CN113495013A - Experimental method for multi-field coupling sinking pipe tunnel structure deformation model - Google Patents
Experimental method for multi-field coupling sinking pipe tunnel structure deformation model Download PDFInfo
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Abstract
The invention belongs to the field of civil engineering experiments, and relates to an experimental method for a deformation model of a multi-field coupling sinking pipe and tunnel structure.
Description
Technical Field
The invention belongs to the field of civil engineering experiments, and relates to an experimental method for a multi-field coupling sinking pipe tunnel structure deformation model.
Background
In the face of more and more complex construction environmental conditions, the traditional construction method for the cross-river and cross-sea tunnel is difficult to meet the requirements, and becomes a core key technology for restricting whether the engineering can be used on the ground or not. In recent years, the immersed tube tunnel construction method gradually becomes a main construction method for constructing the cross-river and cross-sea traffic infrastructure engineering, and a batch of major engineering such as Gangzhu Australia bridge immersed tube tunnel engineering, Ningbo river immersed tube tunnel engineering, Nanchang red river immersed tube tunnel engineering and the like are successively constructed. The immersed tube tunnel is built at the bottom of a sea bed or a river bed and is subjected to the action of environmental loads such as sea/river hydrodynamic load, wave load, foundation settlement, a siltation layer and the like during operation, and therefore the immersed tube tunnel structure deforms until the immersed tube tunnel structure is damaged. Therefore, the research on the structural deformation characteristics of the immersed tube tunnel under the coupling action of external environmental loads is very necessary for ensuring the operation safety of the immersed tube tunnel structure.
The similar model test is an important means for researching the structural stability of civil engineering. For the deformation problem of the immersed tube tunnel structure, only a device for testing the suspended tunnel structure is disclosed at present, but the immersed tube tunnel and the suspended tunnel have difference on the basis of the basic form, the suspended tunnel structure is not in direct contact with the seabed (riverbed), and the influence of the sedimentation of the seabed (riverbed) on the tunnel structure is not considered; the sinking pipe tunnel structure is installed on the seabed (riverbed), the seabed (riverbed) sinking will be the key factor for the safety of the sinking pipe tunnel structure, and the seabed (riverbed) silt body will return to the sinking pipe tunnel structure under the wave current effect, so the sinking pipe tunnel will be subjected to the coupling effect of the environmental loads such as the sea/river current dynamic load, the wave load, the foundation sinking, the silt layer, etc.
Disclosure of Invention
In view of the above, the present invention provides an experimental method for a deformation model of a tunnel structure of a multi-field coupling sinking pipe.
In order to achieve the purpose, the invention provides the following technical scheme:
an experimental method for a multi-field coupling sinking pipe tunnel structure deformation model comprises the following steps:
s1 preparing experimental equipment, providing a pipe joint model, backfill materials covering the pipe joint model, a sedimentation system arranged below the pipe joint model, transverse loading systems arranged on two sides of the pipe joint model and a wave generating system for simulating a basin flow field where the pipe joint model is located;
s2, calibrating the wave flow load, determining the wave flow form to be simulated, and adjusting the water level, waveform, wave height, wave velocity, flow pattern and flow velocity data of the wave generating system to make the wave flow form consistent with the wave flow form to be simulated;
s3, mounting the pipe joint, lifting the pipe joint model after lowering the water level, checking and checking that the pipe joint model is mounted in place, and debugging the water level;
s4, flow field measurement is carried out by using a wave height instrument and a flow velocity instrument; and (3) carrying out deformation measurement on the pipe joint model by using a displacement meter and a resistance strain gauge.
Optionally, the pipe section model comprises at least two single pipes, and adjacent single pipes are connected through a joint; and arranging a resistance strain gauge at the joint to measure the shearing force.
Optionally, the pipe section model cross section comprises two cavities arranged in parallel and an I-shaped area for connecting the two cavities.
Optionally, 5 wave height meters are arranged in sequence along the wave generating direction, the first wave height meter is arranged 1-2 meters in front of the pipe joint model, and the second wave height meter is arranged right above the pipe joint model; the third is arranged right above the center of the flow field; the fourth and fifth are set 1 and 2 meters behind the pipe section model.
