CN103898928A - Improved high strain method - Google Patents
Improved high strain method Download PDFInfo
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- CN103898928A CN103898928A CN201410089994.9A CN201410089994A CN103898928A CN 103898928 A CN103898928 A CN 103898928A CN 201410089994 A CN201410089994 A CN 201410089994A CN 103898928 A CN103898928 A CN 103898928A
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Abstract
The invention discloses an improved high strain method. Pile body concrete of a foundation pile is internally provided with at least one sensor or at least one sensor is installed on the pile wall of the foundation pile in advance. In the time of detection, at least one sensor is installed at the exposed part of a pile body adjacent to the pile top of the foundation pile. A shock pulse is exerted on the pile top of the foundation pile, signals received by all the sensors are comprehensively analyzed, and vertical pressure bearing capacity and pile body completeness information of the foundation pile is obtained. According to the improved high strain method, in the time of detection, the signals (data, curves and the like) of at least two sensors are comprehensively analyzed, pile deep portion information can be reflected more effectively compared with a current method for installing a sensor at the exposed part near the pile top, especially, when the pile body is long or variation of pile side soil resistance is complicated, obtained detection target parameters, especially bearing force parameters can be closer to true conditions, a relatively correct conclusion on the conditions of the practical bearing force of the pile and the like can be obtained, and the quality of the pile can be accurately judged.
Description
Technical field
The present invention relates to a kind of high Strain Method, the particularly high Strain Method of a kind of modified, belongs to construction project Test Technology of Pile Foundation field.
Background technology
High Strain Method is a kind of important pile foundation inspection method, and it is with tension weight churning stake top, and speed and the power time-history curves at actual measurement stake top, analyze by wave theory, the detection method that single pile vertical resistance pressure bearing capacity and pile body integrity are judged.Pile body stress, hammering energy transmission ratio in monitoring preformed pile piling process, for selecting sinking apparatus, determining that the time effect of parameters of construction technology and bearing capacity and construction stake length provide foundation.
High Strain Method mainly comprises hammering penetration method, Wave Equation Method and Statnamic, and wherein, most widely used is Wave Equation Method.High strain Wave Equation Method is: when high Strain Method test pile, near stake top, the sensors such as strain transducer and acceleration transducer are installed at pile body exposure position, apply the shock pulse of higher-energy to stake top, shock pulse makes to produce between Pile Soil certain permanent displacement in the process of propagating downwards along pile body, thereby excite successively the ground resistance of a side and stake end from top to bottom, by the strain of the each sensor to detecting instrument receives in hammering process, the signals such as acceleration and Pile Soil resistance model parameter are comprehensively analyzed, calculated curve and measured curve are carried out to the steps such as matching, and in conjunction with measured curve form draw stake the information such as vertical compression bearing capacity and pile body integrity.
High strain pile test Wave Equation Method adopts near pile body exposure position sensor installation stake top, and its advantage is easy and simple to handle quick.But but there is following shortcoming: data analysing method is all take measured curve as important judgment basis, because the foundation pile of the materials such as concrete is not ideal rigid body, but elastic body, pushing up when stake the flashy load applying can make pile body produce elastic deformation, only cause near one end of foundation pile and be exposure position sensor installation, measured curve is differed and effectively reflect surely stake Deep Information, especially the long or stake side soil resistance of pile body changes when complicated, the detection target component drawing especially bearing capacity parameter may produce larger error, even may produce erroneous judgement to situations such as the actual carrying capacity of stake.
Summary of the invention
The object of the present invention is to provide a kind of detection target component that can effecting reaction stake deep abnormal information, draw more to approach the high Strain Method of modified of truth.
Above-mentioned purpose of the present invention realizes by following technical measures: the high Strain Method of a kind of modified, it is characterized in that: at least a set of sensor or the preset at least a set of sensor of pile lining at foundation pile are installed in the pile concrete of foundation pile, when detection, near the stake top of foundation pile, at least a set of sensor is also installed at pile body exposure position, apply shock pulse to the stake top of foundation pile, the signal that each sensor is received is comprehensively analyzed, and draws vertical compression bearing capacity and the pile body integrity information of foundation pile.
When the present invention detects, the signal (data, curve etc.) of at least two cover sensors is comprehensively analyzed, near the method for exposure position sensor installation stake top that can adopt more at present more effectively reflects stake Deep Information, especially the long or stake side soil resistance of pile body changes when complicated, the detection target component drawing especially bearing capacity parameter can more approach truth, the situations such as the actual carrying capacity to stake can draw more correct conclusion, can judge comparatively exactly the quality of stake.
