CN114354389A - Side limiting device and method for shear test of contact surface of tubular pile and filler core - Google Patents
Side limiting device and method for shear test of contact surface of tubular pile and filler core Download PDFInfo
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- CN114354389A CN114354389A CN202210021065.9A CN202210021065A CN114354389A CN 114354389 A CN114354389 A CN 114354389A CN 202210021065 A CN202210021065 A CN 202210021065A CN 114354389 A CN114354389 A CN 114354389A
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Abstract
The side limiting device consists of two steel external members, is screwed by a bolt component, can provide enough side limiting conditions for a large-size shear sample of the contact surface of the tubular pile and the core filling concrete, avoids the hidden danger of damage to the tubular pile due to volume expansion of the core filling concrete in the loading process, and better simulates the stress characteristic of the contact surface of the tubular pile and the core filling concrete in the loading process. The side limiting device can match the sizes of the tubular pile test sections with different sizes so as to meet different test requirements, and meanwhile, the test method has the advantages of concise steps, strong operability and convenient realization, and can consider the influence of the expansion agent reinforcement of the core filling concrete and the weakening of construction mud skin, so that the contact surface characteristics of the tubular pile and the core filling concrete are more consistent with the real actual construction working condition.
Description
Technical Field
The invention belongs to the technical field of geotechnical test equipment, and particularly relates to a lateral limiting device and a testing method for a shear test of a contact surface of a tubular pile and a filler.
Background
The pile foundation is an important foundation form for building (construction), and at present, the requirements of high bearing performance, industrialization, energy conservation, consumption reduction and environmental protection are difficult to simultaneously consider the requirements of high bearing performance, industrialization, environmental protection and the like for slurry wall protection bored pile used in a large amount in domestic foundation engineering and precast pile construction by adopting a hammering or static pressure construction method, so that the implantable tubular pile construction methods such as cement-soil composite tubular piles, static drilling root planting method piles, middle digging method tubular piles, while-drilling heel tubular piles and the like are researched and developed on the basis of the foreign implantable tubular pile technology in China. The heel-while-drilling tubular pile is a large-diameter (800 mm-1400 mm) non-soil-squeezing PHC tubular pile with a pre-drilled hole, and the pile end can penetrate through a middle and slightly weathered rock stratum to be used as a rock-socketed pile. The construction process has the characteristics that the PHC tubular pile is sunk into a hole while drilling to form the hole, soil and rock residues are discharged from the inner cavity of the tubular pile, cement slurry or cement mortar is poured into the outer side of the tubular wall, and the pile core can be completely or partially filled with concrete to seal the bottom. The following-drilling tubular pile combines the advantages of a manual hole digging pile, a drilling cast-in-place pile and a prestressed tubular pile, and has the advantages of high single-pile bearing capacity, strong stratum adaptability, high construction speed, environmental friendliness and the like.
The inner cavity of the rock-socketed large-diameter PHC tubular pile is generally made of bottom sealing concrete to improve the strength of the pile body and the bearing performance of the pile end, and the strength of the bottom sealing concrete and the contact property with the inner cavity of the large-diameter tubular pile are closely related to the interaction between the pile end and the bedrock and the failure mode of the pile foundation. Particularly, rock-soil slag generated in the construction of the large-diameter root-pipe pile while drilling is discharged from the inner cavity of the pipe pile through the spiral drill rod, and the inner wall of the pipe pile inevitably forms a layer of extruded mud skin, so that the property of the contact surface of the pipe pile and bottom sealing concrete is influenced. The method is characterized in that the pile bottom pouring bottom sealing concrete belongs to hidden engineering, the existing monitoring means is very limited, the research on the properties of the contact surface of the core filling concrete and the inner cavity of the tubular pile is very little, the understanding on the bearing mechanism of the pile end of the rock-socketed large-diameter PHC tubular pile is insufficient, and the popularization and the application are not facilitated.
