CN101922159A - Method for quickly detecting quality of gravel pile - Google Patents
Method for quickly detecting quality of gravel pile Download PDFInfo
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- CN101922159A CN101922159A CN 201010232312 CN201010232312A CN101922159A CN 101922159 A CN101922159 A CN 101922159A CN 201010232312 CN201010232312 CN 201010232312 CN 201010232312 A CN201010232312 A CN 201010232312A CN 101922159 A CN101922159 A CN 101922159A
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Abstract
The invention relates to a method for quickly detecting the quality of a gravel pile, which comprises the following steps: the process for carrying out a heavy dynamic penetration test (DPT) on a pile body comprises the following steps: in the heavy dynamic penetration test, by using a power hammer of which the weight is 63.5kg and the drop height is 76cm and using a cone head as a penetration head, carrying out continuous heavy dynamic penetration tests along the depth direction of the pile body, recording the actually measured hammering number when the pile body is penetrated for every 10cm, correcting the hammering number, and then, determining the bearing capacity (kPa) of the foundation according to the corrected heavy cone dynamic penetration hammering number N63.5; and the process for carrying out a standard penetration test (SPT) comprises the following steps: by using a punching hammer of which the weight is 63.5kg and the drop height is 76cm, punching a standard penetrometer into the soil for 15cm and then for 30cm, utilizing the hammering number for last 30cm as a standard penetration test index, and then, computing the bearing capacity of the foundation after correcting the hammering number according to the corrected heavy cone dynamic penetration hammering number N63.5.
Description
Technical field
The invention belongs to the highway construction field, be specifically related to a kind of method for quickly detecting quality of gravel pile.
Background technology
Along with social economy and transport development with develop rapidly, in highway engineering construction, constantly relate to the treatment of soft foundation problem.Because weak soil can work the mischief to roadbed, cause the table sedimentation of significantly road and the lateral displacement of roadbed ground of road structure safety, the science soft soil foundation is exactly the inevitable engineering technology problem of soft clay area highway construction.In soft soil roadbed ground stabilization, vibro-replacement stone column method is a kind of processing method simpler and easy, that the consolidation effect generation is fast of constructing, and utilizes a rubble pile body rubble and all ground weak soils of stake to combine, and forms the supporting capacity that composite foundation has improved former soft foundation.Therefore the quality in the ground stabilization of broken stone pile roadbed directly influences the quality of engineering.
The conventional test methodologies of current domestic road metal quality of pile (as load etc.) ubiquity detection time is long, detect shortcoming such as cost height, can not well estimate fast and accurately workmanship, be difficult to catch up with the construction speed of highway, influence construction speed.Therefore, studying a kind of rapid and precise appraisal procedure is the present task of top priority.
Summary of the invention
The objective of the invention is to overcome the defective of prior art, a kind of method of rapid and precise detection quality of gravel pile is provided, this method is judged the composite foundation supporting capacity fast by pile body heavy dynamic penetration (DPT) and inter-pile soil standard penetration test (SPT), and evaluation index is a blow number.
The technical scheme that realizes the object of the invention is: method for quickly detecting quality of gravel pile comprises the following steps:
Carry out pile body heavy dynamic penetration (DPT) test procedure: adopt heavy dynamic penetration test, power hammer quality 63.5kg, fall apart from 76cm, contact probe is a nose cone, carry out continuous injection heavy dynamic penetration test along the pile body depth direction, write down the actual measurement hammering number of every injection 10cm, hit number correction, hit several N with revised heavy cone dynamic sounding
63.5Determine bearing capacity of foundation soil (kPa);
Carry out standard penetration test (SPT) step: be the punching hammer of 63.5 kg with quality, the distance that falls with 76 cm, standard penetrometer is squeezed into 15cm in the soil, squeeze into 30 cm again, hammering number with back 30 cm is the standard penetration test index, after hitting the number correction, hit several N according to revised heavy cone dynamic sounding
63.5Carrying out bearing capacity of foundation soil calculates.
Described pile body heavy dynamic penetration (DPT) test procedure of carrying out specifically comprises the following steps:
1. sliding bar is vertically stood on a stake face, stand on by the sliding bar scale is parallel;
2. power hammer is carried to specified altitude;
3. unclamp power hammer, power hammer is freely fallen, impact pile body;
4. carry out continuous injection heavy dynamic penetration test along the pile body depth direction, write down the actual measurement hammering number of every injection 10cm;
5. work as heavy dynamic penetration and hit several average N continuous three times
63.550 o'clock, can stop test, after hitting number and revising, according to revised N
63.5Carry out bearing capacity calculation.
