock-soil bodies can be realized in the loading process of simulating seismic load, and a test basis and a research method are provided for further revealing the dynamic response of the open caisson foundation 5 under the action of the seismic load.
In this document, the terms front, back, upper and lower are used to define the components in the drawings and the positions of the components relative to each other, and are used for clarity and convenience of the technical solution. It is to be understood that the use of the directional terms should not be taken to limit the scope of the claims.
The features of the embodiments and embodiments described herein above may be combined with each other without conflict.
The above description is only for the preferred embodiment of the present invention, and is not intended to limit the present invention, and any modifications, equivalent replacements, improvements, etc. made within the spirit and principle of the present invention should be included within the protection scope of the present invention.
Claims (9)
1. A test system for simulating the seismic behavior of a bridge open caisson foundation is characterized by comprising an open caisson foundation system, a load system and a measuring system;
the open caisson foundation system comprises a test box, similar rock-soil layers, an open caisson box chamber and an open caisson foundation, wherein at least one side of the test box is made of glass and is provided with an inner cavity with an upward opening, similar rock-soil bodies are filled in the inner cavity and are used for simulating surrounding rock-soil layers, the open caisson box chamber is provided with an inner cavity with an upward opening and is fixed on the similar rock-soil bodies, and the open caisson foundation is filled in the inner cavity of the open caisson box chamber and is used for simulating an actual bridge open caisson foundation;
the load system comprises a static load system and a dynamic load system; the static load system is arranged on the open caisson foundation and used for simulating the upper pressure applied to the open caisson foundation; the dynamic load system comprises a servo motor, a pendulum bob and foam, the upper end of the pendulum bob is mounted on a rotating shaft of the servo motor, the lower end of the pendulum bob is opposite to the test box, the servo motor drives the lower end of the pendulum bob to swing back and forth and hammer the test box, the dynamic load system is used for simulating earthquake loads of different grades, and the foam is fixed on the inner side wall of the test box and used for absorbing earthquake waves reflected by a boundary;
the measuring system comprises a total station, a high-speed camera, a micro accelerometer, a blasting vibration velocimeter sensor and a micro pressure sensor; the total station is located proof box one side is used for monitoring the displacement volume of similar ground body, the high-speed camera is located the proof box is one side of glass, is used for monitoring the image of similar ground body, miniature accelerometer locates between caisson case room and the caisson basis, be used for the survey the acceleration on caisson basis, blasting vibration tachymeter sensor is located in the similar ground body, be used for measuring earthquake shock velocity, miniature pressure sensor locates in the similar ground body, be used for the pressure that survey loading in-process ground body received.
2. The system for simulating a seismic dynamic property of a bridge caisson foundation of claim 1, wherein the distance between the inner side wall of the test chamber and the caisson foundation in the length direction is greater than or equal to 1.5 times the width of the test chamber.
3. The test system for simulating the seismic dynamics of a bridge caisson foundation of claim 1, wherein the caisson foundation system further comprises equidistant survey lines, the equidistant survey lines are arranged on one side of the test chamber, which is made of glass, and the distance between the equidistant survey lines is 4-6 cm.
4. The system for simulating a seismic dynamic characteristic of a bridge open caisson foundation as claimed in claim 1, wherein said static load system comprises a loading frame and weights, said loading frame is disposed on said open caisson foundation, and said weights are disposed on said loading frame for providing upper pressures of different magnitudes.
5. The system for simulating a seismic dynamic characteristic of a bridge open caisson foundation of claim 1, wherein the dynamic loading system further comprises a servo controller, and the servo controller is electrically connected with the servo motor and used for controlling the output power of the servo motor.
6. The test system for simulating the dynamic characteristics of a bridge open caisson foundation earthquake as claimed in claim 1, wherein the dynamic loading system further comprises a bracket, a driving gear, a driven gear, a rotating shaft and a support rod;
the support is "pi" shape setting in order to have two stabilizer blades, servo motor is fixed in one of them on the stabilizer blade, the driving gear is fixed in on the rotation axis, driven gear have with the internal tooth that the driving gear external tooth was meshed mutually, axis of rotation one end is fixed in on the driven gear, the other end is fixed in the pendulum upper end, bracing piece one end is fixed in another on the stabilizer blade, the other end with but pendulum upper end relative rotation is connected, servo motor drive the axis of rotation rotates, drives the driving gear rotates to drive driven gear with the axis of rotation rotates, and then drives the pendulum rotates.
7. The test system for simulating the dynamic characteristics of a bridge open caisson foundation earthquake as claimed in claim 6, wherein the dynamic load system further comprises a first fixed block and a second fixed block;
the first fixing block is provided with a first groove with an opening facing the rotating shaft, one end, far away from the servo motor, of the rotating shaft is fixed in the first groove, and one end, far away from the first groove, of the first fixing block is fixedly connected with the upper end of the pendulum bob; the second fixed block is provided with a second groove with an opening facing the supporting rod, one end of the supporting rod close to the servo motor is arranged in the second groove, and one end of the second fixed block, which deviates from the second groove, is fixedly connected with the upper end of the pendulum bob.
8. The system for simulating a seismic dynamic property of a bridge open caisson foundation as claimed in claim 1, wherein said measurement system further comprises a low frequency vibration monitor electrically connected to said detonation vibration velocimeter sensor for collecting data measured by said detonation vibration velocimeter sensor.
9. The system for simulating a seismic dynamic characteristic of a bridge open caisson foundation of claim 1, wherein the measurement system further comprises a dynamic and static strain tester electrically connected to the micro pressure sensors for collecting the measurement data of the micro pressure sensors.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110686990A (en) * | 2019-10-30 | 2020-01-14 | 中国地质大学（武汉） | Test system and method for simulating seismic behavior of bridge open caisson foundation |
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|---|---|---|---|---|
| CN110686990A (en) * | 2019-10-30 | 2020-01-14 | 中国地质大学（武汉） | Test system and method for simulating seismic behavior of bridge open caisson foundation |
| CN110686990B (en) * | 2019-10-30 | 2024-05-14 | 中国地质大学（武汉） | System and method for simulating seismic dynamic characteristics of foundation of bridge open caisson |
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