The shear test of the large-size tubular pile-core-filling concrete contact surface can simulate the field conditions, is more consistent with the actual conditions, and is an effective means for knowing the properties of the contact surface. However, a large-size shear test is generally loaded on the top surface of core filling concrete in an inner cavity, the loading level is high, the core filling concrete can expand in volume, the unconfined condition does not conform to the actual stress condition of the pile end of the PHC tubular pile, and the large loading condition generally can cause the pile body of the tubular pile to expand and break, so that the test result cannot truly reflect the interface characteristics of the tubular pile and the core filling concrete; in addition, in the limited tests of the related scholars, the destructive effect of the core-filling concrete on the pipe pile due to volume expansion under the loading condition is ignored. Therefore, it is necessary to design a lateral limiting device and a testing method for a shear test of a large-size tubular pile-core-filled concrete contact surface, so as to provide an effective means and method for accurately acquiring characteristics of the tubular pile-core-filled concrete contact surface, and further facilitate further research on a pile end bearing mechanism of a rock-socketed large-diameter PHC tubular pile.
Disclosure of Invention
In order to overcome the defects in the prior art, the invention aims to provide a lateral limiting device and a testing method for a shear test of a contact surface of a tubular pile and a filler, and aims to solve the problems in the prior art.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows:
the utility model provides a tubular pile and core filling interface shear test's side limit device, includes:
the number of the steel external members is two, and the two steel external members are connected;
a connecting piece for connection is arranged between the two steel external members, and a space for placing a tubular pile test section is formed;
the outer wall surface of the steel sleeve is provided with a structural reinforcement, and the inner wall surface is provided with a protective layer and a filling layer.
Preferably, the shape of steel external member is semicircle form, the space that is used for placing the experimental section of tubular pile is circular cavity.
Preferably, the both sides of steel external member are equipped with fixed pterygoid lamina, fixed pterygoid lamina is followed the axial extending direction setting of steel external member, the connecting piece is bolt assembly and follows the extending direction setting of fixed pterygoid lamina, bolt assembly is used for connecting the corresponding fixed pterygoid lamina that sets up.
Preferably, the structural reinforcement comprises a plurality of transverse reinforcing ribs and longitudinal reinforcing ribs which are respectively arranged along the axial direction and the radial direction of the steel sleeve.
Preferably, the protective layer is an industrial plastic film, and the filling layer is a thin layer of epoxy resin.
The invention also comprises a test method of the shear test of the contact surface of the tubular pile and the filler, and the lateral limiting device adopting the shear test of the contact surface of the tubular pile and the filler comprises the following steps:
s1, intercepting a tubular pile test section: intercepting a PHC tubular pile for engineering as a tubular pile test section, and ensuring that two ends of the tubular pile test section are horizontal;
s2, arranging strain gauges on the outer surface of the tubular pile;
s3, manufacturing a mud skin layer on the inner wall of the tubular pile: according to the actual state of the mud skin on the inner wall of the simulation while-drilling root pipe pile, adopting field undisturbed soil, mechanically stirring the soil into slag, and extruding and smearing a layer of mud skin on the inner wall of the PHC pipe pile;
s4, manufacturing a contact surface model of the tubular pile and the core filling concrete: by adopting the core-filling concrete with different contents of the expanding agent, the interface model samples of the tubular pile and the core-filling concrete with different contents of the expanding agent can be formed;
s5, manufacturing a lateral limiting device;
s6, mounting a side limiting device on the contact surface model: after the preparation and maintenance of the contact surface model sample of the tubular pile and the core filling concrete are finished, an industrial plastic film is attached to the inner wall of the side limiting device, then a layer of epoxy resin is uniformly coated on the outer side of the PHC tubular pile, and before the epoxy resin is dried and hardened, the side limiting device is sleeved on the outer side of the tubular pile test section and fixed, so that the attachment of the side limiting device and the tubular pile test section is ensured;
and S7, carrying out a contact surface model shearing test.
Preferably, in step S2, two pairs of strain gauges are uniformly attached to the outer wall of the core filling range of the tubular pile test section, a cutting tool is used for grooving the outer wall surface of the PHC tubular pile along a design route, and the groove width and the groove depth are filled in the groove with a high-strength adhesive for adhesion and surface protection, with reference to the measuring line capable of being placed in the strain gauge.
