CN105735374B - A kind of method of the bearing capacity of Large strain method test pile - Google Patents
A kind of method of the bearing capacity of Large strain method test pile Download PDFInfo
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- CN105735374B CN105735374B CN201610146453.4A CN201610146453A CN105735374B CN 105735374 B CN105735374 B CN 105735374B CN 201610146453 A CN201610146453 A CN 201610146453A CN 105735374 B CN105735374 B CN 105735374B
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- 238000012360 testing method Methods 0.000 title claims abstract description 49
- 238000000034 method Methods 0.000 title claims abstract description 33
- 230000001133 acceleration Effects 0.000 claims abstract description 53
- 230000003068 static effect Effects 0.000 claims abstract description 21
- 229910000831 Steel Inorganic materials 0.000 claims description 23
- 239000010959 steel Substances 0.000 claims description 23
- 239000004568 cement Substances 0.000 claims description 3
- 238000013016 damping Methods 0.000 claims description 3
- 238000011156 evaluation Methods 0.000 claims description 3
- 239000011440 grout Substances 0.000 claims description 3
- 238000009527 percussion Methods 0.000 claims description 3
- 230000002787 reinforcement Effects 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 239000002689 soil Substances 0.000 claims description 3
- 230000001186 cumulative effect Effects 0.000 description 2
- 238000001514 detection method Methods 0.000 description 2
- 238000010586 diagram Methods 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 238000005259 measurement Methods 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 238000010079 rubber tapping Methods 0.000 description 1
- 239000002002 slurry Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
- 238000010998 test method Methods 0.000 description 1
- 230000009466 transformation Effects 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
Classifications
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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
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2600/00—Miscellaneous
- E02D2600/10—Miscellaneous comprising sensor means
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- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
- Force Measurement Appropriate To Specific Purposes (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Abstract
The invention discloses a kind of methods of the bearing capacity of Large strain method test pile, including three steps：Step 1. instrument and equipment is installed；Step 2. data acquire；The bearing capacity calculation of step 3..Especially by the strain gauge and acceleration transducer for being equally spaced tandem in pile body, stake top is tapped using weight, test the strain at pile body different location and speed, according to the strain at the pile body different location measured, the total end resistance of total frictional resistance and stake end of each section of pile body can be calculated, according to the speed at the pile body different location measured, the dynamic frictional resistance and stake end moved end resistance of each section of pile body can be calculated, total frictional resistance of each section of pile body and the difference of dynamic frictional resistance are quiet frictional resistance, the difference of stake end drag overall and dynamic resistance is stake end static side resistance, finally obtained quiet frictional resistance and stake end static side resistance are added up, obtain the ultimate bearing capacity of stake, method proposed by the present invention can avoid the uncertain influence to test result of traditional fitting process, obtain the actual bearer ability of stake.
Description
Technical field
The invention belongs to engineering detecting fields, and in particular to a kind of civil engineering detection field is tested for bearing capacity of pile foundation
Method.
Technical background
As a kind of bearing capacity test method, high strain testing because its is convenient and efficient, without preloading the advantages that due to
It is used widely.When test, tapping stake top using weight makes stake generate enough pile penetrations, passes through the acceleration mounted on stake side
The speed and power time-history curves of sensor and strain transducer actual measurement stake top are spent, and then stake is obtained by way of indoor fitting
Bearing capacity.But since measured curve only includes the speed and power time-history curves of stake top, when indoor fitting there are it is prodigious not really
It is qualitative, though if the bearing capacity for the stake that the different people of identical test curve is fitted can difference it is very big, to be difficult
The actual carrying capacity situation of stake is obtained, the reliability of acquired results is also had a greatly reduced quality.
Invention content
Exist when it is an object of the invention to overcome the problems, such as the bearing capacity of existing Large strain method test pile, and one kind is provided
The method of the bearing capacity of Large strain method test pile.
