JGJ 106-1997 Code for high strain dynamic testing of pile foundation JGJ106-97 JGJ106-1997 Standard download decompression password: www.bzxz.net

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Industry Standard of the People's Republic of China
Specification for High Strain Dynamic Testing of PilesJGJ106—97
1997Beijing
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Industry Standard of the People's Republic of China
Specification for High Strain Dynamic Testing of Piles PilesJGJ106—97
Editing unit: China Academy of Building ResearchApproving department: Ministry of Construction of the People's Republic of ChinaEffective date: December 1, 1997
1997Beijing
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Engineering Construction Standard Full-text Information System
Notice on the Release of the Industry Standard "Code for Dynamic Testing of High Strain Piles"
Construction Standard [1997]] No. 133
Construction committees (construction departments) of provinces, autonomous regions, and municipalities directly under the central government, construction committees of all independently planned cities, and relevant departments of the State Council:
In accordance with the requirements of the Ministry of Construction's Document No. Jianbiao [1992] 732, the "Code for Dynamic Testing of High Strain Piles" edited by the China Academy of Building Research has been reviewed and approved as an industry standard, numbered JGJ106—97, and will be implemented on December 1, 1997. This code is managed and interpreted by the China Academy of Building Research, the technical unit responsible for building engineering standards under the Ministry of Construction. This code is published by the Standard and Norm Research Institute of the Ministry of Construction. Ministry of Construction of the People's Republic of China
June 5, 1997
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Basic Provisions
Testing Instruments and Equipment
Setting of Field Testing Parameters
Parameter Setting
5.2 Setting of Sampling Frequency and Sampling Data Length 5.3 Setting of Calibration Coefficients of Force Sensors and Acceleration Sensors ·6 Testing Technology
General Provisions
Preparation Work
Sensor Installation?
Testing Technical Requirements
Determination of Foundation Bearing Capacity and Evaluation of Pile Structural Integrity 7.．Signal Selection．
..…….
Determine pile bearing capacity by measured curve fitting method
7.3 Determine pile bearing capacity by Kaifa
, Evaluation of pile structure integrity
Trial piling and pile driving monitoring
Trial piling
Pile hammer stress monitoring
Impact energy monitoring
9 On-site test personnel and test report
Appendix A
Appendix B
Concrete pile head treatment
Terms used in this regulation
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Additional Notes:
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1.0.1 This code is formulated to unify the high-strain dynamic testing method and ensure the quality of pile foundation engineering testing.
1.0.2 Within the scope of the force test pile specified in the current national standard "Technical Specifications for Building Pile Foundations" JGJ94-94, this code is applicable to the use of high-strain dynamic testing methods for pile foundations to determine the ultimate bearing capacity of pile foundations and evaluate the structural integrity of the pile body. 1.0.3 When conducting high-strain dynamic testing, reliable dynamic and static comparison verification data under the same conditions should be available.
1.0.4 In addition to implementing this code, high-strain dynamic testing should also comply with the provisions of the current relevant national standards.
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2.0.1 Resistance and Material Properties
Stress wave propagation velocity in the pile body (referred to as pile body wave velocity) E
-elastic modulus of pile material;
-ultimate bearing capacity of single pile determined by Kaifa;-ultimate static resistance of soil;
-mechanical impedance of pile body section,
mass density of pile material.
Action and effect
Acceleration of particle motion;
Energy actually transferred to the pile by the pile hammer;
Hammer force;
Maximum elastic displacement of soil;
Starting moment of the rising edge of the hammer force wave,
-the moment corresponding to the velocity peak;
Rising time of the hammer force wave;
The moment corresponding to the defect reflection peak;
Particle motion velocity;
Maximum pile body hammer compressive stress;
Maximum pile body hammer tensile stress.
2.0.3 Geometric parameters
A——Cross-sectional area of ​​the pile;
L——Length below the measuring point;
M——Mass of the pile.
2. p. 4-Calculation coefficient
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J. ——Kefa damping coefficient;
β——Pile body structural integrity coefficient.
Engineering Construction Standard Full Text Information System
Engineering Construction Standard Full Text Information System
3 Basic provisions
3.0.1 The results of high-strain dynamic testing can be used for the following work: 3.0.1.1 Monitor the pile body stress and pile hammer efficiency when precast piles are driven in, and select pile driving equipment and process parameters;
3.0.1.2 Select a reasonable pile type and pile length for precast piles; 3.0.1.3 Use the measured curve fitting method to estimate the soil resistance distribution on the pile side and pile end, and simulate the Q-8 curve of the static load test.
