CN115615821A - Underground diaphragm wall model test device and test method - Google Patents
Underground diaphragm wall model test device and test method Download PDFInfo
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- CN115615821A CN115615821A CN202210998096.XA CN202210998096A CN115615821A CN 115615821 A CN115615821 A CN 115615821A CN 202210998096 A CN202210998096 A CN 202210998096A CN 115615821 A CN115615821 A CN 115615821A
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- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
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- G01N3/12—Pressure testing
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- G01N3/38—Investigating strength properties of solid materials by application of mechanical stress by applying repeated or pulsating forces generated by electromagnetic means
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Abstract
The invention discloses a test device and a test method for an underground diaphragm wall model. The unequal-height soil filling on the two sides of the diaphragm wall is realized through the rubber sleeve bags; simulating the horizontal constraint action of the rigid layer of the underground structure by a hydraulic jack arranged laterally; simulating vertical static force loading through a loading block; the horizontal side pressure converted in the soil body by the vertical alternating electromagnetic force generated by the electromagnet simulates the earthquake load. The dynamic response of the earthquake simulation loading device and the lateral restraining device, the soil body in the box and the model are not interfered with each other. The test device is convenient and quick to disassemble and assemble, good in sealing performance and convenient to use, can accurately simulate the static load effect and the earthquake effect of the underground diaphragm wall on the soil body in a laboratory, and tests the response of the underground diaphragm wall to evaluate the performance of the underground diaphragm wall.
Description
The technical field is as follows:
the invention belongs to the field of geotechnical engineering test devices, relates to the fields of foundation pit engineering, underground engineering and the like, and particularly relates to an underground diaphragm wall model test device and a test method.
The background art comprises the following steps:
the diaphragm wall has the advantages of seepage prevention, leakage prevention, small deformation and the like, so that the diaphragm wall is widely applied to various underground projects. Because the construction cost is high, the calculation of the mechanical properties and the analysis of the simulation test in the early stage are very important.
When the underground diaphragm wall scale test is carried out indoors, in order to simulate the horizontal load applied to the underground diaphragm wall by soil layers with two sides different in height, a partition plate is usually adopted to separate a soil filling area and a non-soil filling area. In order to ensure the compactness of the filling, bricks are used for building and supporting in the non-filling area behind the clapboard. The arrangement of such tests is cumbersome and consumes unnecessary time and labor. In addition, to simulate the response of the underground diaphragm wall structure under the action of a seismic, a seismic simulation shaking table test must be adopted. Limited by the bearing capacity of the vibration table, only small-scale model tests can be usually carried out, the power similarity law of the structural model is difficult to meet, and the test result is often difficult to popularize in a prototype structure. If the large-size underground continuous wall model embedded in the earth model box with the filling is adopted for earthquake simulation, a large earthquake simulation vibrating table is needed, and the equipment investment is very large.
The invention has the patent contents that:
the invention takes an electromagnetic loading device as a core, provides a substitution scheme of a traditional vibrating table test device for researching the anti-seismic performance of an underground diaphragm wall model, and solves the problem of overhigh test cost of the vibrating table of the current geotechnical model box. The novel device suitable for underground continuous wall model anti-seismic performance test of research and development can realize convenient equipment and simulate the lateral soil pressure around the wall body and the rigid layer plane of underground structure better, can test the response of structure under the horizontal earthquake effect simultaneously, thereby provide test equipment support for the deformation of test underground continuous wall model, the soil body and the security of atress law guarantee structure. A corresponding test method is provided on the basis of the equipment.
The invention is realized by the following technical scheme:
the utility model provides an underground continuous wall model test device, includes geotechnological model case, is located the reaction frame and the underground continuous wall model of vertical braces in geotechnological model case of geotechnological model case top, underground continuous wall model one side is provided with the rubber sleeve bag, and underground continuous wall model opposite side has side direction restraint device, be equipped with the obturator in rubber sleeve bag and the geotechnological model case, be provided with the earthquake simulation loading attachment of exerting the effort between the obturator in reaction frame and the rubber sleeve bag.
Preferably, a supporting frame is fixed in the rubber sleeve bag, and the supporting frame is formed by connecting a plurality of rod pieces.
Preferably, the earthquake simulation loading device consists of an electromagnetic coil, an armature and a loading block fixed below the armature, the loading block is made of a non-magnetic-conductive material, the earthquake simulation loading device is fixed on the reaction frame, and the lower surface of the loading block is in contact with the upper surface of the filler in the rubber sleeve bag.