Optionally, 16 displacement meters are arranged along the cross section of the pipe joint model, 3 displacement meters are uniformly arranged on the upper side and the lower side of the pipe joint model, and 1 displacement meter is symmetrically arranged on the outer sides of two sides of the pipe joint model; four planes in the two cavities are respectively arranged one.
Optionally, the single tube comprises a joint section and a connection section; a resistance strain gauge is arranged on the joint section; and a resistance strain gauge is arranged on one side of the connecting section, which is close to the joint section.
Optionally, a displacement measuring point impact stress measuring point is longitudinally arranged along the pipe joint model.
Optionally, a pool for installing a wave generating system and a settling system is provided, the wave generating system is arranged on one side of the pool, and a wave absorbing area is arranged on the other side of the pool.
The invention has the beneficial effects that:
the invention comprehensively considers factors of foundation settlement, siltation, waves and ocean currents, can develop model tests in the aspects of the action of a wave flow field, the action of settlement, the action of siltation, the action of transverse shearing and the like, and researches the contents of the pipe joint structure, the stress-strain state of a water stop, the failure mode and the like of the immersed tunnel.
Additional advantages, objects, and features of the invention will be set forth in part in the description which follows and in part will become apparent to those having ordinary skill in the art upon examination of the following or may be learned from practice of the invention. The objectives and other advantages of the invention may be realized and attained by the means of the instrumentalities and combinations particularly pointed out hereinafter.
Drawings
For the purposes of promoting a better understanding of the objects, aspects and advantages of the invention, reference will now be made to the following detailed description taken in conjunction with the accompanying drawings in which:
FIG. 1 is a schematic diagram of an experimental procedure according to the present invention;
FIG. 2 is a schematic view of the overall structure of the present invention;
FIG. 3 is a schematic diagram of the arrangement position of the wave height instrument;
FIG. 4 is a schematic view showing the arrangement position of the displacement meter;
FIG. 5 is a schematic diagram of the locations of shear key stress monitoring points;
FIG. 6 is a cross-sectional view of monitoring the range of influence of the mechanical properties of the joint model structure;
FIG. 7 is a schematic cross-sectional view of a pipe section model and settling system;
FIG. 8 is a schematic longitudinal section of a pipe section model and settling system;
FIG. 9 is a schematic view of a longitudinal subsidence model;
FIG. 10 is a schematic view of a lateral sedimentation model;
FIG. 11 is a schematic view of a wave flow field model;
fig. 12 is a schematic diagram of a pipe section settling model.
Reference numerals: the device comprises a travelling crane 1, a sedimentation system 2, a fixed platform 3, a limiting rod 4, a water pool 5, a wave generating system 6, a flow velocity meter 7, a wave height meter 8, a pipe joint model 9, a wave absorption area 10, a cavity 11, an I-shaped area 12, a displacement meter 13, a connecting section 14 and a joint section 15.
Detailed Description
The embodiments of the present invention are described below with reference to specific embodiments, and other advantages and effects of the present invention will be easily understood by those skilled in the art from the disclosure of the present specification. The invention is capable of other and different embodiments and of being practiced or of being carried out in various ways, and its several details are capable of modification in various respects, all without departing from the spirit and scope of the present invention. It should be noted that the drawings provided in the following embodiments are only for illustrating the basic idea of the present invention in a schematic way, and the features in the following embodiments and examples may be combined with each other without conflict.
Wherein the showings are for the purpose of illustrating the invention only and not for the purpose of limiting the same, and in which there is shown by way of illustration only and not in the drawings in which there is no intention to limit the invention thereto; to better illustrate the embodiments of the present invention, some parts of the drawings may be omitted, enlarged or reduced, and do not represent the size of an actual product; it will be understood by those skilled in the art that certain well-known structures in the drawings and descriptions thereof may be omitted.