3.0.2 When adopting high-strain dynamic testing, the entrusting unit shall provide the following information; 3.0.2.1
Project name and names of construction, design and construction units; 3.0.2.2Engineering geological survey report of the construction site in the test pile area; 3.02.3Pile foundation construction drawings;
3.02.4Engineering pile construction records;
3.02.5Test report on the strength of concrete of the test pile body; 3.0.2.6Elevations of the test pile before and after the top treatment. 3.0.3When testing the bearing capacity of a single pile, for foundation piles with the same engineering geological conditions, pile type, pile-making machinery and technology and constructed by the same unit, the number of tested piles should not be less than 2% of the total number of piles, and shall not be less than 5.
3.0.4The high-strain dynamic testing carried out in accordance with this specification is a non-destructive test, and the testing can be carried out on engineering piles. wwW.bzxz.Net
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4Testing Instruments and Equipment
4.0.1The test instrument shall have the function of displaying, recording and saving the measured force and acceleration signals on site, and be able to process, print and draw data. Its performance shall meet the following requirements
0.1.1The analog-to-digital conversion accuracy of the data acquisition device shall not be less than 10 bits, and the phase difference between channels shall be less than 50uS;
4.0.1.2The force sensor shall adopt tool-type strain sensor, the installation resonant frequency of the strain sensor shall be greater than 2kHz, the nonlinear error within the measurement range of 1000ue shall not be greater than ±1%, and the sensitivity reduction caused by the wire resistance shall not be greater than 1%; 4.0.1.3After installation, the sensitivity change of the accelerometer within the range of 2-3000Hz shall not be greater than ±5%, and the amplitude nonlinear error of the impact acceleration within the range of 10000m·S-2 shall not be greater than ±5%.
The sensor should be calibrated once a year.
Pile driving machinery or similar devices can be used as chain striking equipment. The weight hammer should be of uniform mass, symmetrical shape, and flat bottom, and should be made of cast steel or cast iron. When a free-fall hammer is used, the weight of the hammer should be greater than 1% of the estimated ultimate bearing capacity of a single pile. 4.0. 4
The penetration of the pile can be measured by optical instruments such as precision level and laser deformation meter. Engineering Construction Standard Full Text Information System
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5 Setting of on-site detection parameters
5.1 Setting of pile parameters
During on-site detection, the pile cross-sectional area, pile body wave velocity, pile material mass density and elastic modulus at the pile head measuring point should be determined according to the actual situation of the pile at the measuring point. 5.1.2 The setting values ​​of the pile length and cross-sectional area under the measuring point shall comply with the following provisions: 5.1.2.1 The pile length under the measuring point shall be the distance from the sensor installation point to the pile bottom; 5.1.2.2 For precast piles, the actual pile length and pile cross-sectional area provided by the construction or construction unit can be used as the set value;
5.1.2.3 For concrete cast-in-place piles, the set value of the pile length and cross-sectional area at the measuring point should be determined according to the construction records provided by the construction or construction unit. 5.1.3
The setting of the wave velocity of the pile body can comply with the following provisions: 5.13.1 For ordinary steel piles, the wave velocity value can be set to 5120m/s; 5.1.3.2 For precast concrete piles, the average wave velocity of the pile body of the defect-free pile should be measured before driving as the set value,
5.1.3.3 For concrete cast-in-place piles, when the pile length is known, the average wave velocity of the pile can be calculated by the reflection wave method according to the pile bottom reflection signal as the set value: If the pile bottom reflection signal is not clear, it can be set comprehensively according to the parameters such as the main strength grade of the pile body concrete. 5.1.4
The setting of pile body mass density shall comply with the following provisions: 5.14.1 For ordinary steel piles, the mass density shall be set to 7.85t/m; 5.14.2 For ordinary wet-setting precast piles, the mass density may be set to 2.452.55t/m2,
5.1.4.3 For ordinary concrete cast-in-place piles, the mass density may be set to 2.40t/m3.
5.1.5 The setting value of pile material elastic modulus shall be calculated according to the following formula: E=p·c2
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Where E is the elastic modulus of pile material (MPa);
c is the propagation velocity of stress wave in pile body (m/s); p
is the mass density of pile material (t/m2).
5.2 Setting of sampling frequency and sampling data length 5.2.1 The sampling frequency should be 5~10kHz.
5.2.2 The number of sampling points for each signal should not be less than 1024 points 5.3 Setting of calibration coefficients of force sensors and accelerometers 5.$.1 The calibration coefficients of force sensors and accelerometers should be set by the calibration coefficients issued by the national legal measurement unit or the calibration coefficients of the sensors at the factory. Engineering Construction Standards Full Text Information System
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