Preferably, in step S4, the test section of the tubular pile is bottomed with foam, then water or slurry with a specific gravity of about 1.5 is injected to simulate an underwater casting environment, then C30 or C40 core concrete is cast from bottom to top through a PVC grouting pipe, after the core concrete is initially set, the foam is removed, finally the top of the core concrete is flush with the top of the tubular pile, a cavity is left at the bottom of the core concrete, and a contact surface model of the tubular pile and the core concrete is formed.
Preferably, in step S7, after the epoxy resin is dried and reaches the corresponding strength, a microcomputer controlled electrohydraulic servo compression shear testing machine is used to perform a loading test on the model sample: and (3) placing a steel cushion block with the diameter slightly smaller than the diameter of the core filling concrete on the surface of the core filling concrete, applying load to the surface of the core filling concrete through the steel cushion block, acquiring the circumferential tensile stress of the pile body and the shear displacement curve of the contact surface of the tubular pile and the core filling concrete in the loading process, and carrying out further characteristic research on the contact surface of the tubular pile and the core filling concrete according to the coupling influence of the enhancement of the expanding agent and the weakening of the mud skin layer.
Preferably, in step S1, the PHC pipe pile has a diameter size ranging from 30mm 0mm to 1000 mm.
Compared with the prior art, the invention has the beneficial effects that:
the lateral limiting device provided by the invention has reasonable structural design and reliable quality, provides sufficient lateral limiting conditions for a contact surface model of the tubular pile and the core filling concrete, avoids the hidden danger of damage to the tubular pile caused by the volume expansion of the core filling concrete in the loading process, has simple and clear test method steps, strong operability and convenient realization, and can consider the influence of the expansion agent enhancement of the core filling concrete and the weakening of construction mud skin, so that the contact surface characteristic of the tubular pile and the core filling concrete is more consistent with the real actual construction working condition. The testing device and the method have important significance for researching the bearing performance of the pile end of the large-diameter pipe pile, and lay a foundation for reasonably analyzing the bearing characteristic of the large-diameter pipe pile.
Drawings
In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings needed to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the following description are some embodiments of the present invention, and it is obvious for those skilled in the art to obtain other drawings based on these drawings without creative efforts.
FIG. 1 is a schematic structural diagram of a lateral confinement device of the present invention.
Fig. 2 is a schematic top view of the side limiting device of the present invention in cooperation with a contact surface model of a pipe pile and a core concrete.
FIG. 3 is a schematic representation of step S2 of the test method of the present invention.
FIG. 4 is a schematic representation of step S4 of the test method of the present invention.
FIG. 5 is a schematic representation of step S6 of the test method of the present invention.
FIG. 6 is a schematic diagram of step S7 of the test method of the present invention
FIG. 7 is a flow chart of the test method of the present invention.
Description of reference numerals:
1-steel external member, 2-fixed wing plate, 3-reinforced wing plate, 4-bolt component, 5-transverse reinforcing rib, 6-longitudinal reinforcing rib, 7-tubular pile test section, 8-core filling concrete, 9-tubular pile inner wall mud skin layer, 10-epoxy resin, 11-industrial plastic film, 12-strain gauge, 13-measuring line, 14-line slotting, 15-cavity and 16-steel cushion block.
Detailed Description
In order to make the technical problems solved, technical solutions adopted, and technical effects achieved by the present invention clearer, the technical solutions of the embodiments of the present invention are described in further detail below, and it is obvious that the described embodiments are only a part of the embodiments of the present invention, and not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present invention.
In the description of the present invention, unless otherwise expressly specified or limited, the terms "connected," "connected," and "fixed" are to be construed broadly, e.g., as meaning permanently connected, removably connected, or integral to one another; can be mechanically or electrically connected; either directly or indirectly through intervening media, either internally or in any other relationship. The specific meanings of the above terms in the present invention can be understood in specific cases to those skilled in the art.