Preferably, the lateral restraint device comprises a plurality of groups of vertically arranged jacks, the jacks are fixed on a reaction wall outside the geotechnical model box, and the telescopic end of each group of jacks acts on the underground diaphragm wall model.
Preferably, a support is fixed on one side, facing the jack, of the inner wall of the geotechnical test chamber, a distribution beam distributed along the height direction of the underground diaphragm wall model is placed on the support, the telescopic end of the jack is in contact with the distribution beam, and the jack is provided with a load sensor.
Preferably, a gap is formed between the underground diaphragm wall model and the inner wall of the geotechnical model box, the cross section of the rod piece is smaller than the width of the gap, and the rod piece is made of glass or plastic.
Preferably, the surface of the geotechnical model box is provided with reinforcing ribs which are staggered longitudinally and transversely.
Preferably, the filling bodies are formed by stacking soils with different properties, the heights of the soils are the same or different, the adjacent different filling bodies are separated by the geomembrane, and the top surfaces of the filling bodies are also covered by the geomembrane.
The invention also comprises an underground continuous wall model test method, which utilizes the underground continuous wall model test device as above:
the method comprises a static force experiment method and a dynamic force experiment method for simulating earthquake:
the static test method mode is as follows:
(1) Arranging a rubber sleeve bag at the bottom of the geotechnical model box, filling a filler into the rubber sleeve bag, and extending the lower part of the underground continuous wall model into the filler;
(2) Arranging a rubber sleeve bag at one side of the underground continuous wall model, and filling a filler into the rubber sleeve bag; arranging a lateral restraint device on the other side of the underground diaphragm wall model;
(3) Placing a loading block on the filler in the rubber sleeve bag, wherein the plane size of the loading block is smaller than the top section of the filler in the rubber sleeve bag, and testing the effect of the underground continuous wall under different static loads;
replacing loading blocks with different masses, and simulating different vertical static load values or introducing direct current into the electromagnetic coil to enable the armature and the loading blocks to vertically load soil in the box;
the dynamic experiment method for simulating the earthquake comprises the following steps:
(1) Arranging a rubber sleeve bag at the bottom of the geotechnical model box, filling a filler into the rubber sleeve bag, and enabling the lower part of the underground continuous wall model to extend into the filler;
(2) Arranging a rubber sleeve bag at one side of the underground diaphragm wall model, and filling a filler into the rubber sleeve bag; arranging a lateral restraint device on the other side of the underground diaphragm wall model;
(3) The loading block is placed under the reaction frame, the lower surface of the loading block is in contact with the upper surface of the filler in the rubber sleeve bag, the electromagnet generates vertical electromagnetic force through alternating current passing through the coil, the armature and the loading block are driven to vertically load soil in the box, soil medium generates horizontal dynamic load effect on the underground diaphragm wall model, and therefore the seismic effect of the underground diaphragm wall is simulated and tested.
Preferably, the soil filled in the geotechnical model box is distributed according to actual engineering soil layers or experimental target soil layers in different layers and different layer thicknesses;
preferably, the number of the jack groups is determined by different load conditions of the tested underground diaphragm wall: if the using working condition of the underground structure is tested, determining the number of the corresponding basement layers, adding one to the number of the basement layers, and setting the position of the jack to correspond to the positions of a top plate, a middle plate and a bottom plate of the basement; and if the construction working condition of the underground structure is tested, determining the corresponding supporting position, the support dismantling position and the number of the supporting tracks of the foundation pit support.
Compared with the prior art, the beneficial effects of the invention include:
1. the loading device disclosed by the invention is convenient to assemble and disassemble, convenient to transport, recyclable, capable of saving a large amount of manpower and material resources and capable of reducing the test cost.
2. The rubber sleeve bag with the inner support framework has the advantages that due to the self-tightness and flexibility, the effect of partitioning two box chambers to achieve unequal-height soil filling on two sides of the underground continuous wall is achieved, the rubber sleeve bag cannot generate extra restraint on the underground continuous wall due to the self flexibility, and meanwhile, the rubber sleeve bag can play a damping role so as to reduce the boundary effect of the geotechnical model box on the soil filling in the box.
3. The hydraulic jack arranged in the loading device in the invention can play a role of temporary support of a non-filling area in a filling stage, and can simulate a rigid layer of an underground structure in a test stage, thereby not only saving manpower and material resources, but also better simulating the actual working condition of the underground structure.