The same or similar reference numerals in the drawings of the embodiments of the present invention correspond to the same or similar components; in the description of the present invention, it should be understood that if there is an orientation or positional relationship indicated by terms such as "upper", "lower", "left", "right", "front", "rear", etc., based on the orientation or positional relationship shown in the drawings, it is only for convenience of description and simplification of description, but it is not an indication or suggestion that the referred device or element must have a specific orientation, be constructed in a specific orientation, and be operated, and therefore, the terms describing the positional relationship in the drawings are only used for illustrative purposes, and are not to be construed as limiting the present invention, and the specific meaning of the terms may be understood by those skilled in the art according to specific situations.
Referring to fig. 1 to 12, an experimental method for a multi-field coupling sinking pipe tunnel structure deformation model is shown, a core theory of which is a controlled variable method, and a model test flow is shown in fig. 1. The method comprises the following steps:
1) wave current load calibration
And (3) debugging the water level to a specified height, starting the wave generating system 6, adjusting data such as wave shape, wave height, wave speed, flow pattern and flow rate, comparing the obtained wave flow load with the conventional formula, and keeping the difference value between the two in a controllable range so as to finish the wave flow load calibration.
2) Installation of pipe section mould 9
After the wave current load calibration work is finished, the pipe joint model 9 is installed, and the water level in the platform structure water pool 5 is firstly reduced to a proper range so as to facilitate the installation operation of professionals; the pipe joint model 9 is moved and transported by a large hoisting instrument (such as a crane 1), a special lifting rope is adopted in the moving and transporting process, and the lifting rope is hung on a special connecting port outside the pipe joint structure so as to prevent the damage of the pipe joint model 9. Professional operators move the pipe joint structure to a specified position, and workers need to perform final checking and inspection; after the pipe joint model 9 is installed, the water level is adjusted. The pipe joint model 9 is supported by the fixed platform 3 and/or the sedimentation system 2, the supporting mode depends on the specific experimental type, the fixed platform 3 is provided with the limiting rod 4, the cross section of the pipe joint model 9 comprises two cavities 11 which are arranged in parallel and an I-shaped area 12 for connecting the two cavities 11, the pipe joint model 9 comprises at least two single pipes which are connected with each other, and each single pipe comprises a joint section 15 and a connecting section 14. One side of the water pool 5 is provided with a wave generating system 6, and the other side is provided with a wave absorbing area 10.
3) Sensor mounting
(1) Wave height instrument 8
And 5 capacitance wave height instruments 8 are used for measuring the multi-point wave height, the sampling rate of the wave height instruments 8 is more than or equal to 50Hz, and the precision is 0.1 mm. Wherein, in the middle of the water pool 5, one wave height instrument 8 is arranged at the position 91-2 meters away from the immersed tube tunnel pipe section model (in the wave direction); a wave height instrument 8 is arranged at the middle part of the immersed tunnel right above the pipe joint model 9; arranging one wave height instrument 8 at the side of the immersed tube tunnel pipe joint model 9 and at the central position of the side boundary away from the immersed tube tunnel pipe joint model 9; in the middle of the water pool 5, two wave height instruments 8 are arranged at positions 1m and 2 m away from the rear (wave direction) of the immersed tube tunnel pipe joint model 9, and the wave height instruments 8 are 5 in total. In this embodiment, the wave height meter 8 provided at the side of the immersed tube tunnel pipe section model 9 and at the center of the side boundary overlaps with the wave height meter 8 at a distance of 1m from the rear (wave direction) of the immersed tube tunnel pipe section model 9.
(2) Flow velocity meter 7
And a Doppler current meter 7 is adopted to measure the flow field in the water pool 5, and the measuring range is selected according to a test scale and the flow speed parameters. The flow velocity meter 7 is arranged to facilitate the measurement of the flow field when the structure is not included, the verification of the accuracy of wave flow coupling and the measurement and analysis of the disturbance of the flow field when the structure is included.
