CN108166544B - Comprehensive detection system and method for working mechanism and process effect of test pile - Google Patents
Comprehensive detection system and method for working mechanism and process effect of test pile Download PDFInfo
- Publication number
- CN108166544B CN108166544B CN201810026981.5A CN201810026981A CN108166544B CN 108166544 B CN108166544 B CN 108166544B CN 201810026981 A CN201810026981 A CN 201810026981A CN 108166544 B CN108166544 B CN 108166544B
- Authority
- CN
- China
- Prior art keywords
- pile
- test
- soil
- displacement
- working mechanism
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Active
Links
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Force Measurement Appropriate To Specific Purposes (AREA)
Abstract
The invention discloses a comprehensive detection system and method for a working mechanism and a process effect of a test pile, which solve the problem that the comprehensive detection cannot be realized in the prior art, and have the beneficial effects of realizing the monitoring of the working mechanism of the test pile foundation, the monitoring of the interaction influence of the pile foundation and the detection and analysis of the pile foundation construction process, and the scheme is as follows: a comprehensive detection system for the working mechanism and the process effect of test piles comprises a plurality of test piles arranged on a soil layer, wherein pile body displacement test tubes are arranged inside the test piles; the rock-soil investigation holes are used for obtaining soil samples and are arranged on the side face of each test pile; the soil pressure gauge is arranged at the bottom of each test pile to measure pile end resistance; the pile top settlement measuring component is arranged at the pile top settlement observation point of the soil layer pile at the top of each test pile; the pile end settlement measuring component is arranged at the settlement observation point of the pile bottom soil layer at the pile end part of each test.
Description
Technical Field
The invention relates to the field of comprehensive detection of test piles, in particular to a comprehensive detection system and method for a test pile working mechanism and a process effect.
Background
Along with the development of pile foundation technology, a novel pile layer is endless, a novel pile is required to pass through a pile foundation detection link of a test pile from the invention to popularization and application, and monitoring contents comprise pile end force, axial force, side friction resistance, pile end, pile top displacement and the like of the novel pile under a loaded condition. The experimental data obtained in the on-site pile foundation detection can provide a data foundation for establishing a theoretical calculation formula for the new pile type, and lay an experimental foundation for later design calculation. So how to complete and comprehensively perform pile foundation detection is an important foundation for popularization and application of the novel pile.
The current pile foundation detection technology can monitor the side friction resistance and pile top displacement of a pile under the condition of pile loading, can not monitor the pile end displacement and pile end force of the pile well, can not detect the loading influence radius, the blocking effect and the action effect of the pile forming on soil, and is extremely unfavorable for the understanding of the working performance of the novel pile. Therefore, the comprehensive and complete test pile monitoring method has wide prospect. Therefore, the comprehensive detection system and method for the working mechanism and the technological effect of the test pile are generated aiming at the phenomena.
Disclosure of Invention
In order to overcome the defects of the prior art, the invention provides a comprehensive detection system for the working mechanism and the process effect of a test pile, which can realize the application of the bearing capacity of the test pile, and can realize the monitoring of the working mechanism of a pile foundation, the monitoring of the interaction influence of the pile foundation and the detection and analysis of the construction process of the pile foundation after the test is finished, thereby predicting the site construction.
The specific scheme of the comprehensive detection system for the working mechanism and the process effect of the test pile is as follows:
a comprehensive detection system for a working mechanism and a process effect of a test pile comprises:
The soil layer is provided with a plurality of test piles, and pile body displacement test tubes are arranged in the test piles;
The rock-soil investigation holes are used for obtaining soil samples and are arranged on the side face of each test pile;
the soil pressure gauge is arranged at the bottom of each test pile to measure pile end resistance;
the pile top settlement measuring component is arranged at the pile top settlement observation point of the soil layer pile at the top of each test pile;
the pile end settlement measuring component is arranged at the settlement observation point of the pile bottom soil layer at the pile end part of each test.
Further, the test pile comprises at least two kinds of compression-resistant piles and at least two kinds of pulling-resistant anchor piles.
The soil body layered settlement measuring component comprises a sliding resistance type layered settlement instrument, a sliding resistance type layered settlement instrument is embedded in a position of an observation point, layered settlement displacement of the soil body is determined through the sliding resistance type layered settlement instrument, a fixed rod with high rigidity can be arranged in the drilling hole, the lower end of the fixed rod is inserted into a soil layer, the upper end of the fixed rod is led out of the ground, and the fixed rod is matched with measuring equipment to obtain settlement displacement of different soil layers; the earth surface subsidence measuring component comprises earth surface steel bars, the bottoms of the earth surface steel bars are fixed with a soil layer, the earth surface steel bars are matched with the measuring equipment to obtain earth surface subsidence displacement, the earth surface steel bars are arranged around the pile top subsidence measuring component, and the soil body layered measuring component is arranged around the pile body for at least three circles to obtain the subsidence value of the pile circumference of the test pile.