In the present invention, unless otherwise expressly stated or limited, "above" or "below" a first feature means that the first and second features are in direct contact, or that the first and second features are not in direct contact but are in contact with each other via another feature therebetween. Also, the first feature being "on," "above" and "over" the second feature includes the first feature being directly on and obliquely above the second feature, or merely indicating that the first feature is at a higher level than the second feature. A first feature being "under," "below," and "beneath" a second feature includes the first feature being directly under and obliquely below the second feature, or simply meaning that the first feature is at a lesser elevation than the second feature.
The embodiment of the invention is shown in fig. 1 to 7:
a test method for a shear test of a contact surface of a tubular pile and a filler core comprises the following steps:
s1, intercepting a tubular pile test section: cutting a PHC tubular pile for engineering to serve as a tubular pile test section 7, and ensuring that two ends of the tubular pile test section 7 are horizontal; the PHC tubular pile has the advantages that the PHC tubular pile has the size of 300mm in diameter, 70mm in wall thickness and 400mm in length, different PHC tubular pile sizes can be selected according to actual requirements, pile foundation conditions of actual construction can be simulated more reasonably, the problem of similarity ratio caused by smaller models can be solved, and contact surface characteristics of an inner cavity of the actual tubular pile can be simulated more reasonably;
s2, arranging strain gauges on the outer surface of the tubular pile: specifically, two pairs of strain gauges 12 are uniformly adhered to the outer wall of the core filling range of the tubular pile test section 7, a groove 14 is formed in the outer wall surface of the PHC tubular pile along a design route by using a cutting tool, the groove width and the groove depth are based on a measuring line 13 capable of being placed into the strain gauges 12, a high-strength adhesive is filled into the groove for adhering and surface protection, and the sizes of the groove width and the groove depth are both smaller than 3 mm;
s3, manufacturing a mud skin layer on the inner wall of the tubular pile: according to the actual state of simulating the mud skin on the inner wall of the root-pipe pile while drilling, on-site undisturbed soil is adopted and mechanically stirred to form slag, a layer of mud skin is extruded and smeared on the inner wall of the PHC pipe pile to form a mud skin layer 9 on the inner wall of the pipe pile, wherein the undisturbed soil can be combined and stirred according to a certain proportion by using cohesive soil or sandy soil according to actual conditions, and the mud skin can also be controlled to have different thicknesses;
s4, manufacturing a contact surface model of the tubular pile and the core filling concrete: by adopting core filling concrete with different expanding agent contents, an interface model sample of the tubular pile and the core filling concrete with different expanding agent contents can be formed, specifically, foam is adopted to seal the bottom of a tubular pile test section 7, then water or slurry with the specific gravity of about 1.5 is injected to simulate an underwater pouring environment, then C30 or C40 core filling concrete 8 is poured from bottom to top through a PVC grouting pipe, after the core filling concrete 8 is initially set, the foam is removed, finally the top of the core filling concrete 8 is flush with the top of the tubular pile, a cavity 15 is left at the bottom of the core filling concrete 8, and a contact surface model of the tubular pile and the core filling concrete 8 is formed; wherein the length of the foam is 10cm, the length of the cavity 15 is 10cm, and the length of the model of the contact surface of the tubular pile and the core-filled concrete 8 is 30 cm;
s5, manufacturing a side limiting device: specifically, the lateral limiting device comprises two semicircular steel sleeve members 1, fixed wing plates 2 are arranged on two sides of each steel sleeve member 1, the fixed wing plates 2 are arranged along the axial extension direction of the steel sleeve members 1, the connecting pieces are bolt assemblies 4 and are arranged along the extension direction of the fixed wing plates 2, the bolt assemblies 4 used for connection are arranged on the corresponding fixed wing plates 2, and a plurality of transverse reinforcing ribs 5 and longitudinal reinforcing ribs 6 are arranged on the outer wall surface of each steel sleeve member 1 and are respectively arranged along the axial direction and the radial direction of the steel sleeve member 1;