The technical solution adopted by the present invention to solve the technical problems is：
A kind of method of the bearing capacity of Large strain method test pile, includes the following steps：
Step 1. instrument and equipment is installed：It is equally spaced the strain gauge and acceleration transducer of tandem in pile body, and will
It is connected to strain testing instrument and acceleration test instrument；
Step 2. data acquire：Stake top is tapped using weight, utilizes answering at strain testing instrument test pile body different location
Varying signal, while using the acceleration signal at acceleration test instrument test pile body different location and being converted into speed signal；
The bearing capacity calculation of step 3.：According to the strain at the pile body different location measured, each section of pile body is calculated
The total end resistance of total frictional resistance and stake end；According to the speed at the pile body different location measured, the dynamic of each section of pile body is calculated
Frictional resistance and stake end moved end resistance, total frictional resistance of each section of pile body and the difference of dynamic frictional resistance are quiet frictional resistance, the drag overall of stake end
And the difference of dynamic resistance is stake end static side resistance, finally by obtained quiet frictional resistance and stake end static side resistance it is cumulative to get to
The ultimate bearing capacity of stake.
This method is tested weight and is struck respectively by being equally spaced the strain gauge and acceleration transducer of tandem in pile body
Strain at pile body different location and speed during hitting, and then the bearing capacity of stake, energy can be obtained by the method directly calculated
Enough uncertain influences to test result for avoiding traditional fitting process well, obtain the actual bearer ability of stake.
The step 1 can specifically with the following method：
When 1-1. transfers steel reinforcement cage, two steel pipes are arranged symmetrically along pile body is elongated, and ensure to be in vertical state；
1-2. makes tandem strain gauge and tandem acceleration transducer according to the total length of stake, waits for that pile concrete pours
It builds after finishing, N+1 tandem strain gauge and N number of tandem acceleration transducer is respectively placed in two steel pipes, phase
Between adjacent strain gauge and the distance between acceleration transducer is 1~2 meter；Wherein tandem strain gauge numbers difference from top to bottom
It is 0,1,2 ... ..., i-1, i ... ..., N-1, N, it is respectively 1,2 that tandem acceleration transducer is numbered from top to bottom ... ...,
I ... ..., N, the lowermost strain gauge and acceleration transducer are respectively positioned at an end, and prepared water is then poured in steel pipe
Tandem strain gauge and acceleration transducer are sealed in steel pipe by slurry liquid；
The step 2 can specifically with the following method：
2-1. is when concrete strength of pile reaches strong strain requirement, between stake top face steel pipe opening and pile body extension
It is cut into a narrow slit with certain depth, is drawn conducting wire by narrow slit, strain gauge and acceleration transducer are separately connected
On strain testing instrument and acceleration test instrument；
2-2. is laid with certain thickness dry sand as bed course in stake top, and weight is hung to after certain altitude and puts down percussion stake
Top, the strain signal at pile body different location is tested by strain testing instrument, and pile body difference position is tested by acceleration test instrument
The acceleration signal at the place of setting simultaneously is converted into speed signal.