Further, the test pile is a cast-in-place pile, the test pile comprises a reinforcement cage, and a reinforcement stress meter is arranged on the reinforcement cage.
Or the steel bar cage is formed by surrounding steel bars, part of the steel bars in the steel bar cage are provided with the steel bar stress gauge, and two sides of the steel bar stress gauge are connected with the steel bars through sleeves.
Further, the pile top settlement measuring component is pile top steel bars, the pile top steel bars are positioned in the center of a pile top soil layer of the test pile, and the pile top steel bars are matched with measuring equipment (such as a level gauge);
Or the pile end settlement measuring component is pile end reinforcing steel bars, the pile end reinforcing steel bars and the measuring equipment are matched, the pile end reinforcing steel bars are positioned in the pile body displacement measuring tube, and the bottom of the pile end reinforcing steel bars is arranged in the pile bottom soil layer of the test pile.
In order to overcome the defects of the prior art, the invention also provides a comprehensive detection method for the working mechanism and the process effect of the test pile, which comprises the following specific steps:
1) Selecting a test site and determining pile type and pile foundation bearing capacity of a test pile, wherein the step has basic knowledge on test site conditions and provides a basis for carrying out loading capacity test in the step 3) and theoretical calculation of future test piles;
2) Manufacturing a test pile, and placing the test pile in a test site;
3) Carrying out pile foundation bearing capacity test on the test pile, and simultaneously carrying out test data monitoring;
4) Monitoring the working mechanism of the pile foundation of the test pile to obtain pile body axial force, side friction resistance, end resistance, pile top displacement and pile end displacement monitoring;
5) Monitoring interaction influence of the test piles;
6) The pile foundation construction process of the test pile is detected and analyzed, and the soil sample obtained before and after piling is compared and analyzed to obtain the influence of the pile forming of the test pile on the soil property, so that the pile bearing capacity can be explained.
Or the steps 3), 4) and 5) may be performed simultaneously.
Further, in the step 1), the bearing capacity of the pile foundation is determined according to soil layer distribution, physical characteristics and mechanical parameters;
Or the concrete method for testing the bearing capacity of the pile foundation in the step 3) comprises the following steps:
3-1) loading the compression-resistant piles in each test pile step by step to finish the compression-resistant destructive test;
3-2) carrying out a drawing test on the anti-pulling anchor piles in each test pile to complete a destructive test.
Further, the specific method for monitoring the working mechanism of the pile foundation of the test pile in the step 4) is as follows:
4-1) pile shaft axial force and side friction resistance monitoring: determining by a steel bar stress meter of a test pile reinforcement cage; the measured data obtained by the steel bar stress meter is the axial force of the steel bar of the pile section in the pile, the axial force of the pile body at the position can be calculated through data calculation, and the side friction resistance value of the section can be calculated through comparing the axial forces of two adjacent steel bar stress meters.
4-2) Pile tip resistance monitoring: measuring pile end resistance by a soil pressure gauge arranged at the bottom of the test pile reinforcement cage;
4-3) pile top displacement monitoring: the pile top displacement can be directly measured by measuring the height change of the pile top steel bar through the pile top steel bar by using measuring equipment (such as a dial indicator or a level gauge).
4-4) Pile end displacement monitoring: the pile end reinforcing steel bar is positioned in a pile body displacement measuring tube, the end part extends to the pile end, before static load, a mark is made at the position where the pile end reinforcing steel bar is flush with the actual pile top, when a static load test is finished, the actual pile top settlement is measured to be s 0 through measuring equipment, the displacement difference between the mark position and the actual pile top is delta s 1, and the displacement of the pile top elevation is designed to be s s＝s0-Δs1; in the test, the pile end reinforcing steel bars are arranged in the test tube and are separated from the pile body, and compression is not carried out, so that the compression quantity can be obtained.