the two steel sleeve parts 1 form a space for placing the tubular pile test section 7, the space is a circular cavity, the inner diameter of the space is the same as the outer diameter of the tubular pile test section 7, the steel sleeve parts 1 are made of steel plates with the thickness of 10mm, the fixed wing plates 2 are welded on the edges of two sides of the steel sleeve parts 1, the width of the fixed wing plates is 50mm, a plurality of reinforced wing plates 3 can be transversely arranged on the fixed wing plates 2, and the reinforced wing plates 3 can be made of steel plates with the thickness of 15 mm;
s6, mounting a side limiting device on the contact surface model: after preparation and maintenance of a model sample of a contact surface of a tubular pile and core filling concrete 8 are finished, a layer of 0.01mm industrial plastic film 11 is attached to the inner wall of a side limiting device, then a layer of epoxy resin 10 is uniformly coated on the outer side of the PHC tubular pile, before the epoxy resin 10 is dried and hardened, the side limiting device is sleeved on the outer side of a tubular pile test section 7 and fixed through a bolt assembly 4, and the inner wall surface of the side limiting device is ensured to be attached to the tubular pile test section 7;
s7, carrying out a contact surface model shearing test: specifically, after the epoxy resin 10 is dried and reaches the corresponding strength, a microcomputer-controlled electro-hydraulic servo compression shear testing machine is adopted to perform a loading test on a model sample: a steel cushion block 16 with the thickness of 1cm and the diameter slightly smaller than that of the core concrete 8 is arranged on the surface of the core concrete 8, a load P in the graph 7 is applied to the surface of the core concrete 8 through the steel cushion block 16, the circumferential tensile stress of a pile body and the shear displacement curve of the contact surface of the pipe pile and the core concrete 8 are obtained in the loading process, and further characteristic research of the contact surface of the pipe pile and the core concrete 8 is carried out according to the coupling influence of the enhancement of the expanding agent and the weakening of the mud skin layer.
Through the design scheme, the invention can bring the following beneficial effects:
(1) the lateral limiting device comprises two steel external members, and the bolt assemblies are screwed, so that sufficient lateral limiting conditions can be provided for a shear sample of a contact surface of a large-size tubular pile and core-filled concrete, the hidden danger that the tubular pile is damaged due to volume expansion of the core-filled concrete in the loading process is avoided, and the stress characteristic of the contact surface of the tubular pile and the core-filled concrete in the loading process is better simulated. The side limiting device can match the sizes of the tubular pile test sections with different sizes so as to meet different test requirements.
(2) The thin-layer epoxy resin smeared on the outer wall of the tubular pile fills a tiny gap between the tubular pile and the steel sleeve, so that the tubular pile is tightly attached to the steel sleeve, the local stress concentration caused by the loose attachment between the outer wall of the tubular pile and the steel sleeve is prevented, and the lateral limit effect on the steel sleeve is fully exerted.
(3) A layer of 0.01mm industrial plastic film is attached to the inner wall of the steel sleeve, so that stress transmission is not influenced, the steel sleeve and epoxy resin are easy to separate after the model sample is loaded, and the purpose of recycling the steel sleeve is achieved.
(4) The transverse reinforcing ribs and the longitudinal reinforcing ribs arranged outside the steel sleeve can improve the overall strength and rigidity of the steel sleeve and ensure that the steel sleeve provides sufficient lateral confinement effect.
(5) The PHC tubular pile that practical engineering used is selected for use to this experimental model's tubular product, and the size is great, can intercept 300mm diameter, 70mm of wall thickness, the PHC tubular pile of 400mm of length as experimental stake (the size can be according to actual need, selects different engineering stake sizes), and the pile foundation condition of simulation actual construction that can be more reasonable can eliminate the less similar ratio problem that brings of model, the contact surface characteristic of the actual tubular pile inner chamber of more reasonable simulation.
(6) The test method can simulate a mud skin layer formed by extruding a drill rod in the inner cavity of the tubular pile by considering the influence of the construction mud skin on the inner wall of the tubular pile, so that the contact surface characteristic of the tubular pile and the core filling concrete is more consistent with the actual construction working condition of the inner wall of the tubular pile while drilling.