The step 3 can specifically with the following method：
3-1. i-th (i=1,2 ..., N-1) the quiet frictional resistance calculating of section stake body
The pile strain that according to number be i-1 and the strain gauge of i (pile cutoff between the two i.e. i-th section stake) difference is measured
εi-1And εi, total frictional resistance f of i-th section of stake can be obtainediFor：
fi=EA εi-1-EAεi
Wherein：E and A is respectively the elasticity modulus and cross-sectional area of stake, is known quantity；
Total frictional resistance f of i-th section of stakeiIncluding moving frictional resistance fdiWith quiet frictional resistance fsiTwo parts, according to acceleration transducer i
The speed v measuredi, can must move frictional resistance fdiFor：
fdi=viδiSi
Wherein：SiAnd δiRespectively i-th section of stake stake side surface area and pile side damping constant, the former is known quantity, Hou Zheke
It is obtained according to engineering prospecting data；
The quiet frictional resistance that i-th section of stake can be acquired accordingly is：
fsi=fi-fdi=EA εi-1-EAεi-viδiSi
The quiet frictional resistance of N sections of stake bodies of 3-2. and stake end static side drag evaluation
The pile strain that according to number be N-1 and the strain gauge of N (pile cutoff between the two i.e. N sections of stakes) difference is measured
εN-1And εN, total frictional resistance f of N sections of stakes can be obtainedNWith the total end resistance f in stake endbThe sum of be：
fN+fb=EA εN-1-EAεN
Total frictional resistance f of N sections of stakes (one section i.e. at the position of stake bottom)NIncluding moving frictional resistance fdNWith quiet frictional resistance fsN
Two parts, the total end resistance f in stake endbIncluding moved end resistance fbdWith static side resistance fbsTwo parts, the acceleration sensing for being N according to number
The speed v that device measuresN, N sections of stakes can be obtained and move frictional resistance fdNWith stake end moved end resistance fbdRespectively：
fdN=vNδNSN；
fbd=vNδbSb
Wherein：SbAnd δbRespectively stake end cross-sectional area and pile-end soil damped coefficient, the former is known quantity, and the latter can be according to engineering
Prospecting data obtains；
The quiet frictional resistance f of N sections of stakes can be acquired accordinglysNWith stake end static side resistance fbsThe sum of be：
fsN+fbs=EA εN-1-EAεN-vNδNSN-vNδbSb
After the quiet frictional resistance and stake end static side resistance for acquiring every section of stake, the ultimate bearing capacity that can obtain stake is 3-3.：
The beneficial effects of the invention are as follows：Pile body difference is measured respectively with acceleration transducer by embedded tandem strain gauge
Strain at position and speed signal, and then the method by directly calculating obtains the quiet frictional resistance and stake end static side of each section of pile body
Resistance, to obtain the bearing capacity of stake, avoid well the contingency being fitted by data in traditional strong strain method and
The deviation of test result caused by randomness so that test result is relatively reliable.
Description of the drawings
The invention is further explained in the following combination with the attached drawings of the specification.
Fig. 1 is the detects schematic diagram of the present invention.
Fig. 2 is that stake top narrow slit chisel sets schematic diagram in detection process.
In figure：Weight 1, stake top face 2, acceleration test instrument 3, strain testing instrument 4, ground surface 5, conducting wire 6, the second steel pipe 7,
First steel pipe 8, cement grout 9, strain gauge 10, acceleration transducer 11, narrow slit 12.
Specific implementation mode
The present invention is further elaborated and is illustrated with reference to the accompanying drawings and examples.Each embodiment in the present invention
Technical characteristic can carry out the corresponding combination under the premise of not conflicting with each other.
A kind of method of the bearing capacity of Large strain method test pile, includes the following steps：
Step 1. instrument and equipment is installed：It is equally spaced the strain gauge 10 and acceleration transducer 11 of tandem in pile body,
And it is connected to strain testing instrument 4 and acceleration test instrument 3.
The step is specific as follows：
When 1-1. transfers steel reinforcement cage, two steel pipes are arranged symmetrically along pile body is elongated, two steel pipes are located at pile body both sides,
And it is in vertical state.
After 1-2. waits for that pile concrete is poured and finished, N+1 tandem strain gauge (is connected by N+1 strain gauge 10
Composition) it is placed in one in the first steel pipe 8, N number of tandem acceleration transducer (is composed in series) by N number of acceleration transducer 11
It is positioned in the second steel pipe 7.In same root steel pipe, between adjacent strain gauge 10 and the distance between acceleration transducer 11 is 1
~2 meters.It is respectively 0,1,2 that wherein tandem strain gauge is numbered from top to bottom ... ..., i-1, i ... ..., N-1, N, and tandem adds
It is also respectively 1,2 that velocity sensor is numbered from top to bottom ... ..., i ... ..., N, the lowermost strain gauge 10 and acceleration sensing
Device 11 is respectively positioned at an end, and prepared cement grout 9 is then poured in steel pipe and passes tandem strain gauge 10 and acceleration
Sensor 11 is sealed in steel pipe.The equipment installed is as shown in Figure 1.