4. The electromagnetic loading device disclosed by the invention is convenient to install, utilizes the alternating current to generate the cyclic load in the electromagnetic coil to simulate the earthquake action, overcomes the defect of limitation of the bearing capacity of the earthquake simulation vibrating table, and obviously reduces the equipment investment for the earthquake resistance test of a structural system of a large-size underground continuous wall model embedded in the geotechnical model box.
Description of the drawings:
FIG. 1 is a three-dimensional view of the overall structure of the anti-seismic testing device of the patent of the invention;
FIG. 2 is a three-dimensional view of the patent geotechnical model box of the present invention;
FIG. 3 is a three-dimensional view of a rubber cap bag according to the present invention;
FIG. 4 is a three-dimensional view of the inventive earthquake simulation loading device;
FIG. 5 is a three-dimensional view of the patented lateral restraining device of the present invention;
FIG. 6 is a flow chart of the overall assembly of the present invention (arrows indicate assembly steps);
FIG. 7 is a schematic diagram of the electromagnetic loading simulated seismic action of the present invention;
in the figure: the method comprises the following steps of 1-geotechnical model box, 11-stiffening rib plate, 2-reaction frame, 3-underground diaphragm wall model, 41-supporting framework, 42-rubber bag, 5-earthquake simulation loading device, 51-electromagnet, 52-armature, 53-loading block, 6-lateral restraining device, 61-hydraulic jack, 62-distribution beam and 7-filling.
The specific implementation mode is as follows:
the utility model provides an underground continuous wall model test device, includes geotechnological model case 1, is located the underground continuous wall model 3 of reaction frame 2 and vertical braces in geotechnological model case of geotechnological model case 1 top, underground continuous wall model one side is provided with rubber sleeve bag 42, and underground continuous wall model opposite side has side direction restraint device 6, be equipped with obturator 7 in rubber sleeve bag and the geotechnological model case, be provided with the earthquake simulation loading device 5 of exerting the effort between the obturator in reaction frame and the rubber sleeve bag.
As shown in fig. 2, in the embodiment of the present invention, the geotechnical model box 1 is made of steel, and the outer side of the geotechnical model box 1 is provided with a plurality of stiffening ribs 11 which are transversely and longitudinally fixed to the geotechnical model box 1 in a staggered manner, so as to ensure that the geotechnical model box 1 has sufficient rigidity during the loading process of the simulated earthquake, the width of the geotechnical model box 1 should be larger than that of the underground continuous wall model, and the length of the geotechnical model box 1 in the long side dimension or the loading direction should ensure that the complete sliding surface generated by the deformation of the soil body due to the displacement response of the underground continuous wall model structure is within the range of the model box.
As shown in fig. 3, the rubber cap bag with inner support frame 4 includes an inner support frame 41 and a rubber cap bag 42. In order to avoid the influence of electromagnetic force in the loading process, the internal supporting framework is made of plastics, plastic rods are fixedly connected through fasteners to form a box-shaped frame to support the outer rubber sleeve bag, and the rods and the box-shaped frame are as flexible as possible. In order not to block the deformation of the underground diaphragm wall model along the length direction of the model box, the diameter of the rod material is required to be smaller than the width of the gap between the underground diaphragm wall model 3 and the geotechnical model box 1.
In this embodiment, the rubber cap bag 4 and the geotechnical model box are filled with a filling material 7 to simulate the soil quality of the underground environment.
As shown in fig. 4, the earthquake simulation loading device 5 is composed of an electromagnetic coil 51, an armature 52 and a loading block 53 fixed below the armature, the loading block 53 is made of a non-magnetic material and is connected with the armature 52 into a whole, the earthquake simulation loading device is fixed on the reaction frame 1 and is correspondingly arranged above the rubber sleeve bag 42, and the lower surface of the loading block is in contact with the upper surface of the filler in the rubber sleeve bag 42 during operation and is used for providing vertical load for the filler in the rubber sleeve bag 42.
When the earthquake action is simulated, the electromagnet generates vertical electromagnetic force through alternating current passing through the coil, the armature 52 and the loading block 53 are attracted to vertically load soil in the box, and the soil serving as a filling body is taken as a transmission medium to generate horizontal cyclic load action on the underground continuous wall model 3, so that the earthquake action is simulated.
As shown in fig. 5, the lateral restraint device 6 is composed of two sets of jacks 61 fixed on the reaction wall outside the model box, each set of jacks includes two hydraulic jacks arranged horizontally and equipped with load sensors, the top ends of the jacks are in contact with the distribution beam 62, the beam end of the distribution beam 62 is placed on a support, the support is welded with the inner wall of the geotechnical model box 1, and the horizontal restraint effect of the rigid layer of the underground structure is simulated by the laterally arranged hydraulic jacks.
