CN107842045A - It is a kind of to shake punching hammer hammer systems and its application method - Google Patents
It is a kind of to shake punching hammer hammer systems and its application method Download PDFInfo
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- CN107842045A CN107842045A CN201711222207.3A CN201711222207A CN107842045A CN 107842045 A CN107842045 A CN 107842045A CN 201711222207 A CN201711222207 A CN 201711222207A CN 107842045 A CN107842045 A CN 107842045A
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- 238000004080 punching Methods 0.000 title claims abstract description 41
- 238000000034 method Methods 0.000 title claims abstract description 21
- 238000001514 detection method Methods 0.000 claims abstract description 30
- 238000012360 testing method Methods 0.000 claims description 16
- 238000004140 cleaning Methods 0.000 claims description 6
- 238000005259 measurement Methods 0.000 claims description 6
- 238000012545 processing Methods 0.000 claims description 4
- 239000004677 Nylon Substances 0.000 claims description 3
- 238000013461 design Methods 0.000 claims description 3
- 229920001778 nylon Polymers 0.000 claims description 3
- 238000002310 reflectometry Methods 0.000 claims description 2
- 240000007594 Oryza sativa Species 0.000 claims 1
- 235000007164 Oryza sativa Nutrition 0.000 claims 1
- 235000009566 rice Nutrition 0.000 claims 1
- 230000009286 beneficial effect Effects 0.000 abstract description 3
- 230000007547 defect Effects 0.000 description 14
- 230000003068 static effect Effects 0.000 description 4
- 230000000052 comparative effect Effects 0.000 description 3
- 230000002950 deficient Effects 0.000 description 3
- 230000000694 effects Effects 0.000 description 2
- 230000005484 gravity Effects 0.000 description 2
- 230000013632 homeostatic process Effects 0.000 description 2
- 238000013139 quantization Methods 0.000 description 2
- 230000002159 abnormal effect Effects 0.000 description 1
- 230000001133 acceleration Effects 0.000 description 1
- 230000005540 biological transmission Effects 0.000 description 1
- 230000009514 concussion Effects 0.000 description 1
- 238000007796 conventional method Methods 0.000 description 1
- 238000013016 damping Methods 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 238000005516 engineering process Methods 0.000 description 1
- 238000010348 incorporation Methods 0.000 description 1
- 238000011835 investigation Methods 0.000 description 1
- 238000002955 isolation Methods 0.000 description 1
- 230000010287 polarization Effects 0.000 description 1
- 238000013102 re-test Methods 0.000 description 1
- 238000011160 research Methods 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
- 230000001052 transient effect Effects 0.000 description 1
- 230000003313 weakening effect Effects 0.000 description 1
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
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- 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)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
The a kind of of the present invention shakes punching hammer hammer systems, the system includes hammering device and is arranged at the sensor in pile foundation stake face, the hammering device includes punching hammer, guide rod, punching hammer center opens up through hole, guide rod passes through the through hole, and punching hammer can move up and down in the presence of external force along guide rod, and one end of guide rod sets closing means, the other end of guide rod sets fork-shaped point shake platform, and sensor is located at fork-shaped point shake platform center position.The application method for shaking punching hammer hammer systems of the present invention, the space orientation for detection of pier foundation integrality quantify and for detection of pier foundation load degree bearing capacity.The beneficial effects of the present invention are detection and the bearing capacity measure that the system can be widely applied to foundation pile integrity, for instructing engineering, and ensure the security of engineering.
Description
Technical field
The present invention relates to architectural engineering reflection wave method technical field, shakes punching hammer hammering system more particularly to a kind of
System and method.
Background technology
In architectural engineering, pile foundation is the main supporting part of structure, directly takes on the load of superstructure transmission, its matter
Amount is directly connected to the security of the durability that works uses and engineering, bearing capacity of pile foundation measurement and integrity detection it is accurate
Property directly influences the safety of superstructure.