Step 2. data acquire：Stake top is tapped using weight, answering at pile body different location is tested using strain testing instrument 4
Varying signal, while using the acceleration signal at the test pile body different location of acceleration test instrument 3 and being converted into speed signal.
The step is specific as follows：
2-1. is as shown in Fig. 2, when concrete strength of pile reaches strong strain requirement, in 2 two, stake top face steel pipe
Mouthful be cut into a narrow slit 12 with certain depth between pile body extension, 12 depth of narrow slit with conducting wire 6 match for
Preferably, conducting wire 6 is enable smoothly to draw.Conducting wire 6 is drawn by narrow slit 12, and strain gauge 10 and acceleration transducer 11 are distinguished
It is connected on strain testing instrument 4 and acceleration test instrument 3；
2-2. is laid with certain thickness dry sand as bed course in stake top, and specific thickness is depending on actual conditions.Weight 1 is hung
Percussion stake top is put down after to certain altitude, and the strain signal at pile body different location is tested by strain testing instrument 4, passes through acceleration
It spends the acceleration signal that tester 3 is tested at pile body different location and is converted into speed signal.Acceleration test instrument 3, strain are surveyed
Examination instrument 4 is positioned on ground surface 5.
The bearing capacity calculation of step 3.：According to the strain at the pile body different location measured, each section of pile body is calculated
The total end resistance of total frictional resistance and stake end；According to the speed at the pile body different location measured, the dynamic of each section of pile body is calculated
Frictional resistance and stake end moved end resistance, total frictional resistance of each section of pile body and the difference of dynamic frictional resistance are quiet frictional resistance, the drag overall of stake end
And the difference of dynamic resistance is stake end static side resistance, finally by obtained quiet frictional resistance and stake end static side resistance it is cumulative to get to
The ultimate bearing capacity of stake.
The step is specific as follows：
3-1. i-th (i=1,2 ..., N-1) the quiet frictional resistance calculating of section stake body
According to number be i-1 and the strain gauge of i 10 (pile cutoff between the two i.e. i-th section stake) measured pile body is answered respectively
Become εi-1And εi, total frictional resistance f of i-th section of stake can be obtainediFor：
fi=EA εi-1-EAεi
Wherein：E and A is respectively the elasticity modulus and cross-sectional area of stake, is known quantity；
Total frictional resistance f of i-th section of stakeiIncluding moving frictional resistance fdiWith quiet frictional resistance fsiTwo parts, according to acceleration transducer i
The speed v measuredi, can must move frictional resistance fdiFor：
fdi=viδiSi
Wherein：SiAnd δiRespectively i-th section of stake stake side surface area and pile side damping constant, the former is known quantity, Hou Zheke
It is obtained according to engineering prospecting data；
The quiet frictional resistance that i-th section of stake can be acquired accordingly is：
fsi=fi-fdi=EA εi-1-EAεi-viδiSi
The quiet frictional resistance of N sections of stake bodies of 3-2. and stake end static side drag evaluation
According to number be N-1 and the strain gauge of N 10 (pile cutoff between the two i.e. N section stakes) respectively measured by pile body answer
Become εN-1And εN, total frictional resistance f of N sections of stakes can be obtainedNWith the total end resistance f in stake endbThe sum of be：
fN+fb=EA εN-1-EAεN
Total frictional resistance f of N sections of stakesNIncluding moving frictional resistance fdNWith quiet frictional resistance fsNTwo parts, the total end resistance f in stake endbPacket
Include moved end resistance fbdWith static side resistance fbsTwo parts, the speed v that the acceleration transducer 11 for being N according to number measuresN, can be obtained
Frictional resistance f is moved in N sections of stakesdNWith stake end moved end resistance fbdRespectively：
fdN=vNδNSN；
fbd=vNδbSb
Wherein：SbAnd δbRespectively stake end cross-sectional area and pile-end soil damped coefficient, the former is known quantity, and the latter can be according to engineering
Prospecting data obtains；
The quiet frictional resistance f of N sections of stakes can be acquired accordinglysNWith stake end static side resistance fbsThe sum of be：
fsN+fbs=EA εN-1-EAεN-vNδNSN-vNδbSb
After the quiet frictional resistance and stake end static side resistance for acquiring every section of stake, the ultimate bearing capacity that can obtain stake is 3-3.：
Above-mentioned embodiment is only a preferred solution of the present invention, so it is not intended to limiting the invention, all
The technical solution for taking the mode of equivalent substitution or equivalent transformation to be obtained, all falls in protection scope of the present invention.