(3) Joint three-dimensional deformation meter
In the experimental process, the spatial deformation form and the stress-strain state of the joint water stop are obtained through the joint three-dimensional deformation monitoring brief introduction, the measuring points are uniformly distributed at the key positions on the surface of the pipe joint, and 16 measuring points are preliminarily drawn up, as shown in fig. 4. The monitoring sensor uses a surface 3 to monitor the displacement meter 13.
(4) Resistance strain gauge and fiber grating
Through research on the stress characteristics of the shear key, the end angle of the shear key and the corner position of the joint of the shear key and the segment are determined to be key stress areas of the shear key, and meanwhile, the shear stress distribution rule on the shear force action surface can be monitored, so that a resistance strain gauge and an optical fiber grating are respectively distributed inside and outside the shear key of the pipe joint, and complementary measurement is formed. The test site for the shear key is shown in fig. 5.
(5) Arranging displacement measuring points and stress measuring points
In order to know the differential deformation influence range and the variation rule of the joint section 15, displacement measuring points and stress measuring points are arranged on the surface of the structure in the longitudinal direction of the pipe joint model 9 in the experiment, and the arrangement of the monitoring section is shown as 6.
4) Starting the system according to the contents (conditions) of the test
The following provides 3 specific experimental cases
Aiming at the immersed tube tunnel structure in the wave flow field environment, the immersed tube tunnel base tank sends a model test for causing the immersed tube tunnel pipe joint to deform after settlement deformation. A plurality of irregular gaps are always arranged on the bottom surface of a foundation trench for excavating and sinking pipe joints, the gaps can cause uneven stress on a foundation and generate uneven settlement, and further, a pipe joint structure is cracked due to larger local stress, and other main influence factors such as waves, sea waves (ocean currents), back silting and the like can be controlled through a wave making system 6, a backfill material simulation system, a pipe joint model 9 system, an uneven settlement system 2 and the like in the simulation experiment process.
In the experimental process, the immersed tube tunnel test model is placed on a test platform, the wave generation system 6 is started according to test requirements, the sedimentation system 2 is adjusted under the wave current condition, the sedimentation amount of the platform is changed, and the deformation rule of the main structure of the immersed tube tunnel under the action of different sedimentation amounts is monitored.
The settlement deformation model test of the sinking pipe tunnel under the longitudinal settlement action of the foundation is divided into three conditions: the method comprises a pipe joint uniform settlement model test, a joint opening settlement model test and a joint settlement model test. Reference may be made in particular to fig. 7-10.
Aiming at the test that the immersed tube tunnel structure is in the wave flow field environment, the immersed tube tunnel foundation tank is subjected to sedimentation deformation under the action of waves with different frequencies simulated by the wave generating system 6, so that the immersed tube tunnel pipe joint is deformed. In the experimental process, other main influence factors such as foundation settlement, back silting and the like can be controlled through the wave making system 6, the backfill material simulation system, the pipe section model 9 system, the uneven settlement system 2 and the like.
In the experimental process, the immersed tube tunnel test model is placed on a test platform, the sedimentation amount and the silt returning amount of the platform are preset according to test requirements, the wave generating system 6 is started, wave parameters and ocean current parameters are changed, and the stress strain state of the main body structure of the immersed tube tunnel under the continuous action of different wave and ocean wave parameter conditions is monitored. Reference may be made in particular to fig. 11.
Case 3 sedimentation deformation model test of pipe tunnel subsides based on return silt effect of wave flow field and foundation subsidence
And (3) performing model test on the stress-strain characteristics of the main structure of the immersed tube tunnel after the main structure of the immersed tube tunnel is subjected to desilting. The bottom surface of a foundation tank of the immersed tube tunnel is always provided with a plurality of irregular gaps, and the gaps are easy to form sludge interlayers between tube joints and the foundation tank in a water area with larger sludge content, so that the uneven settlement of the immersed tube joints is caused, and the tube joint structure is cracked under larger local stress. In the experimental process, other main influence factors such as waves, sea waves (ocean currents), foundation settlement and the like can be controlled through the wave making system 6, the backfill material simulation system, the pipe joint model 9 system, the uneven settlement system 2 and the like.