As a kind of preferred embodiment of the present invention, described sensor is near the stake end of foundation pile.
Every cover sensor of the present invention comprises strain transducer and acceleration transducer.
As one embodiment of the present invention, described foundation pile is cast-in-place concrete pile, before concreting, strain transducer and acceleration transducer are laid on reinforcing cage, sensor connects wire, wire connects detecting instrument when extending to the outer reserved long enough in stake top to detecting, and after concreting, sensor is cemented in and in concrete, realizes the installation of sensor in pile concrete.Owing to exposure position sensor being also installed according to the method for current employing near stake top, like this, have upper and lower two cover sensors at least in the different depth position of cast-in-place concrete pile, as required, also can many cover sensors be set at the different depth of cast-in-place concrete pile.When detection, this two cover or signal (data and curves) of overlapping sensor are comprehensively analyzed more, can be drawn the conclusion such as pile capacity that only more effectively more approaches truth in the time of the sensor installation of stake top.
As another embodiment of the invention, described foundation pile is prefabricated tubular pile, and before prefabricated tubular pile enters in soil, the pile lining that strain transducer and acceleration transducer are laid in to prefabricated tubular pile is realized the preset installation of sensor.
As one embodiment of the present invention, on the pile lining of prefabricated tubular pile, offer groove, strain transducer and acceleration transducer are fixedly mounted in groove, again groove backfill is filled with seal sensor, strain transducer and acceleration transducer are connected to the detecting instrument outside stake top by wire respectively, after concreting, sensor is cemented in prefabricated tubular pile.Owing to exposure position sensor being also installed according to the method for current employing near stake top, like this, have upper and lower two cover sensors at least in the different depth position of prefabricated tubular pile.When detection, this two cover or signal (data and curves) of overlapping sensor are comprehensively analyzed more, can be drawn the conclusion such as pile capacity that only more effectively more approaches truth in the time of the sensor installation of stake top.
As a kind of embodiment of recommending of the present invention, the through hole of described wire in groove enters pile tube centre bore, then perforate, leads to outside pile tube near stake top.Can make wire go out time, without stake end face, drop hammer thereby can not affect while detection, this lead-in wire process completes in pile extension process.
The present invention can also have following embodiment, identical with the pile body material of foundation pile for the material of sealed groove.In addition, also can adopt the material being close with pile body material.
Compared with prior art, the present invention has following significant effect:
The present invention installs at least a set of sensor or preset at least a set of sensor on the pile lining of foundation pile in the pile concrete of foundation pile, when detection, near the stake top of foundation pile, at least a set of sensor is also installed at pile body exposure position, to at least this two cover sensor signal (data and curves) comprehensively analyze, measured curve can effectively reflect a Deep Information, especially the long or stake side soil resistance of pile body changes when complicated, the detection target component drawing especially bearing capacity parameter more approaches truth, the situations such as the actual carrying capacity to stake can draw more correct conclusion, can judge comparatively exactly the quality of stake.
The specific embodiment
Embodiment 1
The high Strain Method of a kind of modified of the present invention, in the present embodiment, foundation pile is cast-in-place concrete pile, two cover sensors are installed in the pile concrete of foundation pile, every cover sensor comprises strain transducer and acceleration transducer, specifically: before concreting, two pair of strain sensors and acceleration transducer are laid in to the radially corresponding both sides of reinforcing cage near the stake end, be that every side is laid a pair of strain sensors and acceleration transducer, sensor connects wire, wire connects detecting instrument when extending to the outer reserved long enough in stake top to detecting, after concreting, sensor is cemented in concrete.
When detection, according near the method for current employing also symmetrical sensor installation of exposure position stake top, like this, sensor is respectively arranged at close top and approaching bottom in stake, apply the shock pulse of higher-energy to the stake top of cast-in-place concrete pile, signal (data and curves) to each sensor adopts Wave Equation Method comprehensively to analyze, and can draw the conclusion such as pile capacity that only more effectively more approaches truth in the time of the sensor installation of stake top, can judge comparatively exactly the quality of stake.
