CN108487336A - A kind of geotechnical engineering pile foundation quality detection method and detection device - Google Patents
A kind of geotechnical engineering pile foundation quality detection method and detection device Download PDFInfo
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- CN108487336A CN108487336A CN201810362880.5A CN201810362880A CN108487336A CN 108487336 A CN108487336 A CN 108487336A CN 201810362880 A CN201810362880 A CN 201810362880A CN 108487336 A CN108487336 A CN 108487336A
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- exciting
- pile foundation
- acceleration transducer
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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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- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Investigating Or Analyzing Materials By The Use Of Ultrasonic Waves (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
A kind of geotechnical engineering pile foundation quality detection method, includes the following steps：（1）Exciting wave duct is set in the soil around pile of pile foundation to be detected；（2）Acceleration transducer is arranged in side wall in pile foundation top end part to be detected；（3）Difference measurement column is set beside exciting wave duct；（4）Difference acceleration transducer is arranged in side wall in difference measurement capital end；（5）Exciting source is pressed certain spacing by the nozzle of exciting wave duct from top to bottom to transfer, often transfers to position at one, exciting source starts exciting；（6）When each exciting of exciting source, acceleration transducer and difference acceleration transducer obtain stress wave signal；（7）Data analyzer receives detection signal, the location information of exciting source and the detection signal of differential sensor of acceleration transducer, determines the quality condition of pile foundation.
Description
Technical field
The present invention relates to the pile foundation detection fields of geotechnical engineering, more particularly, to a kind of pile foundation quality exciting detection side
Method and detection device.
Background technology
Pile foundation has been widely applied as a kind of Deep Foundation Structure form in field of civil engineering.Pile foundation energy
It is enough that the dead weight of superstructure and the load born are transmitted in the steady soil contacted with pile foundation, therefore largely
Reduce basis sedimentation and building differential settlement.Pile foundation have high capacity, settling amount is small, shock resistance is strong
The advantages that, it is widely applied in the area of some complex geologic conditions, soft, the more earthquake of soil property, and obtained considerable effect.
Pile foundation can be divided into bored concrete pile and prefabricated pile by manufacture craft, the use of wherein bored concrete pile be it is relatively broad, such as：
The engineerings such as bridge, highway, railway, skyscraper.But pile foundation is in manufacturing process of constructing, because of construction technology, personnel's operation, outer
Easily there is broken pile, expansion neck, undergauge, isolation, folder mud, sediment, cavity etc. and lacks in the influence of the factors such as boundary's condition and quality of materials
Fall into, these defects are exactly the potential risk of building, greatly affected the quality of building, once fault location load not on
The quality of portion's structure, will result in building collapse, and loss is extremely serious.Therefore, pile measurement is just particularly important, only
It timely detects Defect Piles, takes effective control measure, could greatly improve structural quality.
Currently, there are many China's pile measurement methods, including bore extracting core process, sound wave transmission method, Large strain method and low
Strain Method etc..Reflective wave method wherein in low strain dynamic hair is since its basic principle is simple, quick nondestructive, data interpretation are intuitive, accurate
The higher main stream approach as detection of pier foundation quality of exactness.The basic principle of low strain reflected wave method detection：Apply wink in stake top
Sensor is sticked to stake top to receive pile body signal (such as acceleration signal, speed signal) by state exciting force.By the speed for analyzing stake
Response curve and vibratory response are spent to judge the defect of pile body.Swash however, conventional low strain reflected wave method is generated by stake top
It shakes, pile bottom reflection signal strength can be reduced when foundation pile draw ratio is excessive, in addition stake top structure can also generate accumulation signal dry
It disturbs.
In the prior art, Research Institute of Highway Ministry of Transport proposes in the patent of invention of CN201510072408.4
The reflection wave method device of exciting, is arranged exciting source, by setting in the soil around pile of pile foundation side in a kind of side inspecting hole
Set the stress wave signal in the sensor detection transmission of pile foundation top sidewall, according to when m- depth oscillogram in Mintrop wave slope
The position of inflection point determines the position of the pile defect in pile foundation.