Further, the specific method for monitoring the interaction effect of the test pile in the step 5) is as follows:
5-1) Single pile influence radius test: according to the earth surface subsidence observation points (the earth surface subsidence measurement component comprises earth surface steel bars, the bottoms of the earth surface steel bars are fixed with a soil layer, the earth surface steel bars are matched with measurement equipment to obtain earth surface subsidence displacement, the earth surface steel bars are arranged around pile top steel bars, actual measurement values of the influence radius of the load single pile are compared with theoretical calculation values to obtain reasonable correction values of the influence radius of the load single pile) and earth body layered subsidence measurement points, sliding resistance type layered subsidence meters are arranged at the earth body layered subsidence measurement points, a sliding resistance type layered subsidence meter is embedded in the observation points through arranging drilling holes, the earth body layered subsidence displacement is determined through the sliding resistance type layered subsidence meters, in addition, a fixed rod with larger rigidity can be arranged in the drilling holes, the lower end of the fixed rod is inserted into the soil layer, the upper end of the fixed rod is led out of the ground, and the fixed rod is matched with the measurement equipment to obtain the subsidence displacement of different soil layers; obtaining subsidence of earth surface soil at different positions and displacement of pile surrounding soil at different depths from the loaded single pile, revealing deformation mechanisms of pile-soil systems at different positions and different depths from the single pile, and obtaining the influence radius of the loaded single pile;
5-2) foundation pile blocking effect test: setting a non-loaded single pile with a pile body provided with a reinforcing steel bar stress meter, setting earth surface settlement observation points and soil body layered settlement measurement components at different positions from the loaded single pile to obtain settlement of earth surface soil at different positions and displacement of pile surrounding soil at different depths when the non-loaded single pile exists, and further obtaining the reduction amount of the displacement of the loaded single pile and the pile surrounding soil due to the reinforcement shielding effect of the non-loaded single pile, and establishing a calculation method of pile-soil interaction coefficient.
Further, the specific method for detecting and analyzing the pile foundation construction process of the test pile in the step 6) is as follows:
6-1) drilling a first rock-soil investigation hole on the side surface of a pile position of the test pile before piling, taking a soil sample, performing standard penetration, performing a site side pressure test, and determining physical parameters of soil on the pile side after fixed spraying;
6-2) performing secondary rock-soil exploration on the pile side of the test pile, taking a soil sample, performing standard penetration, performing a site side pressure test, and determining physical parameters of the pile side soil body after fixed spraying;
6-3) determining physical parameters of pile end spraying, pile end pressing and soil body on the side face of the pile end;
6-4) determining the range of the spraying and pressing effect.
Compared with the prior art, the invention has the beneficial effects that:
1) Through setting up each device, can realize experimental pile foundation operating mechanism monitoring, pile foundation interaction influence monitoring and pile foundation construction technology detection analysis, be favorable to having a more detailed study to experimental pile atress biography mechanism and this stake to the influence of surrounding environment, and then can provide reliable basis for the design calculation of this stake in later stage.
2) The tests of all the systems are not mutually affected, and the system is convenient and quick.
3) Multiple detection tests can be performed simultaneously, so that manpower and material resources are saved, and better economic benefits are achieved.
Drawings
The accompanying drawings, which are included to provide a further understanding of the application and are incorporated in and constitute a part of this specification, illustrate embodiments of the application and together with the description serve to explain the application.
FIG. 1 is a diagram of a comprehensive test pile placement according to the present invention.
Fig. 2 (a) is a front view of a partial component arrangement of the system of the present invention.
FIG. 2 (b) is a cross-sectional view 1-1 of FIG. 2 (a) of the present invention.
FIG. 3 is a plot of soil and construction effect survey layout of the present invention.
Fig. 4 (a) is a layout of the settlement observation points of the test mono pile.
Fig. 4 (b) is a test pile blocking effect test observation layout.
Fig. 5 is a schematic diagram of a rebar meter installation.
Fig. 6 is a schematic view of an earth pressure gauge installation.
Wherein: a type test pile, a2 type test pile, a3 type C type test pile, a 4 type anti-pulling anchor pile, a 5 type anti-pulling anchor pile, a 6 type C anti-pulling anchor pile, a 7 type single pile impact radius test node, an 8 type two-pile blocking effect test node, a 9 type steel bar stress meter, a 10 type pile body displacement test tube, a 11 type conduit, a 12 type steel bar cage, a 13 type first rock-soil investigation hole, a 14 type second rock-soil investigation hole, a 15 type pile top settlement observation point, a 16 type pile end settlement observation point, a 17 type earth surface settlement observation point, a 18 type soil body layered settlement observation point, a 19 type screw thread, a 20 type soil pressure meter and a 21 type round steel plate.