Embodiment 2
The difference of the present embodiment and embodiment 1 is: foundation pile is prefabricated tubular pile, squeeze in (or being pressed into) soil at prefabricated tubular pile before, offering groove near the pile lining of prefabricated tubular pile bottom along stake radial symmetric position, pile lining perforate in groove, two groups of strain transducers and acceleration transducer are laid in groove on pile lining, be that every side is laid one group of strain transducer and acceleration transducer, sensor connects and adapts to the long wire of this stake.Groove adopts the material backfill identical or close with pile shaft material to fill with seal sensor.The through hole of wire in groove enters pile tube centre bore, then perforate, leads to outside pile tube near stake top.Can make wire go out time, without stake end face, drop hammer thereby can not affect while detection, this lead-in wire process completes in pile extension process.Wire connects detecting instrument when extending to the outer reserved long enough of stake to detecting.
When detection, according near the method for current employing also symmetrical sensor installation of exposure position stake top, like this, sensor is respectively arranged at close top and approaching bottom in stake, apply the shock pulse of higher-energy to the stake top of cast-in-place concrete pile, signal (data and curves) to each sensor adopts Wave Equation Method comprehensively to analyze, and can draw the conclusion such as pile capacity that only more effectively more approaches truth in the time of the sensor installation of stake top, can judge comparatively exactly the quality of stake.
Embodiments of the present invention are not limited to this, according to foregoing of the present invention, according to ordinary skill knowledge and the customary means of this area, do not departing under the above-mentioned fundamental technics thought of the present invention prerequisite, the present invention can be as the case may be, at the different depth of foundation pile, many cover sensors (being generally speaking the position at the near stake end) are set, when detection, signal (data and curves) to each sensor is comprehensively analyzed, and can draw the conclusion such as pile capacity that only more effectively more approaches truth in the time of the sensor installation of stake top.Therefore the present invention can also make modification, replacement or the change of other various ways, within all dropping on rights protection scope of the present invention.
Claims (8)
1. the high Strain Method of modified, it is characterized in that: at least a set of sensor or the preset at least a set of sensor of pile lining at foundation pile are installed in the pile concrete of foundation pile, when detection, near the stake top of foundation pile, at least a set of sensor is also installed at pile body exposure position, apply shock pulse to the stake top of foundation pile, the signal that each sensor is received is comprehensively analyzed, and draws vertical compression bearing capacity and the pile body integrity information of foundation pile.
2. the high Strain Method of modified according to claim 1, is characterized in that: described sensor is near the stake end of foundation pile.
3. the high Strain Method of modified according to claim 2, is characterized in that: described every cover sensor comprises strain transducer and acceleration transducer.
4. the high Strain Method of modified according to claim 3, it is characterized in that: described foundation pile is cast-in-place concrete pile, before concreting, strain transducer and acceleration transducer are laid on reinforcing cage, sensor connects wire, wire connects detecting instrument when extending to the outer reserved long enough in stake top to detecting, and after concreting, sensor is cemented in and in concrete, realizes the installation of sensor in pile concrete.
5. the high Strain Method of modified according to claim 3, is characterized in that: described foundation pile is prefabricated tubular pile, and before prefabricated tubular pile enters in soil, the pile lining that strain transducer and acceleration transducer are laid in to prefabricated tubular pile is realized the preset installation of sensor.
6. the high Strain Method of modified according to claim 5, it is characterized in that: on the pile lining of prefabricated tubular pile, offer groove, strain transducer and acceleration transducer are fixedly mounted in groove, again groove backfill is filled with seal sensor, strain transducer and acceleration transducer are connected to the detecting instrument outside stake top by wire respectively, after concreting, sensor is cemented in prefabricated tubular pile.
7. the high Strain Method of modified according to claim 6, is characterized in that: the through hole of described wire in groove enters pile tube centre bore, then perforate, leads to outside pile tube near stake top.
8. according to the high Strain Method of the modified described in claim 6 or 7, it is characterized in that: identical with the pile body material of foundation pile for the material of sealed groove.