By the method for CN201510072408.4 patents of invention, the problem that reflection wave signal can be avoided too weak, simultaneously
Do not limited by stake top structure, in construction pile foundation or in-service pile foundation can be detected.However, stress in this method
Wave is to be transmitted to sensor by pile foundation after being transmitted to pile foundation by pile soil horizon, and there are the propagation paths in pile soil horizon.
When the uneven layering larger there are impedance difference in pile soil horizon, for example there is when soft clay stratum and competent bed, by
It is different in the spread speed of stress wave, in different soil and soil layer intersection, as shown in Figure 1, stress wave in soil layer most
Short propagation path and time are different, and the Mintrop wave time in the Mintrop wave time for causing sensor to detect and uniform soil layer is not
Together, so as to the case where Mintrop wave slope-inversion point misjudgment occur, so as to cause the signal to the pile defect to make mistake.
Invention content
Improvement of the present invention as CN201510072408.4 patents of invention proposes a kind of geotechnical engineering reflection wave method
Method and detection device also can accurately detect pile defect in pile soil horizon there are when uneven soil layer.
As one aspect of the present invention, a kind of geotechnical engineering pile foundation quality detection method is provided, is included the following steps：
（1）Exciting wave duct is set in the soil around pile of pile foundation to be detected；（2）Side wall setting acceleration in pile foundation top end part to be detected passes
Sensor；（3）Difference measurement column is set beside the exciting wave duct；（4）Side wall in difference measurement capital end is arranged
Difference acceleration transducer；（5）Exciting source is pressed certain spacing by the nozzle of exciting wave duct from top to bottom to transfer, is often transferred
Position to one, exciting source start exciting；（6）When each exciting of exciting source, acceleration transducer and difference acceleration sensing
Device obtains stress wave signal；（7）Data analyzer receives the location information of the detection signal of the acceleration transducer, exciting source
And the detection signal of the differential sensor, determine the quality condition of the pile foundation.
Preferably, the step（1）In, the exciting wave duct is parallel with the pile foundation to be detected, exciting wave duct bottom
Hold the depth in sub-surface longer 3 ~ 4m than the depth of the pile foundation to be detected.
Preferably, the step（3）In, the difference measurement column is at a distance from the exciting wave duct and pile foundation to be detected
It is equal at a distance from the exciting wave duct, depth and the length also equal length with the pile foundation to be detected.
Preferably, the step（4）In, level height and the acceleration transducer of the difference acceleration transducer
Level height it is equal.
Preferably, the step（5）In, the exciting source is using 0.5m as step-length, under the nozzle by the exciting wave duct
It puts.
Preferably, the step（7）In, data analyzer is according to the detection signal of the difference acceleration transducer, really
Determine the time t1 that exciting wave initially reaches the difference acceleration transducer；By the detection time of the acceleration transducer received
T2 subtracts the time t1 that the exciting wave initially reaches the difference acceleration transducer, obtains Differential time t；According to exciting
The detection signal amplitude of 30 depth of source, Differential time t, and the detection time t2 brief acceleration sensors of corresponding Differential time t,
It generates Differential time-depth oscillogram and the quality of pile foundation is determined according to Mintrop wave slope-inversion point in Differential time-depth oscillogram
Situation.
Preferably, the step（1）In, the exciting pipe lower end closed, upper end opening.
Preferably, the step（1）In, the exciting wave duct is pvc pipe.
Preferably, the step（6）In, the stress wave is more than in the spread speed of the difference measurement column in the stake
Spread speed in base.
Preferably, the step（3）In, the difference measurement column is whole reinforcing bar.
Preferably, the different layerings that layer of ground soil where the pile foundation has impedance difference larger.
Preferably, layer of ground soil where the pile foundation includes soft clay stratum and competent bed.
As another aspect of the present invention, a kind of geotechnical engineering reflection wave method device is provided, for above-mentioned
Geotechnical engineering pile foundation quality detection method.
Description of the drawings
Fig. 1 is that there are the most short propagation paths of stress wave when different soil for the prior art.
Fig. 2 is the schematic diagram of geotechnical engineering reflection wave method device of the embodiment of the present invention.
Fig. 3 is the geotechnical engineering pile foundation quality detection method block diagram of the embodiment of the present invention.
