CN112505157A - Technical process for detecting quality of address pile foundation rock soil - Google Patents
Technical process for detecting quality of address pile foundation rock soil Download PDFInfo
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- 238000000034 method Methods 0.000 title claims abstract description 62
- 230000008569 process Effects 0.000 title claims abstract description 42
- 239000011435 rock Substances 0.000 title claims abstract description 29
- 239000002689 soil Substances 0.000 title claims abstract description 12
- 238000001514 detection method Methods 0.000 claims abstract description 107
- 238000010276 construction Methods 0.000 claims abstract description 36
- 239000013049 sediment Substances 0.000 claims abstract description 16
- 239000002994 raw material Substances 0.000 claims abstract description 14
- 230000002787 reinforcement Effects 0.000 claims abstract description 9
- 238000005516 engineering process Methods 0.000 claims abstract description 5
- 239000000463 material Substances 0.000 claims abstract description 4
- 238000005553 drilling Methods 0.000 claims description 57
- 238000012360 testing method Methods 0.000 claims description 46
- 230000007547 defect Effects 0.000 claims description 27
- 238000013461 design Methods 0.000 claims description 25
- 238000012545 processing Methods 0.000 claims description 15
- 238000005259 measurement Methods 0.000 claims description 14
- 229910000831 Steel Inorganic materials 0.000 claims description 13
- 239000010959 steel Substances 0.000 claims description 13
- 230000005540 biological transmission Effects 0.000 claims description 12
- 230000006835 compression Effects 0.000 claims description 9
- 238000007906 compression Methods 0.000 claims description 9
- 238000007689 inspection Methods 0.000 claims description 9
- 238000004458 analytical method Methods 0.000 claims description 5
- 230000002159 abnormal effect Effects 0.000 claims description 3
- 238000010521 absorption reaction Methods 0.000 claims description 3
- 230000008859 change Effects 0.000 claims description 3
- 238000012669 compression test Methods 0.000 claims description 3
- 239000007822 coupling agent Substances 0.000 claims description 3
- 230000006837 decompression Effects 0.000 claims description 3
- 238000009434 installation Methods 0.000 claims description 3
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 3
- 230000000149 penetrating effect Effects 0.000 claims 1
- 238000012986 modification Methods 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 230000009286 beneficial effect Effects 0.000 description 1
- 238000004364 calculation method Methods 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 238000002474 experimental method Methods 0.000 description 1
- 230000008520 organization Effects 0.000 description 1
- 238000003672 processing method Methods 0.000 description 1
- 230000008439 repair process Effects 0.000 description 1
- 229920006395 saturated elastomer Polymers 0.000 description 1
Classifications
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N29/00—Investigating or analysing materials by the use of ultrasonic, sonic or infrasonic waves; Visualisation of the interior of objects by transmitting ultrasonic or sonic waves through the object
- G01N29/04—Analysing solids
- G01N29/11—Analysing solids by measuring attenuation of acoustic waves
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- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N3/00—Investigating strength properties of solid materials by application of mechanical stress
- G01N3/08—Investigating strength properties of solid materials by application of mechanical stress by applying steady tensile or compressive forces
-
- G—PHYSICS
- G01—MEASURING; TESTING
- G01N—INVESTIGATING OR ANALYSING MATERIALS BY DETERMINING THEIR CHEMICAL OR PHYSICAL PROPERTIES
- G01N33/00—Investigating or analysing materials by specific methods not covered by groups G01N1/00 - G01N31/00
- G01N33/24—Earth materials
Abstract
The application provides an address pile foundation rock and soil quality detection technology, which comprises the following steps: according to the detection data corresponding to the engineering construction provided by the consignor, the validity and the integrity of the data are consulted and verified; checking the condition of a bearing stratum, the rock-socketed depth, the integrity condition of a pile body, the length of the pile, the compressive strength of concrete of the pile body, the thickness of sediment at the bottom of a hole, the diameter of the pile and the size of a main reinforcement by looking up the data and the actual situation on site; during on-site construction, on-site raw materials, uniaxial compressive strength of a foundation bearing layer and the like are all sent to a qualified detection unit for detection according to standard requirements, all on-site processes are all carried out under on-site supervision and supervision, and the next process can be carried out after the materials to be detected are qualified, so that the construction quality of the raw materials in the construction process of the foundation pile is ensured; and after the pile foundation construction preparation work is finished, pile foundation detection is carried out. And by combining topographic features, a quality detection scheme of the pile foundation is provided normatively, and the requirements of marking specifications are met.
Description
Technical Field
The invention relates to the technical field of constructional engineering detection, in particular to an address pile foundation geotechnical quality detection technical process.