Detailed Description
It should be noted that the following detailed description is illustrative and is intended to provide further explanation of the application. Unless defined otherwise, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs.
It is noted that the terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of exemplary embodiments according to the present application. As used herein, the singular is also intended to include the plural unless the context clearly indicates otherwise, and furthermore, it is to be understood that the terms "comprises" and/or "comprising" when used in this specification are taken to specify the presence of stated features, steps, operations, devices, components, and/or combinations thereof.
As described in the background art, the application provides a comprehensive detection system for the working mechanism and the technological effect of a test pile in order to solve the technical problems.
In a typical embodiment of the present application, as shown in fig. 1 and 2, a comprehensive detection system for a working mechanism and a process effect of a test pile comprises a plurality of test piles arranged on a soil layer, a pile body displacement test tube 10 is arranged in the test piles, and a displacement meter is arranged in the pile body displacement test tube 10; a first geotechnical investigation hole 13 arranged on the side surface of each test pile; a soil pressure gauge 20 arranged at the bottom of each test pile for measuring pile end resistance, specifically arranged at the bottom of the test pile reinforcement cage 12 through a circular steel plate 21, and a soil pressure box 20 arranged at the bottom of the circular steel plate 21; the pile top settlement measurement component is arranged at the pile top settlement observation point 15 at the top of each test pile; pile end settlement measuring parts are arranged at pile end settlement observation points 16 of the end parts of each test pile.
Further, in order to ensure the comprehensiveness of the test effect, the test pile is compared with other pile types and has more comprehensive measurement significance, the test pile comprises at least two types of anti-compression piles and at least two types of anti-pulling anchor piles, an A-type test pile 1, a B-type test pile 2, a C-type test pile 3, an A-type anti-pulling anchor pile 4, a B-type anti-pulling anchor pile 5 and a C-type anti-pulling anchor pile 6 are arranged, as shown in fig. 3, 16 test piles can be arranged, 3 test piles are arranged in the first row, C-type anti-pulling anchor piles 6 are arranged on two sides of the C-type test pile 3, B-type test piles 2 and A-type anti-pulling anchor piles 4 in the second row are arranged at intervals, A-type test piles 1 are also arranged in the second row, C-type test piles 3 and B-type test piles 2 are arranged in the third row, and B-type anti-pulling anchor piles 5 are arranged on two sides of the B-type test pile 2.
The detection system also comprises a surface subsidence measurement component arranged at a surface subsidence observation point 17 and a soil body layered subsidence measurement component arranged at a soil body layered subsidence observation point 18, wherein the surface subsidence measurement component is a surface steel bar with phi 8, the soil body layered subsidence measurement component comprises a sliding resistance type layered subsidence instrument, a sliding resistance type layered subsidence instrument is embedded in a drill hole at the observation point position, and the soil body layered subsidence displacement is determined through the sliding resistance type layered subsidence instrument; the earth surface subsidence measuring part comprises earth surface steel bars, the bottoms of the earth surface steel bars are fixed with a soil layer, the earth surface steel bars are matched with measuring equipment to obtain earth surface subsidence displacement, the earth surface steel bars are arranged around the pile top subsidence measuring part, and the soil body layering measuring part is arranged around the pile body at least three circles to obtain the subsidence value of the pile periphery of the test pile, as shown in fig. 4 (a) and fig. 4 (b).
Wherein the wires of the soil pressure gauge 20 are arranged in the conduit 11, which is a polyethylene conduit, and the conduit is arranged in the reinforcement cage, as shown in fig. 6.
The test pile is a cast-in-place pile, the test pile comprises a steel reinforcement cage, after each measuring part is arranged in the steel reinforcement cage, the steel reinforcement cage is provided with a steel bar stress meter, and the pile body axial force and side friction resistance data can be obtained through the stress meter.
Or the steel reinforcement cage 12 is formed by the setting around the reinforcing bar, and the reinforcing bar stress meter 9 is set up to part of reinforcing bar in the steel reinforcement cage 12, and reinforcing bar stress meter 9 both sides pass through the sleeve pipe and are connected with the reinforcing bar, namely set up a row of reinforcing bar stress meter respectively in the both sides of steel reinforcement cage, and this row of reinforcing bar stress meter sets up in reinforcing bar department, and the reinforcing bar includes the multistage, and adjacent reinforcing bar interval sets up, and sets up the sleeve pipe between the adjacent reinforcing bar, and two sleeve pipes are fixed with the reinforcing bar stress meter, and the reinforcing bar is close to sheathed tube tip and sets up screw thread 19 in order to realize with sheathed tube connection, as shown in fig. 5.