Specific implementation mode
In order to illustrate more clearly of technical scheme of the present invention, embodiment will be used simply to be situated between the present invention below
It continues, it should be apparent that, in being described below is only one embodiment of the present of invention, and those of ordinary skill in the art are come
It says, without having to pay creative labor, other technical solutions can also be obtained according to these embodiments, also belonged to
Disclosure of the invention range.
Referring to Fig. 1, the propagation path that stress wave reaches sensor in the prior art includes that exciting source Mintrop wave reaches pile foundation
The path L1 and propagation path L2 in pile foundation.When the presence in pile soil horizon hinders the not larger uneven layering 1 of 40 robusts
When with being layered 2, when the pathway of stress wave only includes layering 1 or layering 2, propagation distance L3 and L4 is identical, but it is fast
Degree is different；When stress wave sensing path is simultaneously including layering 1 or when layering 2, transmission range L5 and transmission time with only
There are the L3 and L4 of single layer soil layer all different；At this point, cause Mintrop wave time that sensor detects with Mintrop wave in uniform soil layer when
Between it is different, so as to the case where Mintrop wave slope-inversion point misjudgment occur, so as to cause the letter to the pile defect to make mistake
Number.
The geotechnical engineering reflection wave method device of the embodiment of the present invention, referring to Fig. 2, including：Acceleration transducer 10 swashs
Vibration wave pipe 20, exciting source 30, difference measurement column 40, difference acceleration transducer 50 and data analyzer 60.
The geotechnical engineering pile foundation quality detection method of the embodiment of the present invention includes the following steps referring to Fig. 3：（1）To be checked
Exciting wave duct 20 is set in the soil around pile of pile base 100；（2）Side wall setting acceleration in 100 top end part of pile foundation to be detected passes
Sensor 10；（3）In 20 side setting difference measurement column 40 of exciting wave duct；（4）Side wall in 40 top end part of difference measurement column is arranged
Difference acceleration transducer 50；（5）Exciting source 30 is pressed certain spacing from top to bottom by the nozzle of exciting wave duct 20 to transfer,
Position at one is often transferred to, exciting source 20 starts exciting；（6）When 20 each exciting of exciting source, acceleration transducer 10 and poor
Component of acceleration sensor 50 obtains stress wave signal；（7）Data analyzer 60 receives the detection signal of acceleration transducer 10, swashs
The location information of vibration source 30 and the detection signal of difference acceleration transducer 50, determine the quality condition of pile foundation 100.
Specifically, step（1）In, exciting wave duct 20 is set at 1 ~ 2m of horizontal distance of pile foundation 100 to be detected.Exciting wave
20 pile foundation 100 of pipe is arranged in parallel, and pvc pipe can be used as exciting wave duct, thereon end opening, lower end closed, bottom depth
It is longer 3 ~ 4m than the bottom depth of pile foundation 100.
Step（2）In, acceleration transducer 10 is arranged in the side wall in 100 top end part of pile foundation to be detected, sharp for detecting
The stress wave signal that vibration source 30 generates, the stress wave travel to acceleration transducer 10 by layer of ground soil and pile foundation 100.
Step（3）In, in 20 side setting difference measurement column 40 of exciting wave duct, difference measurement column 40 and exciting wave duct 20 are flat
Row, depth and the length also depth and equal length with pile foundation 100 to be detected.The position of difference measurement column 40 is set, is made
It is equal with the horizontal distance of exciting wave duct 20 with the horizontal distance of exciting wave duct 20 with pile foundation 100.To make stress wave pass through
Soil layer reaches pile foundation 100 and the propagation path L1 and L1 ' of arrival difference measurement column 40 are equal, propagation time Ta and Ta '
It is identical.Whole reinforcing bar can be used as difference measurement column 40, to keep stress wave big in the spread speed of difference measurement column 40
In the spread speed in pile foundation 100.
Step（4）In, the side wall setting difference acceleration transducer 50 in 40 top end part of difference measurement column is sharp for detecting
The stress wave signal that vibration source 30 generates, the stress wave travel to difference acceleration by layer of ground soil and difference measurement column 40 and pass
Sensor 50.The level height that difference acceleration transducer 50 is arranged is equal with the level height of acceleration transducer 10, to make
The stress wave propagation distance L2 in pile foundation 100 and the propagation distance L2 ' in difference measurement column 40 is identical.