Background
The foundation pile foundation takes weathered mudstone or sandstone as a bearing stratum, the standard value of the natural uniaxial compressive strength of the moderately weathered mudstone is not lower than 5.25MPa, the characteristic value fak of the bearing capacity of the foundation is 1.105MPa, the standard value of the saturated uniaxial compressive strength of the moderately weathered sandstone is not lower than 7.73MPa, and the characteristic value fak of the bearing capacity of the foundation is 2.706 MPa. The 1# to 4# storied buildings of the project are 1 underground floor and 13 above ground floor, and the structural system is a frame shear wall.
However, survey areas are structures that degrade shallow hilly terrain. Most of the field is original landform, vegetation does not develop, the field is roughly leveled according to the designed elevation during exploration, and the local original landform is changed. Therefore, the method brings a challenge to the detection of the working quality of the pile foundation.
Therefore, a standard detection scheme is required to be provided for detecting whether the construction quality of the foundation pile meets the design and relevant acceptance standard requirements.
Disclosure of Invention
In order to solve the defects of the prior art, the invention provides an address pile foundation rock and soil quality detection technology.
The technical scheme provided by the invention is as follows: an address pile foundation rock and soil quality detection technology comprises the following steps:
firstly, according to the detection data corresponding to the engineering construction provided by the consignor, the validity and the integrity of the data are consulted and verified; checking the condition of a bearing stratum, the rock-socketed depth, the integrity condition of a pile body, the length of the pile, the compressive strength of concrete of the pile body, the thickness of sediment at the bottom of a hole, the diameter of the pile and the size of a main reinforcement by looking up the data and the actual situation on site;
secondly, during on-site construction, on-site raw materials, uniaxial compressive strength of a foundation bearing layer and the like are all sent to a qualified detection unit for detection according to standard requirements, all on-site processes are all carried out under on-site supervision and supervision, and the next process can be carried out after the sent materials are qualified, so that the construction quality of the raw materials in the construction process of the foundation pile is ensured;
and thirdly, after the pile foundation construction preparation work is finished, pile foundation detection is carried out.
Further, the checking of the detection data includes:
a, consulting a geological survey report and a geological advanced drilling report, and checking the overall geological condition of the engineering site;
b, looking up foundation groove inspection data, and checking whether the lithology of the bearing stratum, the rock-socketed depth and the sediment thickness of the pile end of the foundation pile meet the design requirements;
c, looking up a rock uniaxial compressive strength detection report, and checking whether the rock uniaxial compressive strength of the pile end bearing stratum meets the design requirement;
d, looking up a pile body integrity detection report, and checking whether the pile body integrity of the foundation pile meets the design and acceptance standard requirements;
e, consulting a foundation concrete test block compressive strength detection report, and checking whether the engineering foundation concrete compressive strength meets the design strength grade requirement;
f, looking up a steel bar raw material and steel bar connection detection report, and checking whether the connection between the steel bar raw material and the steel bar of the engineering foundation meets the standard requirement;
g, looking up basic acceptance data, and checking whether the section condition, the reinforcement condition and the like of the foundation meet the design requirements;
h, checking basic acceptance data and conference summary, and checking whether the basic data meet design and standard requirements and problems of basic hidden projects in the construction process;
i, looking up a foundation pile settlement observation report of the project in the construction process;
j refers to whether there is design change data.
Further, the pile foundation detection method in the third step is an acoustic transmission method, and specifically comprises the following steps:
the working principle of the concrete cast-in-place pile detection by the sound wave transmission method is as follows: a plurality of vertical sound measuring tubes which are parallel to each other are pre-buried in a measured pile to serve as detection channels, an ultrasonic pulse transmitting transducer and an ultrasonic pulse receiving transducer are arranged in the sound measuring tubes, clear water is filled in the tubes to serve as a coupling agent, ultrasonic pulses are transmitted by an instrument transmitting transducer, penetrate through pile body concrete to be measured and are received by the instrument through the ultrasonic pulse receiving transducer, and parameters such as sound, wave amplitude of a received wave head wave, received wave main frequency and the like when ultrasonic waves penetrate through the concrete are judged. The ultrasonic pulse signal changes the propagation time, vibration amplitude, waveform, main frequency and the like of the received signal in the concrete due to diffraction, refraction, multiple reflection and different absorption attenuation in the propagation process of the concrete, so that the received signal carries information about the dense defect condition, integrity degree and the like of the propagation medium, namely the tested pile body concrete. The data processing and analyzing software of the instrument comprehensively analyzes various sound parameters of the received signals, so that the integrity, the internal defect property, the position, the overall uniformity grade and the like of the pile body concrete can be judged, and the detection work is completed.