Further, the pile top settlement measuring component is an embedded bar, and the embedded bar is positioned in the center of a pile top soil layer;
Or the pile end settlement measuring component is phi 30 pile end reinforcing steel bars (with adjustable diameter), the phi 30 pile end reinforcing steel bars are positioned in the pile body displacement measuring tube 10, the bottoms of the phi 30 pile end reinforcing steel bars are led to the pile bottom, and the bottoms of the phi 30 pile end reinforcing steel bars are fixed with the soil layer of the pile bottom.
In order to overcome the defects of the prior art, the invention also provides a comprehensive detection method for the working mechanism and the process effect of the test pile, which comprises the following specific steps:
1) Selecting a test site and determining pile type and pile foundation bearing capacity of a test pile, wherein the step has basic knowledge on test site conditions and provides a basis for carrying out loading capacity test in the step 3) and theoretical calculation of future test piles;
2) Manufacturing a test pile, and placing the test pile in a test site;
3) Carrying out pile foundation bearing capacity test on the test pile, and simultaneously carrying out test data monitoring;
4) Monitoring the working mechanism of the pile foundation of the test pile to obtain pile body axial force, side friction resistance, end resistance, pile top displacement and pile end displacement monitoring;
5) Monitoring interaction influence of the test piles;
6) The pile foundation construction process of the test pile is detected and analyzed, and the soil sample obtained before and after piling is compared and analyzed to obtain the influence of the pile forming of the test pile on the soil property, so that the pile bearing capacity can be explained.
Or the steps 3), 4) and 5) may be performed simultaneously.
Further, in the step 1), the bearing capacity of the pile foundation is determined according to soil layer distribution, physical characteristics and mechanical parameters;
Or the concrete method for testing the bearing capacity of the pile foundation in the step 3) comprises the following steps:
3-1) loading the compression-resistant piles in each test pile step by step to finish the compression-resistant destructive test;
3-2) carrying out a drawing test on the anti-pulling anchor piles in each test pile to complete a destructive test.
Further, the specific method for monitoring the working mechanism of the pile foundation of the test pile in the step 4) is as follows:
4-1) pile shaft axial force and side friction resistance monitoring: determining by a steel bar stress meter of a test pile reinforcement cage; the measured data obtained by the steel bar stress meter is the axial force of the steel bar of the pile section in the pile, the axial force of the pile body at the position can be calculated through data calculation, and the side friction resistance value of the section can be calculated through comparing the axial forces of two adjacent steel bar stress meters.
4-2) Pile tip resistance monitoring: measuring pile end resistance by a soil pressure gauge arranged at the bottom of the test pile reinforcement cage;
4-3) pile top displacement monitoring: the pile top displacement can be directly measured by measuring the height change of the pile top steel bar through the pile top steel bar by using measuring equipment (such as a theodolite).
4-4) Pile end displacement monitoring: the pile end reinforcing steel bar is positioned in a pile body displacement measuring tube, the end part extends to the pile end, before static load, a mark is made at the position where the pile end reinforcing steel bar is flush with the actual pile top, when a static load test is finished, the actual pile top settlement is measured to be s 0 through measuring equipment, the displacement difference between the mark position and the actual pile top is delta s 1, and the displacement of the pile top elevation is designed to be s s＝s0-Δs1; in the test, the pile end reinforcing steel bars are arranged in the test tube and are separated from the pile body, and compression is not carried out, so that the compression quantity can be obtained.
Further, the specific method for monitoring the interaction effect of the test pile in the step 5) is as follows:
5-1) Single pile influence radius test: according to the earth surface subsidence observation points (earth surface reinforcing steel bars are buried in the earth surface, displacement is measured through external measuring equipment (such as a dial indicator or a level gauge), the earth surface reinforcing steel bars are arranged around pile top reinforcing steel bars) and soil body layered subsidence measuring components (measurement is carried out by adopting an immovable rod method, wherein a drill hole is arranged at the observation point, a immovable rod with larger embedded rigidity is embedded in the observation point, the lower end of the immovable rod is inserted into a soil layer, the upper end of the immovable rod is led out of the ground, vertical displacement is measured through the dial indicator or the level gauge), the subsidence of earth surface soil at different positions and the displacement of pile surrounding soil at different depths of the loaded single pile are obtained, and the actual measured value and the theoretical calculated value of the radius affected by the loaded single pile are compared, so that a reasonable correction value of the radius affected by the loaded single pile is obtained;
5-2) foundation pile blocking effect test: in the two-pile blocking effect test node 8, a non-loaded single pile with a pile body provided with a reinforcing steel bar stress meter is arranged at one side of the loaded single pile, and earth surface settlement observation points and soil body layered settlement measurement components are arranged at different positions away from the loaded single pile, so that the settlement of earth surface soil at different positions and the displacement of pile surrounding soil at different depths when the non-loaded single pile exists are obtained, the influence of the loaded single pile on the displacement, axial force and side resistance of the non-loaded single pile is further obtained, the deflection of the loaded single pile and the pile surrounding soil displacement due to the reinforcing steel bar blocking effect of the non-loaded single pile is further obtained, and the calculation method of the pile-soil interaction coefficient is established.