Pile foundation " integrality " detects at present, and more traditional mode is exactly to be glued using hammering detection method, this method in stake face
Vertical vibration sensor is connect, vibration wave (including vertical vibration ripple, horizontal spread area are then produced in sensor side Driven Piles face
Ripple), receive back wave caused by the wave impedance interface of stake bottom or pile body defect (broken pile, isolation, cavity, folder mud) by sensor
Time-domain information, the long data of stake that incorporation engineering side provides, to calculate spread speed, defective locations and stake of the vibration wave in pile body
Bottom build-in situation, completes the integrity detection of single pile base, and existing detection method can summarize the detection side for being considered " shake partially "
Method.Following defect be present in this method：Back wave caused by polarization inherently by face ripple and shear wave influenceed and by certain journey
The weakening of degree, so as to fuzzy stake bottom and defect information；Do not possess the information of horizontal location in the back wave that sensor obtains；Shake partially
Depending on the spacing of hammer point and sensor taps by rule of thumb completely in detection, therefore it is uncertain spacing, loses retest
As a result comparative information；Conventional method for detection of pier foundation bearing capacity is still laborious time-consuming " static load ", hundreds and thousands of tons
Load bank out cost height, detection is not detailed enough and accurate, the problems presence such as when equipment burdensome, check fee.
The content of the invention
A kind of punching of shaking is provided and hammers hammer systems into shape it is an object of the invention to avoid weak point of the prior art
And its application method, the system architecture is simple, cost is cheap, can be quickly and correctly by the application method of the system and system
The detection of pile integrity and the bearing capacity measure of pile foundation are completed, for instructing engineering, and ensures the security of engineering.
The purpose of the present invention is achieved through the following technical solutions：
A kind of punching of shaking is provided and hammers hammer systems into shape, the system includes：Hammering device and the sensing for being arranged at pile foundation stake face
Device, the hammering device include punching hammer, guide rod, and punching hammer center opens up through hole, and guide rod passes through the through hole, punching hammer
Can be moved up and down in the presence of external force along guide rod, one end of guide rod sets closing means, play stable hammering device and
Spacing effect, the other end of guide rod set fork-shaped point shake platform, and sensor is located at fork-shaped point shake platform center position.
Wherein, the fork-shaped point shake platform includes left prong, right prong, and left prong, the bottom of right prong are provided with nylon head,
Bottom respectively sets a pedal.
Wherein, the fork-shaped point shake platform semicircular in shape structure design.
Wherein, closing means are the handle with guide rod square crossing, and are be arranged in parallel with fork-shaped point shake platform.
Wherein, left prong is high 30 centimetres apart from right 20 centimetres of prong, fork-shaped point shake platform.
A kind of application method for shaking punching hammer hammer systems, the space orientation for detection of pier foundation integrality quantify, bag
Include following steps：
Step 1, cleaning pile foundation stake face, according to stake footpath size and pile-type, determine test point and symmetrical placement sensor；
Step 2, centered on the position of stake face sensor, the hammering device is disposed, made in fork-shaped point shake platform prong
Heart point overlaps with the position of sensor, and manual punching hammer carries out vertical hit to stake face and shaken, and excites sound wave, sound is received by sensor
Wave reflection information, gather signal and record, complete a pile measurement；Repeat step one, two carries out the detection of multiple test points；
Step 3, signal analysis：
Time Domain Reflectometry wave profile is obtained after signal analysis and processing, full pile curve and defect are obtained by the concussion of curve
Stake curve；The full pile curve is analyzed with Defect Piles curve, phase caused by back wave is drawn by analysis
Distortion and its position, and then determine pile defect position and length.The velocity reflection wave curves of full pile pile body, it is overall exponentially to decay
Feature, curve is in addition to preliminary wave crest, crest location that preliminary wave X direction occurs, according to engineering side provide stake is long and concrete
In strength failure criterion synthetic determination (meet concrete strength and velocity of longitudinal wave generally corresponds to relation) curve in preliminary wave X direction
Crest location be pile bottom reflection.The decision principle of full pile curve is：In curve between preliminary wave and reflection wave at the bottom of pile not
There is abnormal crest and trough, the specialized instructions for having given stake bottom in existing software, by giving an order, and press graphics command then
Export full pile oscillogram.