Claims (4)
1. a kind of method of the bearing capacity of Large strain method test pile, it is characterised in that include the following steps：
Step 1. instrument and equipment is installed：It is equally spaced the acceleration sensing of the strain gauge and tandem of tandem respectively in pile body
Device, and it is connected to strain testing instrument and acceleration test instrument；The lowermost strain gauge and the equal position of acceleration transducer
At stake end；
Step 2. data acquire：Stake top is tapped using weight, is believed using the strain at strain testing instrument test pile body different location
Number, while using the acceleration signal at acceleration test instrument test pile body different location and being converted into speed signal；
The bearing capacity calculation of step 3.：According to the strain at the pile body different location measured, the total of each section of pile body is calculated
The total end resistance of frictional resistance and stake end；According to the speed at the pile body different location measured, the dynamic frictional resistance of each section of pile body is calculated
Power and stake end moved end resistance, total frictional resistance of each section of pile body and the difference of dynamic frictional resistance are quiet frictional resistance, the total end resistance in stake end with
The difference of stake end moved end resistance is stake end static side resistance, finally obtained quiet frictional resistance and stake end static side resistance is added up, i.e.,
Obtain the ultimate bearing capacity of stake.
2. the method for the bearing capacity of Large strain method test pile as described in claim 1, it is characterised in that the step 1 is specific
It is as follows：
When 1-1. transfers steel reinforcement cage, two steel pipes are arranged symmetrically along pile body is elongated, and ensure to be in vertical state；
After 1-2. waits for that pile concrete is poured and finished, by N+1 tandem strain gauge and N number of tandem acceleration transducer point
It is not positioned in two steel pipes, between adjacent strain gauge and the distance between acceleration transducer is 1~2 meter；Wherein tandem
It is respectively 0,1,2 that strain gauge is numbered from top to bottom ... ..., i-1, i ... ..., N-1, N, tandem acceleration transducer from upper and
Lower number is respectively 1,2 ... ..., and i ... ..., N then pour prepared cement grout by tandem strain gauge in steel pipe
It is sealed in steel pipe with acceleration transducer.
3. the method for the bearing capacity of Large strain method test pile as claimed in claim 2, it is characterised in that the step 2 is specific
It is as follows：
2-1. is cut when concrete strength of pile reaches strong strain requirement between stake top face steel pipe opening and pile body extension
Go out a narrow slit with certain depth, is drawn conducting wire by narrow slit, strain gauge and acceleration transducer are connected to and answer
Become on tester and acceleration test instrument；
2-2. is laid with certain thickness dry sand as bed course in stake top, and weight is hung to after certain altitude and puts down percussion stake top, is led to
Overstrain tester tests the strain signal at pile body different location, is tested at pile body different location by acceleration test instrument
Acceleration signal is simultaneously converted into speed signal.