Further, the specific method for detecting and analyzing the pile foundation construction process of the test pile in the step 6) is as follows:
6-1) drilling a first rock-soil investigation hole 13 on the side surface of a pile position of a test pile before piling, taking a soil sample, performing standard penetration, performing a site side pressure test, and determining physical parameters of soil on the pile side after fixed spraying
6-2) Performing secondary rock-soil exploration on the pile side of the test pile through a secondary rock-soil exploration hole 14 (arranged on the side of the test pile), taking a soil sample, performing standard penetration, performing a site side pressure test, and determining physical parameters of soil on the pile side after fixed spraying;
6-3) determining physical parameters of pile end spraying, pile end pressing and soil body on the side face of the pile end;
6-4) determining the range of the spraying and pressing effect.
The above description is only of the preferred embodiments of the present application and is not intended to limit the present application, but various modifications and variations can be made to the present application by those skilled in the art. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the protection scope of the present application.
Claims (8)
1. The utility model provides a test stake operating mechanism and technology effect comprehensive detection system which characterized in that includes: the soil layer is provided with a plurality of test piles, and pile body displacement test tubes are arranged in the test piles;
the rock-soil investigation holes are used for obtaining soil samples and are arranged on the side face of each test pile; the soil pressure gauge is arranged at the bottom of each test pile to measure pile end resistance;
the pile top settlement measuring component is arranged at the pile top settlement observation point of the soil layer pile at the top of each test pile; the pile end settlement measuring component is arranged at the settlement observation point of the pile bottom soil layer at the pile end part of each test pile;
the test pile comprises at least two anti-compression piles and at least two anti-pulling anchor piles;
The pile end settlement measuring component is pile end steel bars, the pile end steel bars are matched with the measuring equipment, the pile end steel bars are positioned in the pile body displacement testing tube, and the bottoms of the pile end steel bars are arranged in the pile bottom soil layer of the test pile;
the soil body layered settlement measuring component comprises a soil body layered settlement measuring component and a soil body layered settlement measuring component, wherein the soil body layered settlement measuring component comprises a soil body reinforcing steel bar, the bottom of the earth surface steel bar is fixed with the soil layer, and the earth surface steel bar is matched with the measuring equipment to obtain earth surface subsidence displacement;
The test pile is a cast-in-place pile, the test pile comprises a reinforcement cage, and a reinforcement stress meter is arranged on the reinforcement cage.
2. The comprehensive detection system for the working mechanism and the technological effect of the test pile according to claim 1, wherein the steel reinforcement cage is formed by surrounding steel reinforcements, the steel reinforcement stress gauge is arranged on part of the steel reinforcements in the steel reinforcement cage, and two sides of the steel reinforcement stress gauge are connected with the steel reinforcements through sleeves.
3. The system for comprehensively detecting the working mechanism and the process effect of the test pile according to claim 1, wherein the pile top settlement measuring component is a pile top reinforcing steel bar, the pile top reinforcing steel bar is positioned in the center of a pile top soil layer of the test pile, and the pile top reinforcing steel bar is matched with the measuring equipment.
4. The comprehensive detection method for the working mechanism and the process effect of the test pile adopts the comprehensive detection system for the working mechanism and the process effect of the test pile as claimed in claim 1, and is characterized by comprising the following specific steps:
1) Selecting a test site and determining pile type and pile foundation bearing capacity of a test pile;
2) Manufacturing a test pile, and placing the test pile in a test site;
3) Carrying out pile foundation bearing capacity test on the test pile, and simultaneously carrying out test data monitoring;
4) Monitoring the working mechanism of the pile foundation of the test pile to obtain pile body axial force, side friction resistance, end resistance, pile top displacement and pile end displacement monitoring;
5) Monitoring interaction influence of the test piles;
6) And detecting and analyzing the pile foundation construction process of the test pile.