As shown in fig. 6, the assembly type geotechnical model box 1 for the underground diaphragm wall test has the following specific assembly sequence:
assembling step 1, fixing the stiffened geotechnical model box 1 and the reaction frame 2 on the test field in sequence through the ground anchor bolts, then filling a small amount of soil in the geotechnical model box, and then positioning the underground continuous wall test model 3 in the geotechnical model box through the reaction frame, so that the bottom surface of the underground continuous wall test model 3 is flush with the upper surface of the filled soil, and the purpose is to avoid the size effect which influences the test result due to the fact that the distance between the lower side of the underground continuous wall model 3 and the model floor of the geotechnical model box 1 is too close. After the underground continuous wall test model is positioned, the earth continues to be filled in the geotechnical model box to a certain height, and the schematic diagram after the step is completed is shown in fig. 6 (a).
And 2, paving a rubber sleeve bag 42 on the soil filling surface on one side of the underground continuous wall test model 3, assembling a plastic bar frame 41 in a geotechnical model box chamber (hereinafter referred to as chamber A) on the side where the rubber sleeve bag is placed by taking the underground continuous wall model 3 as a partition surface through a fastener, wherein the size of the frame is slightly smaller than that of the chamber A, adjusting the rubber sleeve bag on the outer side after the assembly is finished to enable the rubber sleeve bag to wrap the inner frame, and the inner frame plays a role in supporting the rubber sleeve bag, and the schematic diagram after the step is finished is shown in fig. 6 (b).
And (3) assembling, taking the underground continuous wall model as a boundary, fixing two layers of distribution beams 62 in a box chamber (hereinafter referred to as box chamber B) on the other side for installing a rubber sleeve bag through a support welded on the geotechnical model box, enabling the distribution beams 62 to be in contact with the side surface of the underground continuous wall model 3, fixing bases of two groups of hydraulic jacks 61 on a counterforce wall outside the geotechnical model box, enabling the top ends of the jacks to penetrate through reserved holes of the geotechnical model box and extend into the box, and adjusting the jacks to enable the top ends to abut against the distribution beams so as to prevent the underground continuous wall test model from overturning due to unequal-height earth filling on two sides. After the installation of the lateral supporting device is completed, the rubber sleeve bag of the chamber a is filled with soil to the height of the experimental design, at this time, because of the supporting function of the rubber sleeve bag and the inner frame, the filled soil of the chamber a cannot slide from the gap between the diaphragm wall model and the geotechnical model box because the filled soil is higher than the chamber B, and the schematic diagram after the completion of the step is shown in fig. 6 (c).
And (4) assembling, namely placing the loading block 53 on the soil filling surface in the rubber cap bag 4 of the chamber A, and installing the fixed electromagnet 51, wherein the test device is installed, and the schematic diagram of the completed step is shown in FIG. 6 (d).
During a specific experiment, the filling bodies are formed by stacking soils with different properties, the heights of the soils are the same or different, the adjacent different filling bodies are separated by a geomembrane, the top surfaces of the filling bodies are also covered by the geomembrane, and soil filled in the geotechnical model box is distributed according to an actual engineering soil layer or an experimental target soil layer and is arranged in different layers and different layer thicknesses;
the invention also comprises an underground continuous wall model test method, which utilizes the underground continuous wall model test device as above:
the method comprises a static force experiment method and a dynamic force experiment method for simulating earthquake:
the static test method mode is as follows:
(1) Arranging a rubber sleeve bag at the bottom of the geotechnical model box, filling a filler into the rubber sleeve bag, and extending the lower part of the underground continuous wall model into the filler;
(2) Arranging a rubber sleeve bag at one side of the underground continuous wall model, and filling a filler into the rubber sleeve bag; arranging a lateral restraint device on the other side of the underground diaphragm wall model;
(3) Placing a loading block on the filler in the rubber sleeve bag, wherein the plane size of the loading block is smaller than the top section of the filler in the rubber sleeve bag, and testing the effect of the underground continuous wall under different static loads;
replacing loading blocks with different masses, and simulating different vertical static load values or introducing direct current into the electromagnetic coil to enable the armature and the loading blocks to vertically load soil in the box;
the dynamic experiment method for simulating the earthquake comprises the following steps:
(1) Arranging a rubber sleeve bag at the bottom of the geotechnical model box, filling a filler into the rubber sleeve bag, and extending the lower part of the underground continuous wall model into the filler;
(2) Arranging a rubber sleeve bag at one side of the underground continuous wall model, and filling a filler into the rubber sleeve bag; arranging a lateral restraint device on the other side of the underground diaphragm wall model;
(3) The loading block is placed under the reaction frame, the lower surface of the loading block is in contact with the upper surface of the filler in the rubber sleeve bag, the electromagnet generates vertical electromagnetic force through alternating current passing through the coil, the armature and the loading block are driven to vertically load soil in the box, soil medium generates horizontal dynamic load effect on the underground diaphragm wall model, and therefore the seismic effect of the underground diaphragm wall is simulated and tested.