(7) According to the test method, the core-filled concrete with different contents of the expanding agent is adopted, so that the interface model samples of the tubular pile and the core-filled concrete with different contents of the expanding agent can be formed, and the influence of the content of the expanding agent on the interface characteristic can be further researched.
(8) Through the strain gauge that the tubular pile outer wall was laid, the hoop tensile stress that the test concrete inflation produced the tubular pile, and then deduce the radial compressive stress of tubular pile inner wall, can provide essential parameter for follow-up contact surface characteristic analysis and construction contact surface model.
(9) The lateral limiting device and the testing method have the advantages of reasonable structural design, reliable quality, concise and clear steps, strong operability and convenient realization, and can effectively obtain the real contact surface characteristic data of the tubular pile and the core filling concrete.
In the description herein, it is to be understood that the terms "upper," "lower," "left," "right," and the like are used in an orientation or positional relationship merely for convenience in description and simplicity of operation, and do not indicate or imply that the referenced device or element must have a particular orientation, configuration, and operation in a particular orientation, and therefore should not be construed as limiting the present invention. Furthermore, the terms "first" and "second" are used merely for descriptive purposes and are not intended to have any special meaning.
In the description herein, references to the description of "an embodiment," "an example" or the like are intended to mean that a particular feature, structure, material, or characteristic described in connection with the embodiment or example is included in at least one embodiment or example of the invention. In this specification, the schematic representations of the terms used above do not necessarily refer to the same embodiment or example.
Furthermore, it should be understood that although the present description refers to embodiments, not every embodiment may contain only a single embodiment, and such description is for clarity only, and those skilled in the art should integrate the description, and the embodiments may be appropriately combined to form other embodiments as will be appreciated by those skilled in the art.
The technical principle of the present invention is described above in connection with specific embodiments. The description is made for the purpose of illustrating the principles of the invention and should not be construed in any way as limiting the scope of the invention. Based on the explanations herein, those skilled in the art will be able to conceive of other embodiments of the present invention without inventive effort, which would fall within the scope of the present invention.
Claims (10)
1. The utility model provides a tubular pile and core filling contact surface shear test's side limit device which characterized in that includes:
the number of the steel external members is two, and the two steel external members are connected;
a connecting piece for connection is arranged between the two steel external members, and a space for placing a tubular pile test section is formed;
the outer wall surface of the steel sleeve is provided with a structural reinforcement, and the inner wall surface is provided with a protective layer and a filling layer.
2. The lateral limiting device for the shear test of the contact surface of the tubular pile and the filler core according to claim 1, wherein the steel sleeve is semicircular, and the space for placing the test section of the tubular pile is a circular cavity.
3. The tubular pile and core-filling contact surface shear test lateral limiting device of claim 1, wherein two sides of the steel sleeve are provided with fixing wing plates, the fixing wing plates are arranged along the axial extension direction of the steel sleeve, the connecting piece is a bolt assembly and is arranged along the extension direction of the fixing wing plates, and the bolt assembly is used for connecting the fixing wing plates which are correspondingly arranged.
4. The lateral limiting device for the shear test of the contact surface between the tubular pile and the filler core as claimed in claim 1, wherein the structural reinforcement member comprises a plurality of transverse reinforcing ribs and longitudinal reinforcing ribs which are respectively arranged along the axial direction and the radial direction of the steel sleeve member.
5. The lateral limiting device for the shear test of the contact surface of the tubular pile and the filler core according to claim 1, wherein the protective layer is an industrial plastic film, and the filler layer is a thin layer of epoxy resin.