Further, the processing and determination of the detection data acquired by the acoustic transmission method specifically include:
the detection data statistic analysis parameters are as follows:
average of sound speed measurements:
standard deviation of sound velocity measurements:
③ the dissimilarity coefficient of the sound velocity measurement value: cv＝Sv/Va；
Average value of amplitude measurement values:
pile body concrete defect criterion:
1) sound velocity criterion: when the measured sound velocity of the concrete is lower than the sound velocity critical value, the measured sound velocity of the concrete is taken as a defect area, namely Vi<VDIn which V isiIs the sound velocity value, V, of the ith measuring pointDThe sound velocity critical value is the difference between the average sound velocity of normal concrete and 2 times of sound velocity standard deviation, namely VD＝Va-2Sv；
2) Amplitude criterion: the average amplitude value minus 6dB is used as the critical value of amplitude, and when the actually measured amplitude is lower than the critical value of amplitude, it should be used as the suspicious defect area A0＝Aa-6；
3) PSD criterion: adopting a slope method as an auxiliary anomaly criterion, and when the PSD value is at a certain measuring point;
when the nearby variation is obvious, it should be regarded as a suspicious defect area,
and comprehensively analyzing the integrity and defect properties of the pile body according to the criteria and by combining various factors such as the distortion of the received waveform, the main frequency drift and the like.
Further, the processing and determination of the detection data acquired by the acoustic transmission method further includes:
judging the integrity category of the pile body:
pile type I: the sound velocity and the wave amplitude value of each measuring point of each acoustic profile are larger than critical values, and the waveform is normal;
pile type II: the sound velocity and wave amplitude of individual measuring points of a certain sound measuring section are slightly smaller than critical values, but the waveform is basically normal;
pile type III: the sound velocity and wave amplitude values of a plurality of continuous measuring points on a certain sound velocity profile or the section of a pile at a certain depth are smaller than critical values, the PSD value is increased, and the waveform is distorted;
and (3) pile type IV: the sound velocity and wave amplitude values of a plurality of continuous measuring points on a certain sound velocity profile or the section of a pile with a certain depth are obviously smaller than critical values, the PSD value is suddenly changed, and the waveform is seriously distorted.
Further, the pile foundation detection method in the third step is a core drilling detection method, which specifically comprises the following steps: randomly arranging the positions of the foundation piles for spot inspection according to the number of the spot inspection and the actual situation of the site: 1) the installation of the drilling machine equipment needs to be circumferential, stable and horizontal, the drilling machine cannot incline or displace in the core drilling process, and the verticality deviation of a core drilling hole is not more than 0.5 percent; 2) The footage of each drilling is controlled within 1.5m, when drilling to the bottom of the pile, the method and the process are adopted, such as decompression, slow drilling, dry drilling and the like, the sediment at the bottom of the pile is drilled and the sediment thickness is measured; 3) the drilled core sample is put into a core sample box according to the sequence of the next time, drilling operators record the drilling condition and the abnormal drilling condition, preliminarily describe the quality of the core sample, and judge and record the core sample of the core sample concrete, the pile bottom sediment and the pile end bearing layer in detail; 4) after drilling to the pile end, the footage of the core of the pile end bearing layer is not less than 1m, so that a complete long columnar core is drilled; 5) after the core drilling is finished, the core sample and the drilling signboard are photographed in a complete manner.
Further, obtaining a core sample of the core drilling detection method, intercepting and carrying out a processing test:
core sample cutting and processing:
1) when the pile length is less than 10m, 2 groups of core samples are cut out of each hole; when the pile length is 10-30 m, 3 groups of core samples are cut out of each hole, and when the pile length is more than 30m, not less than 4 groups of core samples are cut out of each hole; 2) the distance between the position of the upper core sample and the designed elevation of the pile top is not more than 1 time of the pile diameter or more than 2m, the distance between the position of the lower core sample and the pile bottom is not more than 1 time of the pile diameter or more than 2m, and the middle core samples are cut at equal intervals; 3) when the defect position can be sampled, 1 group of core samples are cut out to carry out a concrete compression test; 4) 3 compression-resistant test pieces are manufactured for each group of concrete core samples;
and (3) testing the compressive strength of the core sample:
1) the compression strength test of the concrete core sample test piece is executed according to the current national standard GB/T50081 of the standard for testing the mechanical properties of common concrete; 2) taking the average value of the strength values of a group of 3 test pieces as the compression strength detection value of the reorganized concrete core sample test piece; 3) taking the minimum value of the compressive strength detection values of the concrete core sample test pieces at different depth positions of the same detected pile as the compressive strength detection value of the concrete core sample test piece of the pile;
judging the integrity of the pile body:
the integrity of the pile body is comprehensively judged according to a pile body integrity table in 7.6.3 of JGJ 106-2014 by combining the number of core drilling holes, the on-site concrete core sample characteristics and the core sample test piece compressive strength test result;
verifying the uniaxial compressive strength and the rock-socketed depth of the rock on the pile end bearing layer:
because the early-stage data of the engineering are complete, a third party detects a rock uniaxial compressive strength report, and the rock-socketed depth is confirmed by Party A and supervision signature, the company verifies and detects the rock uniaxial compressive strength and the rock-socketed depth of the pile-end bearing stratum of the engineering. The uniaxial compressive strength of the rock of the pile end bearing layer is extracted to evaluate at least 3 core samples, and the rock-socketed depth is verified by drilling a position beside the extracted foundation pile.