A kind of application method for shaking punching hammer hammer systems, for detection of pier foundation load degree bearing capacity, including following step
Suddenly：
Step 1, cleaning pile foundation stake face, according to stake footpath size and pile-type, determine test point and symmetrical placement sensor；
Step 2, centered on the position of stake face sensor, the hammering device is disposed, make the central point and sensing of prong
The position of device overlaps, and slides onto punching hammer and stake face vertically hit and shake, excite sound wave, passes through sensor and receives sound wave reflection letter
Breath, gather signal and record, complete a pile measurement；Repeat step one, two carries out the detection of multiple test points；
Step 3, signal analysis, obtain rebound curve figure：
Wherein, multiplied to carry after power formula calculates according to load degree in step 3 signal analysis and obtain rebound curve figure,
R in formulazFor ultimate bearing capacity of single pile；w0To shake punching hammer hammer quality；h0Shake punching hammer height of the fall；G gravity
Acceleration；V stake gravity；σ stake density；S0Pile deflection value.Multiply the defects of load power formula is more than 20 meters by load degree to remain to clearly
Chu Faxian；And be found that in different azimuth in various degree, different height the defects of, and find that the limit in different azimuth multiplies load
Power slightly has difference.
Beneficial effects of the present invention：
The a kind of of the present invention shakes punching hammer hammer systems and its application method, the system and device by " shaking punching to hammer into shape " and
Positioned at double-clicking the sensor group for shaking point midpoint into being " two point by " single-click shake " Transient transformation relative to traditional hammer systems
Hit shake ", become " shake partially " as " shaking ", be the pile integrity detection in architectural engineering pile detection, detected by " qualitative "
Spend for " quantitative " detection；Hammer systems are hammered into shape by shaking punching and vertically hit after shake that to obtain full pile curve and Defect Piles bent to stake face
Line, Defect Piles defective locations can be quantified by being analyzed, and reached quick and be accurately positioned the foundation pile to locate below ground level and lack
Fall into the purpose of position；Or hit after shake to multiply to carry power formula and calculate using the load degree of the applicant's research and obtain rebound curve figure,
Can quick detection pile foundation whether meet the design requirement of bearing capacity, therefore the system can be widely applied to the detection of foundation pile integrity
And bearing capacity measure, for instructing engineering, and ensure the security of engineering.
Brief description of the drawings
Invention is described further using accompanying drawing, but the embodiment in accompanying drawing does not form any limitation of the invention,
For one of ordinary skill in the art, on the premise of not paying creative work, it can also be obtained according to the following drawings
Its accompanying drawing.
Fig. 1 is a kind of system structure diagram of detection of pier foundation integrality of the embodiment of the present invention one；
Fig. 2 is full pile velocity reflection wave curves figure in embodiment two；
Fig. 3 is undergauge stake velocity reflection wave curves figure in embodiment two；
Fig. 4 is expanding undergauge stake velocity reflection wave curves figure in embodiment two；
The velocity reflection wave curves figure of southeastern direction test point in Fig. 5 embodiments three；
The rebound curve figure of southeastern direction test point in Fig. 6 embodiments three；
The velocity reflection wave curves figure of southwestward test point in Fig. 7 embodiments three；
The rebound curve figure of southwestward test point in Fig. 8 embodiments three；
The velocity reflection wave curves figure of direct north test point in Fig. 9 embodiments three；
The rebound curve figure of direct north test point in Figure 10 embodiments three；
Embodiment
The invention will be further described with the following Examples.
Embodiment one
See Fig. 1, a kind of to shake punching hammer hammer systems, the system includes：Hammering device and the biography for being arranged at pile foundation stake face
Sensor, the hammering device include punching hammer 1, guide rod 2, and for guide rod through punching hammer center, punching hammer can be along guide rod
Move up and down, one end of guide rod sets handle 3, plays stable and spacing effect, and the other end of guide rod sets semicircle
Structure fork-shaped point shake platform 4, sensor are located at fork-shaped point shake platform center position, and fork-shaped is divided to shake platform to include two (left forks of prong 41
Pin, right prong), left prong, the bottom of right prong are respectively arranged with nylon first 42 and pedal 43.