5. The method for comprehensively detecting the working mechanism and the process effect of the test pile according to claim 4, wherein the step 1) is characterized in that the bearing capacity of the pile foundation is determined according to soil layer distribution, physical characteristics and mechanical parameters;
or the concrete method for testing the bearing capacity of the pile foundation in the step 3) comprises the following steps:
3-1) loading the compression-resistant piles in each test pile step by step to finish the compression-resistant destructive test; 3-2) carrying out a drawing test on the anti-pulling anchor piles in each test pile to finish a destructive test;
Or the steps 3), 4) and 5) may be performed simultaneously.
6. The method for comprehensively detecting the working mechanism and the process effect of the test pile according to claim 4, wherein the specific method for monitoring the working mechanism of the pile foundation of the test pile in the step 4) is as follows:
4-1) pile shaft axial force and side friction resistance monitoring: the axial force of the pile body at the position can be calculated by data calculation, and the side friction resistance value of the section can be calculated by comparing the axial forces of two adjacent reinforcing steel bar stress meters;
4-2) pile tip resistance monitoring: measuring pile end resistance by a soil pressure gauge arranged at the bottom of the test pile reinforcement cage;
4-3) pile top displacement monitoring: the pile top displacement can be directly measured by measuring the height change of the pile top reinforcing steel bar through the pile top reinforcing steel bar by using measuring equipment;
4-4) pile end displacement monitoring: the pile end reinforcing steel bars are positioned in the pile body displacement test tube, and the end parts extend to the pile ends.
7. The method for comprehensively detecting the working mechanism and the process effect of the test pile according to claim 4, wherein the specific method for monitoring the interaction influence of the test pile in the step 5) is as follows:
5-1) Single pile influence radius test: according to the earth surface subsidence measuring parts and the soil body layered subsidence measuring parts which are arranged at different positions of the loaded single pile, the subsidence of the earth surface soil at different positions of the loaded single pile and the displacement of the surrounding soil of the pile at different depths are obtained, the deformation mechanism of the pile-soil system at different positions and different depths of the loaded single pile is revealed, and the influence radius of the loaded single pile is obtained; comparing the actual measurement value and the theoretical calculation value of the influence radius of the loaded single pile to obtain a reasonable correction value of the influence radius of the loaded single pile;
5-2) foundation pile blocking effect test: setting a non-loaded single pile with a pile body provided with a reinforcing steel bar stress meter, setting an earth surface subsidence measuring component and a soil body layered subsidence measuring component at different positions from the loaded single pile to obtain subsidence of earth surface soil at different positions and displacement of pile surrounding soil at different depths when the non-loaded single pile exists, and further obtaining the reduction amount of the displacement of the loaded single pile and the pile surrounding soil due to the reinforcement shielding effect of the non-loaded single pile, and establishing a calculation method of pile-soil interaction coefficient.
8. The method for comprehensively detecting the working mechanism and the process effect of the test pile according to claim 4, wherein the specific method for detecting and analyzing the pile foundation construction process of the test pile in the step 6) is as follows:
6-1) drilling a first rock-soil investigation hole on the side surface of a pile position of the test pile before piling, taking a soil sample, performing standard penetration, performing a site side pressure test, and determining physical parameters of soil on the pile side after fixed spraying;
6-2) performing secondary rock-soil exploration on the pile side of the test pile after piling, taking a soil sample, performing standard penetration, performing a site side pressure test, and determining physical parameters of the soil body on the pile side after fixed spraying;
6-3) determining physical parameters of pile end spraying, pile end pressing and soil body on the side face of the pile end;
6-4) determining the range of the spraying and pressing effect.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810026981.5A CN108166544B (en) | 2018-01-11 | 2018-01-11 | Comprehensive detection system and method for working mechanism and process effect of test pile |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810026981.5A CN108166544B (en) | 2018-01-11 | 2018-01-11 | Comprehensive detection system and method for working mechanism and process effect of test pile |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN108166544A CN108166544A (en) | 2018-06-15 |
| CN108166544B true CN108166544B (en) | 2024-10-01 |