Further, for the field test result, all test items are embodied in the report body, and the test report content mainly includes, but is not limited to, the following blocks: project overview, detection purposes, detection range, detection basis, field detection data, detection details, conclusion and suggestion, accessories and the like.
After the detection report is finished by the internal group, the report is checked and modified according to the internal three-level checking system of the unit to form a primary draft. Then the report is submitted to a company technical group for auditing, and the report is modified according to the corresponding modification opinions to form a formal report version and submitted, so that a scientific basis can be provided for later work of entrustment units.
The beneficial technical effects of the invention are as follows: the quality detection scheme of the pile foundation is provided in a normative way by combining topographic features, the content depth meets the requirements of the related technical marking standard of the current country and industry, the objective, real, accurate and reliable report detection data is ensured, the conclusion obtained according to the comprehensive analysis of the detection data is real and accurate and is not biased to any party, and the construction quality of the project is scientifically judged to be laid for later matters.
Detailed Description
Example 1
An address pile foundation rock and soil quality detection technology comprises the following steps:
fourthly, according to the detection data corresponding to the engineering construction provided by the consignor, the validity and the integrity of the data are consulted and verified; checking the condition of a bearing stratum, the rock-socketed depth, the integrity condition of a pile body, the length of the pile, the compressive strength of concrete of the pile body, the thickness of sediment at the bottom of a hole, the diameter of the pile and the size of a main reinforcement by looking up the data and the actual situation on site;
fifthly, during on-site construction, on-site raw materials, uniaxial compressive strength of a foundation bearing layer and the like are all sent to a qualified detection unit to be detected according to standard requirements, all on-site processes are all carried out under on-site supervision and supervision, and the next process can be carried out after the sent materials are qualified, so that the construction quality of the raw materials in the construction process of the foundation pile is ensured;
sixthly, after the pile foundation construction preparation work is finished, pile foundation detection is carried out.
Further, the checking of the detection data includes:
a) looking up a geological survey report and a geological advanced drilling report, and checking the overall geological condition of the engineering site;
b, looking up foundation groove inspection data, and checking whether the lithology of the bearing stratum, the rock-socketed depth and the sediment thickness of the pile end of the foundation pile meet the design requirements;
c, looking up a rock uniaxial compressive strength detection report, and checking whether the rock uniaxial compressive strength of the pile end bearing stratum meets the design requirement;
d, looking up a pile body integrity detection report, and checking whether the pile body integrity of the foundation pile meets the design and acceptance standard requirements;
e, consulting a foundation concrete test block compressive strength detection report, and checking whether the engineering foundation concrete compressive strength meets the design strength grade requirement;
f, looking up a steel bar raw material and steel bar connection detection report, and checking whether the connection between the steel bar raw material and the steel bar of the engineering foundation meets the standard requirement;
g) looking up basic acceptance data, and checking whether the cross section condition, reinforcement arrangement condition and the like of the foundation meet the design requirements;
h) checking basic acceptance data and a conference summary, and checking whether the basic data meet design and specification requirements and problems of basic hidden projects in the construction process;
i) looking up a foundation pile settlement observation report in the construction process of the project;
j) whether design change data exists is checked.