Step（5）In, exciting source 30 is pressed into certain spacing by the nozzle of exciting wave duct 20 from top to bottom and is transferred, under every
It is put into position at one, exciting source 20 starts exciting, generates stress wave signal.Stress wave passes through the ground of same path length respectively
Soil layer travels to pile foundation 100 and difference measurement column 40, is then propagate into acceleration transducer 10 and difference acceleration sensing
Device 100.Preferably, it is that interval 0.3m, 0.4m or 0.5m depth generates accumulation signal that step-length, which can for example be arranged, can be passed through
Acquisition of the depth counter to 30 location information of exciting source, depth counter by 20 location information of collected exciting source export to
Data analyzer 60.
Step（6）In, when 20 each exciting of exciting source, the detection of acceleration transducer 10 passes through layer of ground soil and pile foundation
100 travel to the stress wave signal of its position；The detection of difference acceleration transducer 50 passes through layer of ground soil and difference measurement column
40 its position stress wave signal propagated.Acceleration transducer 10 and difference acceleration transducer 50 are sent to signal is detected
Data analyzer 60.
Step（7）In, data analyzer 60 receives the location information of the detection signal of acceleration transducer 10, exciting source 30
And the detection signal of difference acceleration transducer 50, the quality condition and the pile defect in pile foundation for determining pile foundation 100
Position.Specifically, detection signal of the data analyzer 60 according to difference acceleration transducer 50, identified sign wave initially reach difference
The time t1 of component of acceleration sensor 50；By the detection time t2 of the acceleration transducer 10 received, the stress wave is subtracted
The initial time t1 for reaching difference acceleration transducer 50, obtains Differential time t；Data analyzer 60 is deep according to exciting source 30
The detection signal amplitude of degree, Differential time t, and the detection time t2 brief acceleration sensors of corresponding Differential time t, it is poor to generate
The m- depth oscillogram of timesharing determines the quality condition of pile foundation according to Mintrop wave slope-inversion point in Differential time-depth oscillogram.Such as
Mintrop wave slope-inversion point in fruit Differential time-depth oscillogram is equal to the depth of pile foundation, indicates that the pile foundation quality is good, is not present
Pile defect；If the Mintrop wave slope-inversion point in Differential time-depth oscillogram is less than the depth of pile foundation, which turns
The corresponding depth of point is the position there are pile defect.
In the above embodiment of the present invention, in the time signal of acceleration transducer, stress wave is eliminated in ground soil
The influence of propagation path in layer, even if thus can be accurate if layer of ground soil is when there are impedance difference larger uneven layering
True detects pile defect.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the scope of the present invention.This hair
Particular features, structures, materials, or characteristics described in bright can be in any one or more of the embodiments or examples with suitable
Mode combines.In addition, without conflicting with each other, those skilled in the art can be by difference described in this specification
The feature of embodiment or example and different embodiments or examples is combined.It is all the spirit and principles in the present invention it
Interior any modification, equivalent replacement, improvement and so on, are included within the scope of protection of the present invention.
Claims (6)
1. a kind of geotechnical engineering pile foundation quality detection method, includes the following steps：（1）It is arranged in the soil around pile of pile foundation to be detected
Exciting wave duct；（2）Acceleration transducer is arranged in side wall in pile foundation top end part to be detected；（3）It is set beside the exciting wave duct
Set difference measurement column；（4）Difference acceleration transducer is arranged in side wall in difference measurement capital end；（5）By exciting source
Certain spacing is pressed from top to bottom by the nozzle of exciting wave duct to transfer, and often transfers to position at one, exciting source starts exciting；
（6）When each exciting of exciting source, acceleration transducer and difference acceleration transducer obtain stress wave signal；（7）Data point
Analyzer receives the detection letter of the detection signal of the acceleration transducer, the location information of exciting source and the differential sensor
Number, determine the quality condition of the pile foundation.
2. geotechnical engineering pile foundation quality detection method according to claim 1：It is characterized in that：The step（1）In, institute
State that exciting wave duct is parallel with the pile foundation to be detected, exciting wave duct bottom end is more to be detected than described in the depth of sub-surface
The depth of pile foundation is about 3 ~ 4m.