When the earthquake action is simulated, as shown in fig. 7, the alternating electromagnetic force transmission path is an electromagnet 51, an armature 52, a loading block 53, filling 7 and the underground continuous wall model 3, alternating load is generated on the underground continuous wall model by changing alternating current in an electromagnetic coil so as to simulate the earthquake action, and stress and deformation data of the underground continuous wall test model and the reading of a hydraulic jack are collected.
The alternating current input into the coil is obtained by converting an electric signal into a proper seismic wave selected according to the engineering characteristics (such as site soil, earthquake-resistant category and the like) of an experimental object and the requirements of the current earthquake-resistant specification.
The number of the jack groups is determined by different load working conditions of the tested underground continuous wall: if the using working condition of the underground structure is tested, determining the number of the corresponding basement layers, adding one to the number of the basement layers, and setting the position of the jack corresponding to the positions of a top plate, a middle plate and a bottom plate of the basement; and if the construction working condition of the underground structure is tested, determining the corresponding supporting position, the support dismantling position and the number of the supporting tracks of the foundation pit support.
If the invention discloses or relates to parts or structures which are fixedly connected to each other, the fixedly connected parts can be understood as follows, unless otherwise stated: a detachable fixed connection (for example using a bolt or screw connection) can also be understood as: non-detachable fixed connections (e.g. riveting, welding), but of course, fixed connections to each other may also be replaced by one-piece structures (e.g. manufactured integrally using a casting process) (unless it is obviously impossible to use an integral forming process).
In addition, terms used in any technical solutions disclosed in the present invention to indicate positional relationships or shapes include approximate, similar or approximate states or shapes unless otherwise stated.
Any part provided by the invention can be assembled by a plurality of independent components or can be manufactured by an integral forming process.
Finally, it should be noted that the above examples are only used to illustrate the technical solution of the present invention and not to limit it; although the present invention has been described in detail with reference to the preferred embodiments, those skilled in the art should understand that: modifications to the specific embodiments of the invention or equivalent substitutions for parts of the technical features may be made; without departing from the spirit of the present invention, it is intended to cover all aspects of the invention as defined by the appended claims.
Claims (10)
1. The utility model provides an underground continuous wall model test device which characterized in that: the underground continuous wall model comprises a geotechnical model box, a reaction frame and a vertical support, wherein the reaction frame is positioned above the geotechnical model box, the underground continuous wall model is vertically supported in the geotechnical model box, one side of the underground continuous wall model is provided with a rubber sleeve bag, the other side of the underground continuous wall model is provided with a lateral restraining device, filling bodies are arranged in the rubber sleeve bag and the geotechnical model box, and an earthquake simulation loading device for applying acting force is arranged between the filling bodies in the reaction frame and the rubber sleeve bag.
2. The underground diaphragm wall model test device of claim 1, wherein: and a supporting frame is fixed in the rubber sleeve bag and is formed by connecting a plurality of rod pieces.
3. The underground diaphragm wall model test device of claim 1, characterized in that: the earthquake simulation loading device is composed of an electromagnetic coil, an armature and a loading block fixed below the armature, the loading block is made of a non-magnetic-conductive material, the earthquake simulation loading device is fixed on the reaction frame, and the lower surface of the loading block is in contact with the upper surface of a filler in the rubber sleeve bag.
4. The underground diaphragm wall model test device of claim 3, characterized in that: the lateral restraint device comprises a plurality of groups of vertically arranged jacks, the jacks are fixed on a reaction wall outside the geotechnical model box, and the telescopic end of each group of jacks acts on the underground diaphragm wall model.
5. An underground diaphragm wall model test device according to claim 4, characterized in that: and a support is fixed on one side of the inner wall of the geotechnical test chamber, which faces the jack, a distribution beam distributed along the height direction of the underground diaphragm wall model is placed on the support, the telescopic end of the jack is in contact with the distribution beam, and the jack is provided with a load sensor.