In the experimental process, the immersed tube tunnel test model is placed on a test platform, the platform settlement amount and wave and sea wave parameters are preset according to test requirements, a wave making and flow making system is started, a backfill material system is adopted to act on the main structure of the immersed tube tunnel, and the stress strain state of the main structure of the immersed tube tunnel under different silt returning amounts is monitored. Reference may be made in particular to fig. 12.
Finally, the above embodiments are only intended to illustrate the technical solutions of the present invention and not to limit the present invention, and although the present invention has been described in detail with reference to the preferred embodiments, it will be understood by those skilled in the art that modifications or equivalent substitutions may be made on the technical solutions of the present invention without departing from the spirit and scope of the technical solutions, and all of them should be covered by the claims of the present invention.
Claims (8)
1. An experimental method for a multi-field coupling sinking pipe tunnel structure deformation model is characterized by comprising the following steps:
s1 preparing experimental equipment, providing a pipe joint model, backfill materials covering the pipe joint model, a sedimentation system arranged below the pipe joint model, transverse loading systems arranged on two sides of the pipe joint model and a wave generating system for simulating a basin flow field where the pipe joint model is located;
s2, calibrating the wave flow load, determining the wave flow form to be simulated, and adjusting the water level, waveform, wave height, wave velocity, flow pattern and flow velocity data of the wave generating system to make the wave flow form consistent with the wave flow form to be simulated;
s3, mounting the pipe joint, lifting the pipe joint model after lowering the water level, checking and checking that the pipe joint model is mounted in place, and debugging the water level;
s4, flow field measurement is carried out by using a wave height instrument and a flow velocity instrument; and (3) carrying out deformation measurement on the pipe joint model by using a displacement meter and a resistance strain gauge.
2. The experimental method for the multi-field coupling sinking pipe and tunnel structure deformation model according to claim 1, wherein the pipe section model comprises at least two single pipes, and the adjacent single pipes are connected through a joint; and arranging a resistance strain gauge at the joint to measure the shearing force.
3. The experimental method for the multi-field coupling sinking pipe and tunnel structure deformation model as claimed in claim 1, wherein the pipe section model cross section comprises two cavities arranged in parallel and an I-shaped area for connecting the two cavities.
4. The experimental method for the structural deformation model of the multi-field coupling sinking pipe and tunnel according to claim 1, wherein the number of the wave height meters is 5, the wave height meters are sequentially arranged along the wave generating direction, the first wave height meter is arranged 1-2 meters in front of the pipe joint model, and the second wave height meter is arranged right above the pipe joint model; the third is arranged right above the center of the flow field; the fourth and fifth are set 1 and 2 meters behind the pipe section model.
5. The experimental method for the multi-field coupling sinking pipe and tunnel structure deformation model according to claim 3, wherein 16 displacement meters are arranged along the cross section of the pipe section model, 3 displacement meters are uniformly arranged on the outer sides of the upper side and the lower side of the pipe section model, and 1 displacement meter is symmetrically arranged on the outer sides of the two sides; four planes in the two cavities are respectively arranged one.
6. The experimental method for the multi-field coupling sinking pipe and tunnel structure deformation model according to claim 2, wherein the single pipe comprises a joint section and a connection section; a resistance strain gauge is arranged on the joint section; and a resistance strain gauge is arranged on one side of the connecting section, which is close to the joint section.
7. The experimental method for the multi-field coupling sinking pipe and tunnel structure deformation model as claimed in claim 1, wherein displacement measuring point impact stress measuring points are arranged along the longitudinal direction of the pipe section model.
8. The experimental method for the tunnel structure deformation model of the multi-field coupling sinking pipe as claimed in claim 1, wherein a pool for installing a wave generating system and a sinking system is provided, the wave generating system is arranged on one side of the pool, and a wave absorbing area is arranged on the other side of the pool.
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN115305957A (en) * | 2022-08-04 | 2022-11-08 | 广州市市政工程设计研究总院有限公司 | Final joint of immersed tunnel and construction method thereof |
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Application publication date: 20211012 |