Embodiment two
The present embodiment pile foundation surveys Model Pile, the Model Pile stake long 10m, stake footpath 40cm, using in embodiment one for vibrations
The quantization that punching hammer hammer systems carry out Model Pile defective locations is shaken, is comprised the following steps：Step 1, cleaning pile foundation stake face,
According to stake footpath size and pile-type, test point and symmetrical placement sensor are determined, crane woods high-damping sensor is used in the present embodiment；
Step 2, centered on the position of stake face sensor, hammering device is disposed, make the central point of prong and the position weight of sensor
Close, slide onto punching hammer and stake face vertically hit and shake, excite sound wave, sound wave reflective information is received by sensor, gathers signal
And record；
Step 3, signal analysis software obtain velocity reflection wave curves figure, see Fig. 2-Fig. 4 velocity reflection wave curves figures, Fig. 2 is full pile
Velocity reflection wave curves after Model Pile detection, Fig. 3 are the velocity reflection wave curves after the detection of undergauge stake Model Pile, and Fig. 4 is that Model Pile is expanding
Velocity reflection wave curves after undergauge stake detection, the results showed that, the curve of shake acquisition is hit to pile body integrity using the system of the present invention
Interpretation it is particularly clear, precisely.
Embodiment three
The pile foundation that 26m grows in certain engineering, stake footpath upper end are 1m, are 2m after lower end is expanding, are worn using the shake of embodiment one
The heart hammers hammer systems into shape, comprises the following steps：Step 1, cleaning pile foundation stake face, according to stake footpath size and pile-type, determines the southeast, west
South, direct north test point and symmetrical placement sensor；Step 2, centered on the position of stake face sensor, placement hammering dress
Put, the central point of prong is overlapped with the position of sensor, slide onto punching hammer and stake face vertically hit and shake, excite sound wave, lead to
Cross sensor and receive sound wave reflective information, gather signal and record；
Step 3, by signal analysis software, velocity reflection wave curves and rebound curve are obtained respectively, the results showed that, by answering
With the system, remain to understand discovery for stake long the defects of being more than 20 meters using dynamic measurement of pile is shaken；And found in different azimuth
In various degree, the defects of different height, and find that the limit in different azimuth multiplies and carry power and slightly have difference, see Fig. 5-Figure 10.
From the point of view of embodiment, the system, which is used to shake, surveys single pile pile body integrity, in view of opposite ripple and horizontal stroke are surveyed in vibrations
The restrictive function of ripple, highlight and " pack " of back wave immediately below sensor is acted on, enhance and shake back wave to long stake
Detectability；It is more than 500mm " timber pile " for stake footpath, survey is shaken by Three-bearing can distinguish different azimuth in different depths
The defects of degree degree and difference, the defects of for after detection processing important evidence is provided；Due to shake survey hit brisance be by
Certain altitude, certain mass drop hammer what is determined in freely falling body, are homeostasis hits brisance, by homeostasis hit that brisance measures lack
Fall into and stake bottom is reflected, beneficial to quantization, above-mentioned advantage is that current traditional " single-point shakes partially " method does not possess.
Rebound curve theoretically have found " load degree " and " ultimate bearing using " bearing capacity of single pile Load Ratio Formula Method "
Power " is in the functional relation of " semi-cubical parabola ", establishes the method without " undetermined coefficient "." dynamic parameter method " that presently, there are
Need to go to calculate ultimate bearing capacity of single pile by " dynamic static comparative factor ".Under different engineering geology backgrounds " dynamic static comparative factor "
Difference is unavoidable, promotes reluctantly, some undesirable conditions just occur unavoidably.So the quick, economic and reliably dynamic of the application is surveyed
Bearing capacity of single pile in method generaI investigation architectural engineering, removes the need for substituting heavy, laborious, time-consuming " static load " to be the scientific and technological progress epoch
Ask." bearing capacity of single pile Load Ratio Formula Method " will have broad application prospects.