Family
ID=62518156
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201810026981.5A Active CN108166544B (en) | 2018-01-11 | 2018-01-11 | Comprehensive detection system and method for working mechanism and process effect of test pile |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN108166544B (en) |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114396082B (en) * | 2021-12-02 | 2024-09-13 | 中国核电工程有限公司 | Method for testing pile foundation dynamic characteristics of nuclear power plant by adopting underground explosion means |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105735373A (en) * | 2016-03-11 | 2016-07-06 | 青岛理工大学 | Method for measuring ultimate bearing capacity of single precast pile |
| CN105862941A (en) * | 2016-05-24 | 2016-08-17 | 武汉科技大学 | Model device and method for measuring time effect of bearing capacity of pile foundations on site |
| CN207775955U (en) * | 2018-01-11 | 2018-08-28 | 山东大学 | A kind of test pile working mechanism and technique effect comprehensive detection system |
Family Cites Families (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2004244955A (en) * | 2003-02-14 | 2004-09-02 | Shimizu Corp | Cast-in-place concrete filled steel pipe pile, construction method of cast-in-place concrete filled steel pipe pile, and basic structure of structure |
| CN102587426B (en) * | 2012-04-05 | 2014-05-28 | 铁道第三勘察设计院集团有限公司 | Analysis method for estimating bearing capacity of pile foundation on basis of penetration technology |
| CN206607613U (en) * | 2017-03-09 | 2017-11-03 | 中国电力工程顾问集团西北电力设计院有限公司 | A kind of bored concrete pile displacement acquisition device |
-
2018
- 2018-01-11 CN CN201810026981.5A patent/CN108166544B/en active Active
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105735373A (en) * | 2016-03-11 | 2016-07-06 | 青岛理工大学 | Method for measuring ultimate bearing capacity of single precast pile |
| CN105862941A (en) * | 2016-05-24 | 2016-08-17 | 武汉科技大学 | Model device and method for measuring time effect of bearing capacity of pile foundations on site |
| CN207775955U (en) * | 2018-01-11 | 2018-08-28 | 山东大学 | A kind of test pile working mechanism and technique effect comprehensive detection system |
Non-Patent Citations (1)
| Title |
|---|
| 考虑加筋与遮帘效应的层状地基群桩沉降计算;林智勇 等;工程地质学报;20151231;第23卷(第1期);第179-180、184-185页 * |
Also Published As
| Publication number | Publication date |
|---|---|
| CN108166544A (en) | 2018-06-15 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN100464176C (en) | Self-balancing static load measuring method for pile | |
| CN107130651B (en) | The detection device and its detection method of anchor pole internal force exterior measuring | |
| KR100847096B1 (en) | Strike penetration tester, ground investigation method and strength estimation method | |
| CN103321201B (en) | Sealed liquid pressure reduction delaminating deposition takes into account that it is buried underground, measuring method | |
| CN204590104U (en) | A kind of bath scaled model experimental device of simulating self-balance testing pile method | |
| CN102518106A (en) | Method for determining the lateral earth pressure based on the multi-functional piezocone penetration test probe | |
| CN108716227A (en) | Analysis method for axial force and displacement distribution of full-length bonded GFRP anti-floating anchor rod | |
| CN102312422A (en) | Test device for collapsibility coefficient of soil among collapsible loess compaction piles and test method | |
| CN105780825B (en) | A kind of pile foundation construction environmental Kuznets Curves and evaluation method based on autobalanced detection experiment | |
| CN108166544B (en) | Comprehensive detection system and method for working mechanism and process effect of test pile | |
| CN109029338B (en) | Embedded concrete strain measurement device and construction method thereof | |
| CN110130422A (en) | A kind of construction method of unit for single-pile vertical anti-pulling static test equipment | |
| CN110258663B (en) | Device and method for verifying foundation pile internal force test result | |
| CN207775955U (en) | A kind of test pile working mechanism and technique effect comprehensive detection system | |
| Castelli et al. | Monitoring of full scale diaphragm wall for a deep excavation | |
| CN107860496A (en) | Method for testing shear stress on surface of full-length bonded steel bar anchor rod body | |
| CN210737618U (en) | Device for verifying internal force test result of foundation pile | |
| CN100565225C (en) | A kind of with a single hole or the long method of contrast resistivity method measurement stake | |
| CN206721943U (en) | A kind of pile foundation displacement auxiliary detection device | |
| Ignat | Field and laboratory tests of laterally loaded rows of lime-cement columns | |
| CN115125929A (en) | Recyclable hydrostatic buried water and soil pressure testing device and using method thereof | |
| CN212903674U (en) | Continuous monitoring device for main stress gradient of concrete dam | |
| Nie et al. | An improved instrumentation method for PHC piles | |
| CN110219297B (en) | Soil thickness real-time measuring device | |
| CN206638503U (en) | Offshore wind farm testing stand |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |