CN105297790A - Existing engineering pile body integrity and defect type judgment method - Google Patents
Existing engineering pile body integrity and defect type judgment method Download PDFInfo
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- CN105297790A CN105297790A CN201510697303.8A CN201510697303A CN105297790A CN 105297790 A CN105297790 A CN 105297790A CN 201510697303 A CN201510697303 A CN 201510697303A CN 105297790 A CN105297790 A CN 105297790A
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D33/00—Testing foundations or foundation structures
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Abstract
The invention provides an existing engineering pile body integrity and defect type judgment method in the field of engineering quality inspection of civil engineering pile foundations. The method comprises the steps that detection is conducted in a hand hole after the hand hole is drilled beside a pile, and a time-depth signal diagram is generated along the depth according to different depth signals; all pieces of signal first-arriving wave travel time in the time-depth signal diagram are read, and a first-arriving wave travel time curve is formed; the integrity and defect type of a pile body are judged according to the morphological characteristics of the curve. By means of the method, the problems that the integrity of a pile body of an existing engineering pile is hard to determine, and the type of defects of the pile body cannot be judged effectively can be solved, an upper structure and a pile foundation cannot be damaged, operations is easy, and application and popularization are facilitated.
Description
Technical field
What the present invention relates to is a kind of method of civil engineering pile foundation engineering quality examination field, specifically the detection of a kind of existing engineering pile pile body integrity and defect type and method of discrimination.
Background technology
The existing engineering pile be connected with basis, top or structure, carries out rechecking and assessing in a state of use, or the difficult problem in pile measurement.In geology natural calamity prone areas such as earthquake, mud-rock flow, landslides, after calamity, the structural deterioration such as many existing industrial civil buildings, bridge, chimney, TV transmission tower is serious.A flood tide and difficult work to evaluation after existing building calamity.The security authentication of superstructure can effectively be judged by on-the-spot detection and comprehensive test analysis, and pile foundation stratum horizontal movement in disaster in right bottom may cause pile body serious quality problems but cannot by naked eyes intuitive judgment.But key effect is played in the safety of pile foundation to total.If shake upper back structure is without obvious damage, right bottom pile foundation is impaired serious unknown, then continue to use this kind of engineering structures just may occur unexpected collapse accident because bearing capacity of pile foundation is not enough, its consequence is well imagined.
Project under construction, when foundation pile has been inspected by random samples and do not pinpointed the problems, just can carry out Superstructure Construction.If this stage occurs that foundation settlement is abnormal or had construction quality problem by report foundation pile, then because of stake top no longer exposed free and conventional low strain reflected wave method can not be adopted, acoustic wave transmission ripple method carries out pile quality and integrity detection.Although laterally the side of the base plate knocked above stake top also can produce axial P ripple at pile body, and produce up back wave when running at the bottom of pile defect or stake, but downgoing reflection ripple can be produced from beating point to the ripple of top structure-borne in the change of component wave impedance, make the information being difficult to conveniently, reliably extracting pile body integrity and length from the signal detected.Even High-Rise Pile Cap Foundation, can stake side sensor installation between its top and ground, also can because of being difficult to the impact eliminating stake top superstructure back wave, and make the analysis of defect and the reflection wave at the bottom of pile that may exist pile body become difficulty.
Other hole transmitted wave method is a kind of pile foundation engineering lossless detection method, is mainly used in determining the degree of depth at the bottom of existing engineering pile.Existing intersection method, correction method determine based on two fit lines when head walks to ripple, by the intersection point of this two fit line directly or the degree of depth at the bottom of determining after revising it.But existing method is only for the detection of the degree of depth at the bottom of existing engineering pile, still can not Efficient Evaluation pile body integrity and defect type.
By finding prior art literature search, open (bulletin) the day 2014.07.30 of Chinese patent literature CN103953076A, disclose a kind of to determine based on other hole transmitted wave bathmometry at the bottom of the method for the degree of depth.But the method only to determine at the bottom of the degree of depth, do not relate to the identification of judgement to pile body integrity and defect type, but the identification of the judgement of pile integrity and defect type must survey project in pile measurement, most important to the safety evaluatio of pile foundation and superstructure.Du Ye equals to propose in 2013 " the other hole transmitted wave method of Defect Piles detects analysis principle " of delivering at " Shanghai Communications University's journal " and adopts other hole transmitted wave method to detect to analyze pile defect principle.Because pile defect is various informative, defect type mainly can be divided into necking down class defect, expanding class defect, segregation class defect, but this article only exists this kind of special defective form of low speed defective section for pile body to be analyzed, the analytical method obtained is not representative, more cannot differentiate different defect type and identify.
Summary of the invention
The present invention is directed to existing technology above shortcomings, propose detection and the method for discrimination of a kind of existing engineering pile pile body integrity and defect type.The method is not subject to superstructure on the impact of waveform, easy to detect, and can be judged pile body integrity by head to ripple travel time curve form and determine defect type, analytical method is simply directly perceived.For the technician without engineering experience, also there is good operability, better solve the difficult problem that current existing engineering pile is difficult to determine pile body integrity and defect type.
The present invention is achieved by the following technical solutions: the present invention passes through detection in inspecting hole behind stake sidetracking hole, and dark according to difference
Degree signal along the degree of depth rise time-depth signal figure, formed first to ripple travel time curve when each signal head walks to ripple in m-depth signal figure during reading, judge pile body integrity and defect type by head to ripple travel time curve morphological feature.
The present invention specifically comprises the following steps: by drilling hole near existing engineering pile to be detected, bury test tube, and fill clear water by pipe; First wave detector is placed at the bottom of inspecting hole test tube mouth or pipe during detection, while generating mechanical wave by exciting mode on engineering pile, vibration signal is detected in test tube, and at an exciting-detection all after dates, the height of wave detector is declined or lifting 0.2 ~ 1m, repeat until wave detector is placed in foot of hole or top to receive the signal of other hole different depth, m-depth signal figure when different depth signal is arranged as along the degree of depth; Also formed first to ripple travel time curve when each signal head walks to ripple in m-depth signal figure during reading, judge pile body integrity and defect type by head to ripple travel time curve form.
Described time m-depth signal figure is the figure that formed in m-depth coordinate system when being arranged in by the detection degree of depth by the signal that wave detector receives.
Described head to ripple travel time curve form comprise straightway, partial points drops on the left of straightway, partial points drops on the right side of straightway, tri linear four kinds of forms, corresponding pile body integrity state and defect type are complete, the expanding class defect of pile body, necking down class defect, segregation class defect respectively.
Described partial points drops on the left of straightway and refers to that walking time point except partial points outside to ripple is straight line section, and partial points has dropped on straightway left field; Described partial points drops on the right side of straightway and refers to that partial points has dropped on straightway right side area except partial points outside is straight line section when ripple is walked.
Described tri linear is made up of two sections parallel lines and middle linkage section.
Described inspecting hole center and existing engineering pile spacing to be measured are 0 ~ 3m; Described inspecting hole is vertically bore to beat, and is greater than 1m at the bottom of hole depth exceeds the estimates.
Described wave detector is suspended on to fill in the test tube of water, and exciting hammer is all connected with oscillograph by cable with wave detector.
Described exciting mode comprises to be hammered vertical or level into shape by exciting and to bear responsibility platform, beam, plate to knocking stake, stake, post, outside, basis or external wall.
Described exciting hammer is common iron hammer or the pulse hammer of 1.4 ~ 5.5kg.
Accompanying drawing explanation
Fig. 1 is that other hole transmitted wave method detects Defect Piles schematic diagram;
M-depth signal figure when Fig. 2 is other hole transmitted wave;
When ripple is walked, schematic diagram is determined headed by Fig. 3;
Fig. 4 is for segregation class Defect Piles head is to ripple travel time curve;
Fig. 5 is that necking down class Defect Piles is first to ripple travel time curve;
Fig. 6 is that expanding class Defect Piles is first to ripple travel time curve.
Wherein: 1 pile top load transfer beams, plate, cushion cap or the structure such as basis, external wall, 2 pile foundations, 3 oscillographs, 4 grounds, 5 exciting hammers, 6 wave detectors, 7 test tubes, 8 pile body transmitted waves, 9 pile defects, 10 middle linkage sections, 11 partial points drop on the right side of straightway, 12 partial points drop on the left of straightway.
Detailed description of the invention
Elaborate to embodiments of the invention below, the present embodiment is implemented under premised on technical solution of the present invention, give detailed embodiment and concrete operating process, but protection scope of the present invention is not limited to following embodiment.
Embodiment 1
Model Pile projected depth 20m to be measured in the present embodiment, there is segregation class defect in stake footpath 1.0m, pile body 14 ~ 15m place.There is cushion cap on stake top, the long 3m of dimension of platform, wide 1m, high 1m.Other pitch-row D is 1m, and ground is even unsaturation ground, and exciting mode is perpendicular on cushion cap striking.Other hole transmitted wave method detects as shown in Figure 1, and specific implementation method and step are:
1) test prepares, place cleaning; 2m drilling hole at a distance near existing engineering pile to be measured, hole depth 21m; The pvc pipe of caliber 80mm is transferred, pipe range 21m in hole; Pipe week, backfill made it closely knit, and fill clear water by pipe, at the bottom of pipe, sealing is tight, prevented from leaking and foreign material enter.
2) exciting hammer is all connected to oscillograph by cable with wave detector, during detection, first wave detector is first placed in the other hole mouth of pipe, and strike with exciting hammer corresponding pile body position on cushion cap is perpendicular; Every exciting, detection, once afterwards by wave detector height decline 0.5m, repeat exciting, detection, this process of decline wave detector height 0.5m, to receive the signal of other hole different depth.
3) m-depth signal figure when signal being arranged to along depth direction, as shown in Figure 2.
4), when walking to ripple according to the starting point interpretation head occurring fluctuating the signal in Fig. 2, interpretation mode as shown in Figure 3; When head walks to ripple along the curve of the degree of depth as shown in Figure 4.
5) according to first in Fig. 4 be the tri linear that two sections parallel lines and middle linkage section 10 form to ripple travel time curve form, can judge pile body existing defects, defect type is class defect of emanating.
Embodiment 2
Model Pile projected depth 20m to be measured in the present embodiment, there is necking down class defect in stake footpath 1.0m, pile body 14 ~ 15m place.There is cushion cap on stake top, the long 3m of dimension of platform, wide 1m, high 1m.Other pitch-row D is 1m, and ground is even unsaturation ground, and exciting mode is perpendicular on cushion cap striking.Other hole transmitted wave method detects as shown in Figure 1, and specific implementation method and step are:
1) detecting step all with 1 of embodiment 1), 2), 3), 4) consistent.It is the first curve map along degree of depth when walking to ripple shown in Fig. 5.
2) to drop on the right side of straightway 11 according to first in Fig. 5 to partial points in ripple travel time curve form linearly section, can judge pile body existing defects, defect type is necking down defect.
Embodiment 3
Pile defect type is expanding class defect, other condition and embodiment 1 completely the same.Its specific implementation method and step are:
1) detecting step all with 1 of embodiment 1), 2), 3), 4) consistent.It is the first curve map along degree of depth when walking to ripple shown in Fig. 6.
2) to drop on the left of straightway 12 according to first in Fig. 6 to partial points in ripple travel time curve form linearly section, can judge pile body existing defects, defect type is expanding class defect.
Claims (6)
1. the detection of an existing engineering pile pile body integrity and defect type and method of discrimination, it is characterized in that, by detection in inspecting hole behind stake sidetracking hole, and according to different depth signal along the degree of depth rise time-depth signal figure, also formed first to ripple travel time curve when each signal head walks to ripple in m-depth signal figure during reading, judge pile body integrity and defect type by head to ripple travel time curve morphological feature.
2. method according to claim 1, is characterized in that, described method specifically comprises the following steps: by drilling hole near existing engineering pile to be detected, bury test tube, and fill clear water by pipe; First wave detector is placed at the bottom of inspecting hole test tube mouth or pipe during detection, while generating mechanical wave by exciting mode on engineering pile, vibration signal is detected in test tube, and at an exciting-detection all after dates, the height of wave detector is declined or lifting 0.2 ~ 1m, repeat until wave detector is placed in foot of hole or top to receive the signal of other hole different depth, m-depth signal figure when different depth signal is arranged as along the degree of depth; Also formed first to ripple travel time curve when each signal head walks to ripple in m-depth signal figure during reading, judge pile body integrity and defect type by head to ripple travel time curve form.
3. method according to claim 1 and 2, is characterized in that, described time m-depth signal figure is the figure that formed in m-depth coordinate system when being arranged in by the detection degree of depth by the signal that wave detector receives.
4. method according to claim 1 and 2, it is characterized in that, described head to ripple travel time curve form comprise straightway, partial points drops on the left of straightway, partial points drops on the right side of straightway, tri linear four kinds of forms, corresponding pile body integrity state and defect type are complete, the expanding class defect of pile body, necking down class defect, segregation class defect respectively.
5. method according to claim 4, is characterized in that, described partial points drops on the left of straightway and refers to that walking time point except partial points outside to ripple is straight line section, and partial points has dropped on straightway left field; Described partial points drops on the right side of straightway and refers to that partial points has dropped on straightway right side area except partial points outside is straight line section when ripple is walked.
6. method according to claim 4, is characterized in that, described tri linear is made up of two sections parallel lines and middle linkage section.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510697303.8A CN105297790A (en) | 2015-10-26 | 2015-10-26 | Existing engineering pile body integrity and defect type judgment method |
| CN201610022647.3A CN105672371B (en) | 2015-10-26 | 2016-01-14 | A kind of existing engineering pile pile body integrity and defect type method of discrimination |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201510697303.8A CN105297790A (en) | 2015-10-26 | 2015-10-26 | Existing engineering pile body integrity and defect type judgment method |
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| CN105297790A true CN105297790A (en) | 2016-02-03 |
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| CN201510697303.8A Pending CN105297790A (en) | 2015-10-26 | 2015-10-26 | Existing engineering pile body integrity and defect type judgment method |
| CN201610022647.3A Expired - Fee Related CN105672371B (en) | 2015-10-26 | 2016-01-14 | A kind of existing engineering pile pile body integrity and defect type method of discrimination |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN107067947A (en) * | 2017-05-04 | 2017-08-18 | 武汉工程大学 | A kind of ground measuring technology practice-training teaching comprehensive simulation test body |
| CN109447026A (en) * | 2018-11-09 | 2019-03-08 | 北京智博联科技股份有限公司 | A kind of pile body integrity classification automatic identifying method based on support vector machines |
| CN111042215A (en) * | 2018-10-15 | 2020-04-21 | 广州市市政工程试验检测有限公司 | Existing building foundation pile quality detection method and device |
| CN111851607A (en) * | 2020-07-09 | 2020-10-30 | 广东雄炜建筑工程检测有限公司 | Construction engineering foundation pile detection method |
| CN112211236A (en) * | 2020-11-15 | 2021-01-12 | 江龙 | Engineering pile body defect detection method |
| CN112459142A (en) * | 2020-12-06 | 2021-03-09 | 江龙 | Construction engineering supervision pile foundation defect excitation detection method |
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| CN106677232B (en) * | 2016-12-30 | 2018-12-18 | 华中科技大学 | Wave excitation capturing analysis method is cut in a kind of torsion for pile detection |
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| CN110512662B (en) * | 2018-04-21 | 2021-09-21 | 西安航天建设监理有限公司 | Pile foundation quality detection method |
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| CN101165278A (en) * | 2006-10-20 | 2008-04-23 | 中国科学院声学研究所 | Grout pile concrete station ultrasonic wave checking method and checking system |
| CN101477084B (en) * | 2008-12-22 | 2010-11-17 | 铁道第三勘察设计院集团有限公司 | Method for detecting integrality of concrete pile body by elastic wave transmission mode |
| TW201231938A (en) * | 2011-01-17 | 2012-08-01 | jin-song Lai | Monitoring system and method for riverbed scouring depth and stream speed silt concentration |
| KR101575751B1 (en) * | 2014-03-14 | 2015-12-09 | 윤성순 | The Measurement Apparatus and Method Measuring the Depth of the Ground that has been Drilled Using a Mandrel Perforating Apparatus |
| CN103953076B (en) * | 2014-05-06 | 2016-01-13 | 上海交通大学 | Based on depth determination method at the bottom of the existing engineering pile stake of other hole transmitted wave bathmometry |
-
2015
- 2015-10-26 CN CN201510697303.8A patent/CN105297790A/en active Pending
-
2016
- 2016-01-14 CN CN201610022647.3A patent/CN105672371B/en not_active Expired - Fee Related
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| CN107067947A (en) * | 2017-05-04 | 2017-08-18 | 武汉工程大学 | A kind of ground measuring technology practice-training teaching comprehensive simulation test body |
| CN107067947B (en) * | 2017-05-04 | 2019-07-23 | 武汉工程大学 | A kind of ground measuring technology practice-training teaching comprehensive simulation test body |
| CN111042215A (en) * | 2018-10-15 | 2020-04-21 | 广州市市政工程试验检测有限公司 | Existing building foundation pile quality detection method and device |
| CN109447026A (en) * | 2018-11-09 | 2019-03-08 | 北京智博联科技股份有限公司 | A kind of pile body integrity classification automatic identifying method based on support vector machines |
| CN111851607A (en) * | 2020-07-09 | 2020-10-30 | 广东雄炜建筑工程检测有限公司 | Construction engineering foundation pile detection method |
| CN112211236A (en) * | 2020-11-15 | 2021-01-12 | 江龙 | Engineering pile body defect detection method |
| CN112211236B (en) * | 2020-11-15 | 2022-07-26 | 山东贝特建筑项目管理咨询有限公司 | Engineering pile body defect detection method |
| CN112459142A (en) * | 2020-12-06 | 2021-03-09 | 江龙 | Construction engineering supervision pile foundation defect excitation detection method |
| CN113514554A (en) * | 2021-05-26 | 2021-10-19 | 广东交科检测有限公司 | Nondestructive foundation pile detection method based on outer cross hole of pile |
| CN113514554B (en) * | 2021-05-26 | 2023-10-24 | 广东交科检测有限公司 | Nondestructive foundation pile detection method based on pile outer cross hole |
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| Publication number | Publication date |
|---|---|
| CN105672371B (en) | 2017-07-11 |
| CN105672371A (en) | 2016-06-15 |
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Application publication date: 20160203 |