Further, the pile foundation detection method in the third step is an acoustic transmission method, and specifically comprises the following steps:
the working principle of the concrete cast-in-place pile detection by the sound wave transmission method is as follows: a plurality of vertical sound measuring tubes which are parallel to each other are pre-buried in a measured pile to serve as detection channels, an ultrasonic pulse transmitting transducer and an ultrasonic pulse receiving transducer are arranged in the sound measuring tubes, clear water is filled in the tubes to serve as a coupling agent, ultrasonic pulses are transmitted by an instrument transmitting transducer, penetrate through pile body concrete to be measured and are received by the instrument through the ultrasonic pulse receiving transducer, and parameters such as sound, wave amplitude of a received wave head wave, received wave main frequency and the like when ultrasonic waves penetrate through the concrete are judged. The ultrasonic pulse signal changes the propagation time, vibration amplitude, waveform, main frequency and the like of the received signal in the concrete due to diffraction, refraction, multiple reflection and different absorption attenuation in the propagation process of the concrete, so that the received signal carries information about the dense defect condition, integrity degree and the like of the propagation medium, namely the tested pile body concrete. The data processing and analyzing software of the instrument comprehensively analyzes various sound parameters of the received signals, so that the integrity, the internal defect property, the position, the overall uniformity grade and the like of the pile body concrete can be judged, and the detection work is completed.
Further, the processing and determination of the detection data acquired by the acoustic transmission method specifically include:
the detection data statistic analysis parameters are as follows:
average of sound speed measurements:
standard deviation of sound velocity measurements:
③ the dissimilarity coefficient of the sound velocity measurement value: cv＝Sv/Va；
Average value of amplitude measurement values:
pile body concrete defect criterion:
1) sound velocity criterion: when the measured sound velocity of the concrete is lower than the sound velocity critical value, the measured sound velocity of the concrete is taken as a defect area, namely Vi<VDIn which V isiIs the sound velocity value, V, of the ith measuring pointDIs a critical value of sound velocityThe threshold value is the difference between the average value of the sound velocity of normal concrete and the standard deviation of 2 times of the sound velocity, namely VD＝Va-2Sv；
2) Amplitude criterion: the average amplitude value minus 6dB is used as the critical value of amplitude, and when the actually measured amplitude is lower than the critical value of amplitude, it should be used as the suspicious defect area A0＝Aa-6；
3) PSD criterion: adopting a slope method as an auxiliary anomaly criterion, and when the PSD value is at a certain measuring point;
when the nearby variation is obvious, it should be regarded as a suspicious defect area,
and comprehensively analyzing the integrity and defect properties of the pile body according to the criteria and by combining various factors such as the distortion of the received waveform, the main frequency drift and the like.
Further, the processing and determination of the detection data acquired by the acoustic transmission method further includes:
judging the integrity category of the pile body:
pile type I: the sound velocity and the wave amplitude value of each measuring point of each acoustic profile are larger than critical values, and the waveform is normal;
pile type II: the sound velocity and wave amplitude of individual measuring points of a certain sound measuring section are slightly smaller than critical values, but the waveform is basically normal;
pile type III: the sound velocity and wave amplitude values of a plurality of continuous measuring points on a certain sound velocity profile or the section of a pile at a certain depth are smaller than critical values, the PSD value is increased, and the waveform is distorted;
and (3) pile type IV: the sound velocity and wave amplitude values of a plurality of continuous measuring points on a certain sound velocity profile or the section of a pile with a certain depth are obviously smaller than critical values, the PSD value is suddenly changed, and the waveform is seriously distorted.
Further, the pile foundation detection method in the third step is a core drilling detection method, which specifically comprises the following steps: randomly arranging the positions of the foundation piles for spot inspection according to the number of the spot inspection and the actual situation of the site: 1) the installation of the drilling machine equipment needs to be circumferential, stable and horizontal, the drilling machine cannot incline or displace in the core drilling process, and the verticality deviation of a core drilling hole is not more than 0.5 percent; 2) The footage of each drilling is controlled within 1.5m, when drilling to the bottom of the pile, the method and the process are adopted, such as decompression, slow drilling, dry drilling and the like, the sediment at the bottom of the pile is drilled and the sediment thickness is measured; 3) the drilled core sample is put into a core sample box according to the sequence of the next time, drilling operators record the drilling condition and the abnormal drilling condition, preliminarily describe the quality of the core sample, and judge and record the core sample of the core sample concrete, the pile bottom sediment and the pile end bearing layer in detail; 4) after drilling to the pile end, the footage of the core of the pile end bearing layer is not less than 1m, so that a complete long columnar core is drilled; 5) after the core drilling is finished, the core sample and the drilling signboard are photographed in a complete manner.