3. geotechnical engineering pile foundation quality detection method according to claim 2：It is characterized in that：The step（3）In, institute
Difference measurement column is stated at a distance from the exciting wave duct and pile foundation to be detected equal, the length at a distance from the exciting wave duct
Also with the equal length of the pile foundation to be detected.
4. geotechnical engineering pile foundation quality detection method according to claim 3：It is characterized in that：The step（4）In, institute
The level height for stating difference acceleration transducer is equal with the level height of the acceleration transducer.
5. geotechnical engineering pile foundation quality detection method according to claim 4：It is characterized in that：The step（5）In, institute
Exciting source is stated using 0.5m as step-length, is transferred by the nozzle of the exciting wave duct.
6. a kind of geotechnical engineering reflection wave method device, for the geotechnical engineering pile foundation quality described in one of the claims
Detection method.
Priority Applications (2)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201810362880.5A CN108487336B (en) | 2018-04-21 | 2018-04-21 | Geotechnical engineering pile foundation quality detection method |
| CN201910848951.7A CN110512662B (en) | 2018-04-21 | 2018-04-21 | Pile foundation quality detection method |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201810362880.5A CN108487336B (en) | 2018-04-21 | 2018-04-21 | Geotechnical engineering pile foundation quality detection method |
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| CN201910848951.7A Division CN110512662B (en) | 2018-04-21 | 2018-04-21 | Pile foundation quality detection method |
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| CN108487336A true CN108487336A (en) | 2018-09-04 |
| CN108487336B CN108487336B (en) | 2019-12-10 |
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| CN201910848951.7A Active CN110512662B (en) | 2018-04-21 | 2018-04-21 | Pile foundation quality detection method |
| CN201810362880.5A Active CN108487336B (en) | 2018-04-21 | 2018-04-21 | Geotechnical engineering pile foundation quality detection method |
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| CN113605469B (en) * | 2021-08-25 | 2022-09-16 | 陇东学院 | Pile foundation quality detection system |
| CN113585367B (en) * | 2021-08-25 | 2022-07-22 | 陇东学院 | Geotechnical engineering pile foundation quality detection method |
| CN115901945B (en) * | 2022-11-18 | 2024-04-12 | 西南交通大学 | Low-strain quality detection method for square piles |
Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104652501A (en) * | 2015-02-11 | 2015-05-27 | 交通运输部公路科学研究所 | Pile foundation quality detection device and pile foundation quality detection method of shock excitation in pile side prospect hole |
| CN204703198U (en) * | 2015-02-11 | 2015-10-14 | 交通运输部公路科学研究所 | The reflection wave method device of exciting in the inspecting hole of stake side |
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| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH0988110A (en) * | 1995-09-21 | 1997-03-31 | Mitsubishi Heavy Ind Ltd | Method of diagnosing defect of foundation pile |
| CN103774701B (en) * | 2014-01-07 | 2015-09-16 | 浙江大学 | The method of Vertical spots integrality under virtual isolation single pile method detection existing structure thing |
| 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 |
| CN104727357B (en) * | 2015-03-27 | 2016-04-20 | 浙江大学宁波理工学院 | The detection of the defect of pile foundation of bored pile and method for repairing and mending |
| CN105297790A (en) * | 2015-10-26 | 2016-02-03 | 四川省建筑科学研究院 | Existing engineering pile body integrity and defect type judgment method |
| CN206873512U (en) * | 2017-03-20 | 2018-01-12 | 浙江大学 | A kind of provided pipe bottom exciting side hole receives velocity of wave test pile bottom slip casting test apparatus |
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2018
- 2018-04-21 CN CN201910848951.7A patent/CN110512662B/en active Active
- 2018-04-21 CN CN201810362880.5A patent/CN108487336B/en active Active
Patent Citations (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN104652501A (en) * | 2015-02-11 | 2015-05-27 | 交通运输部公路科学研究所 | Pile foundation quality detection device and pile foundation quality detection method of shock excitation in pile side prospect hole |
| CN204703198U (en) * | 2015-02-11 | 2015-10-14 | 交通运输部公路科学研究所 | The reflection wave method device of exciting in the inspecting hole of stake side |
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| Publication number | Publication date |
|---|---|
| CN108487336B (en) | 2019-12-10 |
| CN110512662A (en) | 2019-11-29 |
| CN110512662B (en) | 2021-09-21 |
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