4. the method for the bearing capacity of Large strain method test pile as claimed in claim 2, it is characterised in that the step 3 is specific
It is as follows：
The quiet frictional resistance of i-th section of stake body of 3-1. calculates, i=1,2 ..., N-1
The pile strain ε that according to number be i-1 and the strain gauge of i difference is measuredi-1And εi, total frictional resistance of i-th section of stake can be obtained
fiFor：
fi=EA εi-1-EAεi
Wherein：E and A is respectively the elasticity modulus and cross-sectional area of stake；
Total frictional resistance f of i-th section of stakeiIncluding moving frictional resistance fdiWith quiet frictional resistance fsiTwo parts are measured according to acceleration transducer i
Speed vi, can must move frictional resistance fdiFor：
fdi=viδiSi
Wherein：SiAnd δiRespectively i-th section of stake stake side surface area and pile side damping constant；
The quiet frictional resistance that i-th section of stake can be acquired accordingly is：
fsi=fi-fdi=EA εi-1-EAεi-viδiSi
The quiet frictional resistance of N sections of stake bodies of 3-2. and stake end static side drag evaluation
The pile strain ε that according to number be N-1 and the strain gauge of N difference is measuredN-1And εN, total frictional resistance of N sections of stakes can be obtained
fNWith the total end resistance f in stake endbThe sum of be：
fN+fb=EA εN-1-EAεN
Total frictional resistance f of N sections of stakesNIncluding moving frictional resistance fdNWith quiet frictional resistance fsNTwo parts, the total end resistance f in stake endbIncluding dynamic
End resistance fbdWith static side resistance fbsTwo parts, the speed v that the acceleration transducer for being N according to number measuresN, N sections of stakes can be obtained
Dynamic frictional resistance fdNWith stake end moved end resistance fbdRespectively：
fdN=vNδNSN；
fbd=vNδbSb
Wherein：SbAnd δbRespectively stake end cross-sectional area and pile-end soil damped coefficient；
The quiet frictional resistance f of N sections of stakes can be acquired accordinglysNWith stake end static side resistance fbsThe sum of be：
fsN+fbs=EA εN-1-EAεN-vNδNSN-vNδbSb
After the quiet frictional resistance and stake end static side resistance for acquiring every section of stake, the ultimate bearing capacity that can obtain stake is 3-3.：
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| CN106498989B (en) * | 2016-11-07 | 2018-11-09 | 东南大学 | Cheat bottom pile foundation level carrying detection sensor conductive wire protection apparatus and method |
| CN106777694A (en) * | 2016-12-16 | 2017-05-31 | 广西大学 | Linear elasticity evaluation method of plane circular tube structure analysis of Ultimate |
| CN106599489A (en) * | 2016-12-16 | 2017-04-26 | 广西大学 | Primary line elasticity estimation method for ultimate bearing capacity analysis for space circular tube structure |
| CN108589805B (en) * | 2018-05-09 | 2020-06-09 | 武汉中岩科技股份有限公司 | Dynamic measurement method and device for bearing capacity of foundation pile |
| CN109138004B (en) * | 2018-08-27 | 2020-10-16 | 武汉工程大学 | Analysis method for multi-hammering signal joint inversion foundation pile bearing capacity |
| CN111663577B (en) * | 2020-05-26 | 2021-05-25 | 浙江大学 | Single-pile vertical ultimate bearing capacity dynamic test method based on discrete pile unit |
| CN111962571B (en) * | 2020-07-13 | 2022-04-15 | 广东省建设工程质量安全检测总站有限公司 | Dynamic test analysis method for uplift bearing capacity of foundation pile |
| CN114482154B (en) * | 2022-03-11 | 2022-11-01 | 中国地质大学（武汉） | Method and system for testing static bearing capacity of pipe pile based on traveling wave tracing principle |
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| CN100362172C (en) * | 2005-11-18 | 2008-01-16 | 天津大学 | Method for determining treatment of pie body based on bearing capacity of single pile when rejecting hammer in subsequent piling |
| CN103215975B (en) * | 2013-04-19 | 2015-04-01 | 浙江华东工程安全技术有限公司 | Inbuilt method for distributed type sensing cable in foundation pile |
| US9605404B2 (en) * | 2013-05-29 | 2017-03-28 | Glen G. Hale | High strain dynamic load testing procedure |
| CN103898928A (en) * | 2014-03-12 | 2014-07-02 | 广东省建筑科学研究院 | Improved high strain method |
| CN104018506B (en) * | 2014-06-06 | 2015-11-25 | 中交上海三航科学研究院有限公司 | Underwater sand compaction pile formation of pile dynamic checkout unit |
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