Further, obtaining a core sample of the core drilling detection method, intercepting and carrying out a processing test:
core sample cutting and processing:
1) when the pile length is less than 10m, 2 groups of core samples are cut out of each hole; when the pile length is 10-30 m, 3 groups of core samples are cut out of each hole, and when the pile length is more than 30m, not less than 4 groups of core samples are cut out of each hole; 2) the distance between the position of the upper core sample and the designed elevation of the pile top is not more than 1 time of the pile diameter or more than 2m, the distance between the position of the lower core sample and the pile bottom is not more than 1 time of the pile diameter or more than 2m, and the middle core samples are cut at equal intervals; 3) when the defect position can be sampled, 1 group of core samples are cut out to carry out a concrete compression test; 4) 3 compression-resistant test pieces are manufactured for each group of concrete core samples;
and (3) testing the compressive strength of the core sample:
1) the compression strength test of the concrete core sample test piece is executed according to the current national standard GB/T50081 of the standard for testing the mechanical properties of common concrete; 2) taking the average value of the strength values of a group of 3 test pieces as the compression strength detection value of the reorganized concrete core sample test piece; 3) taking the minimum value of the compressive strength detection values of the concrete core sample test pieces at different depth positions of the same detected pile as the compressive strength detection value of the concrete core sample test piece of the pile;
judging the integrity of the pile body:
the integrity of the pile body is comprehensively judged according to a pile body integrity table in 7.6.3 of JGJ 106-2014 by combining the number of core drilling holes, the on-site concrete core sample characteristics and the core sample test piece compressive strength test result;
verifying the uniaxial compressive strength and the rock-socketed depth of the rock on the pile end bearing layer:
because the early-stage data of the engineering are complete, a third party detects a rock uniaxial compressive strength report, and the rock-socketed depth is confirmed by Party A and supervision signature, the company verifies and detects the rock uniaxial compressive strength and the rock-socketed depth of the pile-end bearing stratum of the engineering. The uniaxial compressive strength of the rock of the pile end bearing layer is extracted to evaluate at least 3 core samples, and the rock-socketed depth is verified by drilling a position beside the extracted foundation pile.
According to the actual situation and relevant specifications on site, the section size of the foundation pile is detected by using a steel tape, the vertical cross measurement of the section size of the top of the foundation pile is carried out for 2 times, the average value of the measurement is taken as a test result, and the detection result meets the requirements of 'acceptance standard for construction quality of foundation engineering of building foundation' GB50202-2018 (the deviation of the pile diameter is more than or equal to 0 mm). And (3) checking the sizes of the main reinforcements of the foundation pile by using a vernier caliper on site, wherein the size of each main reinforcement meets the design requirement and can be judged to be qualified.
When the integrity of the pile body of the foundation pile is judged to be a III-type pile in the detection process, namely the pile body has obvious defects and influences the bearing capacity of the pile body structure, the construction needs to be stopped immediately, and whether the pile body can be used continuously is determined by a designed constructor through careful consideration or accounting; when the integrity of the pile body of the foundation pile is judged to be III and IV piles, the construction of the piles with serious defects of the pile body needs to be stopped immediately, the detection result is reported to a consignment unit, and a registrant of the design unit determines the processing method after modeling checking calculation. And informing the entrusting organization in time and reporting to a construction governing department at the engineering location. The construction unit should organize the construction engineering participating units to provide a treatment scheme for the problems found in the detection and timely treat the problems. After the treatment, the construction can be carried out after the qualified detection unit detects the qualified construction.
Repair measures for local damage:
and (3) repairing the local damaged part of the member by adopting micro-expansion self-compaction concrete with the strength higher than the original design strength by one grade, wherein the repairing is carried out according to the relevant national technical specifications strictly.
Further, for the field test result, all test items are embodied in the report body, and the test report content mainly includes, but is not limited to, the following blocks: project overview, detection purposes, detection range, detection basis, field detection data, detection details, conclusion and suggestion, accessories and the like.
After the detection report is finished by the internal group, the report is checked and modified according to the internal three-level checking system of the unit to form a primary draft. Then the report is submitted to a company technical group for auditing, and the report is modified according to the corresponding modification opinions to form a formal report version and submitted, so that a scientific basis can be provided for later work of entrustment units.
The foregoing is a preferred embodiment of the present invention, and it should be understood that those skilled in the art can derive the related technical solutions through logic analysis, reasoning or experiment based on the concepts of the present invention without creative efforts, and therefore, the related technical solutions should be within the protection scope of the present claims.
Claims (8)
1. An address pile foundation rock and soil quality detection technology is characterized in that: the method comprises the following steps:
firstly, according to the detection data corresponding to the engineering construction provided by the consignor, the validity and the integrity of the data are consulted and verified; checking the condition of a bearing stratum, the rock-socketed depth, the integrity condition of a pile body, the length of the pile, the compressive strength of concrete of the pile body, the thickness of sediment at the bottom of a hole, the diameter of the pile and the size of a main reinforcement by looking up the data and the actual situation on site;
secondly, during on-site construction, on-site raw materials, uniaxial compressive strength of a foundation bearing layer and the like are sent to a qualified detection unit for detection according to standard requirements, all on-site processes are carried out under on-site supervision and supervision, and the next process can be carried out after the materials to be detected are qualified, so that the construction quality of the raw materials in the construction process of the foundation pile is ensured;
and after the pile foundation construction preparation work is finished, pile foundation detection is carried out.