Finally it should be noted that the above embodiments are merely illustrative of the technical solutions of the present invention, rather than the present invention is protected
The limitation of scope is protected, although being explained with reference to preferred embodiment to the present invention, one of ordinary skill in the art should
Work as understanding, technical scheme can be modified or equivalent substitution, without departing from the reality of technical solution of the present invention
Matter and scope.
Claims (8)
1. a kind of shake punching hammer hammer systems, the system includes hammering device and is arranged at the sensor in pile foundation stake face, and it is special
Sign is that the hammering device includes punching hammer, guide rod, and punching hammer center opens up through hole, and guide rod passes through the through hole, worn
Heart hammer can move up and down in the presence of external force along guide rod, and one end of guide rod sets closing means, the other end of guide rod
A point shake platform is set, and described point of shake platform is fork-shaped, and sensor is located at fork-shaped point shake platform center position.
2. the shake punching hammer hammer systems according to claims 1, it is characterised in that the fork-shaped point shake platform includes a left side
Prong, right prong, left prong, the bottom of right prong are provided with nylon head.
3. the shake punching hammer hammer systems according to claims 1, it is characterised in that the fork-shaped point shake platform is in semicircle
Shape structure design.
4. the shake punching hammer hammer systems according to claims 1, it is characterised in that closing means are to be hung down with guide rod
The handle of orthogonal fork, and be arranged in parallel with fork-shaped point shake platform.
5. the shake punching hammer hammer systems according to claims 1, it is characterised in that left prong is apart from right 20 lis of prong
Rice, fork-shaped point shake platform are high 30 centimetres.
6. the shake punching hammer hammer systems according to claims 5, it is characterised in that left prong, right prong are respectively set
One pedal.
7. a kind of application method for shaking punching hammer hammer systems as described in claim 1-6 is any, it is characterised in that be used for
The space orientation of detection of pier foundation integrality quantifies, and comprises the following steps：
Step 1, cleaning pile foundation stake face, according to stake footpath size and pile-type, determine test point and symmetrical placement sensor；
Step 2, centered on the position of stake face sensor, the hammering device is disposed, make the central point of fork-shaped point shake platform prong
Overlapped with the position of sensor, manual punching hammer carries out vertical hit to stake face and shaken, and excites sound wave, and it is anti-to receive sound wave by sensor
Information is penetrated, signal is gathered and records, complete a pile measurement；Repeat step one, two carries out the detection of multiple test points；
Step 3, signal analysis is carried out by software, Time Domain Reflectometry wave profile is obtained after processing.
8. a kind of application method for shaking punching hammer hammer systems as described in claim 1-6 is any, it is characterised in that be used for
Detect and be used for detection of pier foundation load degree bearing capacity, comprise the following steps：
Step 1, cleaning pile foundation stake face, according to stake footpath size and pile-type, determine test point and symmetrical placement sensor；
Step 2, centered on the position of stake face sensor, the hammering device is disposed, make the central point of fork-shaped point shake platform prong
Overlapped with the position of sensor, manual punching hammer carries out vertical hit to stake face and shaken, and excites sound wave, and it is anti-to receive sound wave by sensor
Information is penetrated, signal is gathered and records, complete a pile measurement；Repeat step one, two carries out the detection of multiple test points；
Step 3, signal analysis is carried out by software, rebound curve figure is obtained after processing.
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| CN201711222207.3A CN107842045A (en) | 2017-11-29 | 2017-11-29 | It is a kind of to shake punching hammer hammer systems and its application method |
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| CN201711222207.3A CN107842045A (en) | 2017-11-29 | 2017-11-29 | It is a kind of to shake punching hammer hammer systems and its application method |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111829910A (en) * | 2020-07-14 | 2020-10-27 | 北京建筑材料科学研究总院有限公司 | Quality evaluation method for filling leveling layer on floating ground |
| CN111829911A (en) * | 2020-07-14 | 2020-10-27 | 北京建筑材料科学研究总院有限公司 | Performance measuring device for filling leveling layer on floating ground |
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| CN203768952U (en) * | 2014-01-27 | 2014-08-13 | 广东省建筑科学研究院 | Stress wave multipoint shock excitation device for foundation pile quality detection |
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Application publication date: 20180327 |