6. The underground diaphragm wall model test device of claim 2, wherein: a gap is formed between the underground diaphragm wall model and the inner wall of the geotechnical model box, the cross section of the rod piece is smaller than the width of the gap, and the rod piece is made of plastics.
7. The underground diaphragm wall model test device of claim 4, wherein: the surface of the geotechnical model box is provided with reinforcing rib plates which are staggered longitudinally and transversely.
8. The underground diaphragm wall model test device of claim 1, wherein: the filling bodies are formed by stacking soils with different properties, the heights of the soils are the same or different, the adjacent different filling bodies are separated by a geomembrane, and the top surfaces of the filling bodies are also covered by the geomembrane.
9. A method of testing an underground diaphragm wall model, characterized by using the underground diaphragm wall model testing apparatus according to claim 4 or 5:
the method comprises a static force experiment method and a dynamic force experiment method for simulating earthquake:
the static test method mode is as follows:
(1) Arranging a rubber sleeve bag at the bottom of the geotechnical model box, filling a filler into the rubber sleeve bag, and enabling the lower part of the underground continuous wall model to extend into the filler;
(2) Arranging a rubber sleeve bag at one side of the underground continuous wall model, and filling a filler into the rubber sleeve bag; arranging a lateral restraint device on the other side of the underground diaphragm wall model;
(3) Placing a loading block on the filler in the rubber sleeve bag, wherein the plane size of the loading block is smaller than the top section of the filler in the rubber sleeve bag, and testing the effect of the underground continuous wall under different static loads;
(4) Replacing loading blocks with different masses, and simulating different vertical static load values or introducing direct current into the electromagnetic coil to enable the armature and the loading blocks to vertically load soil in the box;
the dynamic experiment method for simulating the earthquake comprises the following steps:
(1) Arranging a rubber sleeve bag at the bottom of the geotechnical model box, filling a filler into the rubber sleeve bag, and extending the lower part of the underground continuous wall model into the filler;
(2) Arranging a rubber sleeve bag at one side of the underground continuous wall model, and filling a filler into the rubber sleeve bag; arranging a lateral restraint device on the other side of the underground diaphragm wall model;
(3) A loading block is placed under a reaction frame, the lower surface of the loading block is in contact with the upper surface of a filler in a rubber sleeve bag, the electromagnet generates vertical electromagnetic force through alternating current passing through a coil, the armature and the loading block are driven to vertically load soil in the box, soil media generate horizontal dynamic load effect on the underground diaphragm wall model, and therefore the seismic effect of the underground diaphragm wall is simulated and tested.
(4) The underground diaphragm wall model test method of claim 9, wherein the soil filled in the geotechnical model box is arranged in different layers and different layer thicknesses according to actual engineering soil distribution or experimental target soil distribution;
10. the underground continuous wall model test method according to claim 9, wherein the number of the sets of the jacks is determined by different load conditions of the underground continuous wall to be tested: if the using working condition of the underground structure is tested, determining the number of the corresponding basement layers, adding one to the number of the basement layers, and setting the position of the jack to correspond to the positions of a top plate, a middle plate and a bottom plate of the basement; and if the construction working condition of the underground structure is tested, determining the corresponding supporting position, the support dismantling position and the number of the supporting tracks of the foundation pit support.
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116519486A (en) * | 2023-05-29 | 2023-08-01 | 广州建筑股份有限公司 | Negative excess pore water pressure model test device and method for following tubular pile drilling while drilling |
| CN116519485A (en) * | 2023-05-19 | 2023-08-01 | 广州建筑股份有限公司 | Soil body consolidation rheology triaxial test equipment and test method |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| CN116519485A (en) * | 2023-05-19 | 2023-08-01 | 广州建筑股份有限公司 | Soil body consolidation rheology triaxial test equipment and test method |
| CN116519485B (en) * | 2023-05-19 | 2024-02-06 | 广州建筑股份有限公司 | Soil body consolidation rheology triaxial test equipment and test method |
| CN116519486A (en) * | 2023-05-29 | 2023-08-01 | 广州建筑股份有限公司 | Negative excess pore water pressure model test device and method for following tubular pile drilling while drilling |
| CN116519486B (en) * | 2023-05-29 | 2024-03-08 | 广州建筑股份有限公司 | Negative excess pore water pressure model test device and method for following tubular pile drilling while drilling |
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