2. The technical process for detecting the geotechnical quality of the address pile foundation according to claim 1, wherein: the checking of the detection data comprises:
a, consulting a geological survey report and a geological advanced drilling report, and checking the overall geological condition of the engineering site;
b, looking up foundation groove inspection data, and checking whether the lithology of the bearing stratum, the rock-socketed depth and the sediment thickness of the pile end of the foundation pile meet the design requirements;
c, looking up a rock uniaxial compressive strength detection report, and checking whether the rock uniaxial compressive strength of the pile end bearing layer meets the design requirement;
d, looking up a pile body integrity detection report, and checking whether the pile body integrity of the foundation pile meets the design and acceptance standard requirements;
e, looking up a foundation concrete test block compressive strength detection report, and checking whether the engineering foundation concrete compressive strength meets the design strength grade requirement;
f, looking up a steel bar raw material and steel bar connection detection report, and checking whether the connection of the steel bar raw material and the steel bar of the engineering foundation meets the standard requirement;
g, looking up basic acceptance data, and checking whether the section condition, the reinforcement condition and the like of the foundation meet the design requirements;
h, looking up basic acceptance data and meeting minutes, and checking whether the basic data meet design and specification requirements and problems of basic hidden projects in the construction process;
i, looking up a foundation pile settlement observation report of the project in the construction process;
j refers to whether there is design change data.
3. The technical process for detecting the quality of the geotechnical soil of the address pile foundation as claimed in claim 2, wherein: the third step of the pile foundation detection method is a sound wave transmission method, and specifically comprises the following steps:
the working principle of the concrete cast-in-place pile detection by the sound wave transmission method is as follows: a plurality of vertical sound measuring tubes which are parallel to each other are pre-buried in a measured pile to serve as detection channels, an ultrasonic pulse transmitting transducer and a receiving transducer are arranged in the sound measuring tubes, clear water is filled in the tubes to serve as a coupling agent, the ultrasonic pulse is transmitted by an instrument transmitting transducer, penetrates through concrete of a pile body to be measured, is received by the instrument through the receiving transducer, and parameters such as the sound of the ultrasonic wave penetrating through the concrete, the wave amplitude of a received wave head wave, the main frequency of the received wave and the like are interpreted. The ultrasonic pulse signal changes the propagation time, vibration amplitude, waveform, main frequency and the like of the received signal in the concrete due to diffraction, refraction, multiple reflection and different absorption attenuation in the propagation process of the concrete, so that the received signal carries information about the dense defect condition, integrity degree and the like of the propagation medium, namely the concrete of the pile body to be detected. The data processing and analyzing software of the instrument comprehensively analyzes various sound parameters of the received signals, so that the integrity, the internal defect property, the position, the overall uniformity grade and the like of the pile body concrete can be judged, and the detection work is completed.
4. The technical process for detecting the geotechnical quality of the address pile foundation according to claim 3, wherein: the processing and judgment of the detection data acquired by adopting the acoustic transmission method specifically comprise the following steps:
the detection data statistic analysis parameters are as follows:
average of sound speed measurements:
standard deviation of sound velocity measurements:
③ the dissimilarity coefficient of the sound velocity measurement value: cv＝Sv/Va；
Average value of amplitude measurement values:
pile body concrete defect criterion:
1) sound velocity criterion: when the measured sound velocity of the concrete is lower than the sound velocity critical value, the measured sound velocity of the concrete is taken as a defect area, namely Vi<VDIn which V isiIs the sound velocity value, V, of the ith measuring pointDThe sound velocity critical value is the difference between the average sound velocity of normal concrete and 2 times of sound velocity standard deviation, namely VD＝Va-2Sv；
2) Amplitude criterion: the average amplitude value minus 6dB is used as the critical value of amplitude, and when the actually measured amplitude is lower than the critical value of amplitude, it should be used as the suspicious defect area A0＝Aa-6；
3) PSD criterion: adopting a slope method as an auxiliary anomaly criterion, and when the PSD value is at a certain measuring point;
when the nearby variation is obvious, it should be regarded as a suspicious defect area,
and comprehensively analyzing the integrity and defect properties of the pile body according to the criteria and by combining various factors such as the distortion of the received waveform, the main frequency drift and the like.