6. A test method for a shear test of a contact surface of a tubular pile and a core filler is characterized in that a lateral limiting device for the shear test of the contact surface of the tubular pile and the core filler based on any one of claims 1 to 5 is adopted, and the method comprises the following steps:
s1, intercepting a tubular pile test section: intercepting a PHC tubular pile for engineering as a tubular pile test section, and ensuring that two ends of the tubular pile test section are horizontal;
s2, arranging strain gauges on the outer surface of the tubular pile;
s3, manufacturing a mud skin layer on the inner wall of the tubular pile: according to the actual state of the mud skin on the inner wall of the simulation while-drilling root pipe pile, adopting field undisturbed soil, mechanically stirring the soil into slag, and extruding and smearing a layer of mud skin on the inner wall of the PHC pipe pile;
s4, manufacturing a contact surface model of the tubular pile and the core filling concrete: by adopting the core-filling concrete with different contents of the expanding agent, the interface model samples of the tubular pile and the core-filling concrete with different contents of the expanding agent can be formed;
s5, manufacturing a lateral limiting device;
s6, mounting a side limiting device on the contact surface model: after the preparation and maintenance of the contact surface model sample of the tubular pile and the core filling concrete are finished, an industrial plastic film is attached to the inner wall of the side limiting device, then a layer of epoxy resin is uniformly coated on the outer side of the PHC tubular pile, and before the epoxy resin is dried and hardened, the side limiting device is sleeved on the outer side of the tubular pile test section and fixed, so that the attachment of the side limiting device and the tubular pile test section is ensured;
and S7, carrying out a contact surface model shearing test.
7. The method of claim 6, wherein in step S2, two pairs of strain gauges are uniformly attached to the outer wall of the core-filling range of the test section of the pipe pile, the PHC pipe pile is grooved along the design route by a cutting tool, the groove width and the groove depth are based on the measuring line of the strain gauge, and high-strength adhesive is filled into the groove for adhesion and surface protection.
8. The method of claim 6, wherein in step S4, the test section of the tubular pile is bottomed with foam, then water or slurry with a specific gravity of about 1.5 is injected to simulate an underwater casting environment, then C30 or C40 core concrete is cast from bottom to top through a PVC grouting pipe, after initial setting of the core concrete, the foam is removed, and finally the top of the core concrete is flush with the top of the tubular pile, a cavity is left at the bottom of the core concrete, and a contact surface model of the tubular pile and the core concrete is formed.
9. The method for testing the shear test of the contact surface of the tubular pile and the filler core according to claim 6, wherein in step S7, after the epoxy resin is dried and reaches the corresponding strength, the microcomputer controlled electro-hydraulic servo compression shear testing machine is used for carrying out the loading test on the model sample: and (3) placing a steel cushion block with the diameter slightly smaller than the diameter of the core filling concrete on the surface of the core filling concrete, applying load to the surface of the core filling concrete through the steel cushion block, acquiring the circumferential tensile stress of the pile body and the shear displacement curve of the contact surface of the tubular pile and the core filling concrete in the loading process, and carrying out further characteristic research on the contact surface of the tubular pile and the core filling concrete according to the coupling influence of the enhancement of the expanding agent and the weakening of the mud skin layer.
10. The method of testing the shear test of the interface between the tube pile and the filler core according to claim 6, wherein the PHC tube pile has a diameter size ranging from 30mm 0mm to 1000mm in step S1.
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| CN108444841A (en) * | 2018-06-08 | 2018-08-24 | 中南大学 | A kind of pile-soil interface shearing mechanics characteristic test method |
| CN108797658A (en) * | 2018-06-22 | 2018-11-13 | 中国十七冶集团有限公司 | A kind of assembly concrete prefabricated tubular pile detection device and its application method |
| CN108982224A (en) * | 2018-09-29 | 2018-12-11 | 广州市建筑科学研究院新技术开发中心有限公司 | A kind of experimental rig and method of test pile and slip casting soil body contact surface failure mechanism |
| CN109235511A (en) * | 2018-11-09 | 2019-01-18 | 郑州大学 | A kind of detachable tubular pole static test tube pile connection device and complete set of equipments |
| CN110864890A (en) * | 2019-11-27 | 2020-03-06 | 山东科技大学 | Test device and test method for measuring shear expansion pressure of anchoring structure interface |
| CN111707562A (en) * | 2020-06-22 | 2020-09-25 | 山东建筑大学 | System and method for testing mechanical properties of rib-grouting body interface |
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