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| CN201410089994.9A CN103898928A (en) | 2014-03-12 | 2014-03-12 | Improved high strain method |
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| CN201410089994.9A CN103898928A (en) | 2014-03-12 | 2014-03-12 | Improved high strain method |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105735374A (en) * | 2016-03-15 | 2016-07-06 | 浙江大学 | Method for testing bearing force of pile by high strain method |
| CN106323774A (en) * | 2016-11-14 | 2017-01-11 | 山东祺龙海洋石油钢管股份有限公司 | Marine riser pile driving operation hammering test device and test method |
| CN108221962A (en) * | 2018-01-10 | 2018-06-29 | 重庆大学 | A kind of friction pile that more monitorings can be achieved and preparation method thereof |
| CN114482154A (en) * | 2022-03-11 | 2022-05-13 | 中国地质大学（武汉） | Method and system for testing static bearing capacity of tubular pile based on traveling wave tracing principle |
Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005256519A (en) * | 2004-03-15 | 2005-09-22 | Takenaka Komuten Co Ltd | Axial force measurement method of ground improvement pile |
| CN101033616A (en) * | 2006-03-10 | 2007-09-12 | 浙江工业大学 | Basic structure dynamic measuring instrument capable of asynchronous collecting signal and synchronous correcting |
| CN102127917A (en) * | 2010-12-03 | 2011-07-20 | 中国民航大学 | Low-strain testing device for detecting integrity of ultralong bored concrete pile |
| CN102182179A (en) * | 2011-03-07 | 2011-09-14 | 福建省建筑科学研究院 | Floating pile reinforcing method |
| CN102268886A (en) * | 2010-06-04 | 2011-12-07 | 中国海洋石油总公司 | Method for detecting and evaluating design bearing capacity of pile foundation of offshore oil platform |
| CN102277882A (en) * | 2004-07-23 | 2011-12-14 | 美商智慧结构股份有限公司 | Monitoring system for concrete pilings and method of installation |
| CN102936903A (en) * | 2012-11-22 | 2013-02-20 | 北京科力安监测技术有限公司 | Method for detecting test pile stress and strain of PHC (Prestressed High-Strength Concrete) pipe pile |
| CN103437383A (en) * | 2013-09-04 | 2013-12-11 | 南京大学 | Method for detecting tubular pile driven in soil layer by FBG-BOTDA (Fiber Bragg Gratting-Brillouin Optical TimeDomain Analysis) joint sensors |
-
2014
- 2014-03-12 CN CN201410089994.9A patent/CN103898928A/en active Pending
Patent Citations (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2005256519A (en) * | 2004-03-15 | 2005-09-22 | Takenaka Komuten Co Ltd | Axial force measurement method of ground improvement pile |
| CN102277882A (en) * | 2004-07-23 | 2011-12-14 | 美商智慧结构股份有限公司 | Monitoring system for concrete pilings and method of installation |
| CN101033616A (en) * | 2006-03-10 | 2007-09-12 | 浙江工业大学 | Basic structure dynamic measuring instrument capable of asynchronous collecting signal and synchronous correcting |
| CN102268886A (en) * | 2010-06-04 | 2011-12-07 | 中国海洋石油总公司 | Method for detecting and evaluating design bearing capacity of pile foundation of offshore oil platform |
| CN102127917A (en) * | 2010-12-03 | 2011-07-20 | 中国民航大学 | Low-strain testing device for detecting integrity of ultralong bored concrete pile |
| CN102182179A (en) * | 2011-03-07 | 2011-09-14 | 福建省建筑科学研究院 | Floating pile reinforcing method |
| CN102936903A (en) * | 2012-11-22 | 2013-02-20 | 北京科力安监测技术有限公司 | Method for detecting test pile stress and strain of PHC (Prestressed High-Strength Concrete) pipe pile |
| CN103437383A (en) * | 2013-09-04 | 2013-12-11 | 南京大学 | Method for detecting tubular pile driven in soil layer by FBG-BOTDA (Fiber Bragg Gratting-Brillouin Optical TimeDomain Analysis) joint sensors |
Non-Patent Citations (1)
| Title |
|---|
| 王雪峰等: "《基桩动测技术》", 30 April 2001 * |
Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105735374A (en) * | 2016-03-15 | 2016-07-06 | 浙江大学 | Method for testing bearing force of pile by high strain method |
| CN106323774A (en) * | 2016-11-14 | 2017-01-11 | 山东祺龙海洋石油钢管股份有限公司 | Marine riser pile driving operation hammering test device and test method |
| CN106323774B (en) * | 2016-11-14 | 2019-03-19 | 山东祺龙海洋石油钢管股份有限公司 | Marine riser piling work Hammering Test device and test method |
| CN108221962A (en) * | 2018-01-10 | 2018-06-29 | 重庆大学 | A kind of friction pile that more monitorings can be achieved and preparation method thereof |
| CN114482154A (en) * | 2022-03-11 | 2022-05-13 | 中国地质大学（武汉） | Method and system for testing static bearing capacity of tubular pile based on traveling wave tracing principle |
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Address after: 510500 No. 121 martyrs East Road, Guangzhou, Guangdong, Tianhe District Applicant after: Guangdong Construction Academy Group Plc Address before: 510500 martyrs East Road, Guangdong, Guangzhou No. 121 Applicant before: Guangdong Prov. Inst. of Building Science |
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