5. The technical process for detecting the quality of the rock soil of the address pile foundation according to claim 4, wherein the technical process comprises the following steps: the processing and determination of the detection data acquired by the acoustic transmission method further includes:
judging the integrity category of the pile body:
pile type I: the sound velocity and the wave amplitude value of each measuring point of each acoustic profile are larger than critical values, and the waveform is normal;
pile type II: the sound velocity and wave amplitude of individual measuring points of a certain sound measuring section are slightly smaller than critical values, but the waveform is basically normal;
pile type III: the sound velocity and wave amplitude values of a plurality of continuous measuring points on a certain sound velocity profile or the section of a pile with a certain depth are smaller than critical values, the PSD value is increased, and the waveform is distorted;
and (3) pile type IV: the sound velocity and wave amplitude values of a plurality of continuous measuring points on a certain sound velocity profile or the section of a pile with a certain depth are obviously smaller than critical values, the PSD value is suddenly changed, and the waveform is seriously distorted.
6. The technical process for detecting the quality of the rock soil of the address pile foundation according to claim 5, wherein the technical process comprises the following steps: the third step of the pile foundation detection method is a core drilling detection method, and specifically comprises the following steps: randomly arranging the positions of the foundation piles for spot inspection according to the number of the spot inspection and the actual situation of the site: 1) the installation of the drilling machine equipment needs to be circumferential, stable and horizontal, the drilling machine cannot incline or displace in the core drilling process, and the verticality deviation of a core drilling hole is not more than 0.5 percent; 2) the footage of each drilling is controlled within 1.5m, when drilling to the bottom of the pile, the method and the process are adopted, such as decompression, slow drilling, dry drilling and the like, the sediment at the bottom of the pile is drilled and the sediment thickness is measured; 3) the drilled core sample is put into a core sample box according to the sequence of the next time, drilling operators record the drilling condition and the abnormal drilling condition, preliminarily describe the quality of the core sample, and judge and record the core sample of the core sample concrete, the pile bottom sediment and the pile end bearing layer in detail; 4) after drilling to the pile end, the footage of the core of the pile end bearing layer is not less than 1m, so that a complete long columnar core is drilled; 5) after the core drilling is finished, the core sample and the drilling signboard are photographed in a complete manner.
7. The technical process for detecting the quality of the rock soil of the address pile foundation according to claim 6, wherein the technical process comprises the following steps: obtaining a core sample of the core drilling detection method, intercepting and carrying out a processing test:
core sample cutting and processing:
1) when the pile length is less than 10m, 2 groups of core samples are cut out of each hole; when the pile length is 10-30 m, 3 groups of core samples are cut out of each hole, and when the pile length is more than 30m, not less than 4 groups of core samples are cut out of each hole; 2) the distance between the upper core sample position and the designed elevation of the pile top is not more than 1 time of the pile diameter or more than 2m, the distance between the lower core sample position and the pile bottom is not more than 1 time of the pile diameter or more than 2m, and the middle core samples are cut at equal intervals; 3) when the defect position can be sampled, 1 group of core samples are cut out to carry out a concrete compression test; 4) 3 compression-resistant test pieces are manufactured for each group of concrete core samples;
and (3) testing the compressive strength of the core sample:
1) the compression strength test of the concrete core sample test piece is executed according to the current national standard GB/T50081 of the standard for testing the mechanical properties of common concrete; 2) taking the average value of the strength values of a group of 3 test pieces as the compression strength detection value of the reorganized concrete core sample test piece; 3) taking the minimum value of the compressive strength detection values of the concrete core sample test pieces at different depth positions of the same detected pile as the compressive strength detection value of the concrete core sample test piece of the pile;
judging the integrity of the pile body:
the integrity of the pile body is comprehensively judged according to a pile body integrity table in 7.6.3 of JGJ 106-2014 by combining the number of core drilling holes, the on-site concrete core sample characteristics and the core sample test piece compressive strength test result;
verifying the uniaxial compressive strength and the rock-socketed depth of the rock on the pile end bearing layer:
because the early-stage data of the engineering are complete, a third party detects a rock uniaxial compressive strength report, and the rock-socketed depth is confirmed by Party A and supervision signature, the company verifies and detects the rock uniaxial compressive strength and the rock-socketed depth of the pile-end bearing stratum of the engineering. The uniaxial compressive strength of the rock of the pile end bearing layer is extracted to evaluate at least 3 core samples, and the rock-socketed depth is verified by drilling a position beside the extracted foundation pile.
8. The technical process for detecting the quality of the rock soil of the address pile foundation according to claim 7, wherein the technical process comprises the following steps: aiming at the field detection result, all detection items are embodied in a report body, and the content of the detection report mainly comprises but is not limited to the following plates: project overview, detection purposes, detection range, detection basis, field detection data, detection details, conclusion and suggestion, accessories and the like.
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