Described step is hit number correction in 5., and actual measurement hammering number is revised by following formula:
The pile body bearing capacity of described step in 5. calculates: hit number according to revised heavy dynamic penetration, 2 pile body bearing capacities of trying to achieve broken stone pile of tabling look-up.
Table 2 hits several N with revised heavy cone dynamic sounding
63.5Determine bearing capacity of foundation soil (kPa)
Described standard penetration test (SPT) step of carrying out specifically comprises the following steps:
1) earlier by using bore extracting core process rotary drilling method, the control footage per round trip, take existing probing and sampling method, carry out standard penetration test along the pile body depth direction every 1.5m again, when creeping into to the above 15cm of test absolute altitude place, stop to creep into, surflaes at the bottom of the cleaning hole, and then carry out standard penetration test;
2) during standard penetration test, earlier whole system of bars is removed the testing position place together with the hammering system one that is statically placed in the drilling rod top;
3) beat the stage in advance: earlier penetrator is squeezed into 150mm in the soil, reached 50 as hammering and hit, pile penetration does not reach 150mm, writes down actual pile penetration;
4) experimental stage: penetrator is reentered native 300mm, and the hammering number of 10cm whenever squeezed in record, and the hammering number that accumulative total is squeezed into 300mm is the standard blow number; Hit number when accumulative total and reached 30 and hit, and pile penetration does not reach 300mm, termination test writes down actual pile penetration △ S and accumulative total hammering n, and the dynamic sounding that is calculated as follows injection 300mm hits number, N
, 63.5=300n/ △ S, the pile penetration of n (mm) is counted in the hammering of △ S-correspondence in the formula.
5) according to bar length number is hit in actual measurement and carry out that bars are long to be revised, method is identical with method in the SPT step.
6) pile body bearing capacity calculates, and method is identical with method in the SPT step.
Described carrying out further comprises the preceding preparation step of DPT test before the pile body heavy dynamic penetration test step, comprising:
Smooth place: so that rig is in place smoothly;
Make regular check on the used drilling rod of heavy dynamic penetration test, guarantee that drilling rod is crooked relatively less than 1/1000, joint is firm;
Heavy dynamic penetration test adopts automatically-unhooked free-falling hammer method, and reduces the frictional resistance between guide peg and hammer.
Further comprise the preceding preparation step of SPT test before the described SPT test program step, comprising:
Smooth place: so that rig is in place smoothly;
Adjust rig level and verticality: carry out rig level and rectify perpendicular with spirit level;
The stock tank of dredging: make the slush pump operate as normal form circulating mud.
Beneficial effect of the present invention is that pile body heavy dynamic penetration (DPT) has clear superiority with the relative traditional detection method of inter-pile soil standard penetration test (SPT):
From test speed, checkout equipment testing efficiency height.The construction of highway at present is in the developing period of a high speed, and task weighs, is pressed for time, and therefore man-hour and the operating efficiency for the subgrade compaction quality examination all proposed higher requirement.When utilizing pile body heavy dynamic penetration (DPT) and inter-pile soil standard penetration test (SPT) test quality of gravel pile, instrumentation is simple relatively, testing time is short, as shown in table 3, and not limited by the place, can satisfy present highway construction to the higher requirement that testing proposes, be more suitable for the big workload fast detecting of broken stone pile on a large scale.
Contrast detection time of table 3 various device
Pile body heavy dynamic penetration (DPT) and inter-pile soil standard penetration test (SPT) detect, and improve test job efficient, guarantee workmanship, for design, construction and maintenance provide reliable foundation, thereby reduce the life-cycle investment application life of improving engineering.
The specific embodiment
Be described further below in conjunction with embodiment.
Method for quickly detecting quality of gravel pile comprises the following steps:
(1) preparation before the DPT test:
Smooth place: so that rig is in place smoothly.
The used drilling rod of heavy dynamic penetration test should be made regular check on, and drilling rod is crooked relatively, and joint should be firm less than 1/1000, otherwise drilling rod can side direction rock after being subjected to hammering.
Heavy dynamic penetration test should adopt automatically-unhooked free-falling hammer method, and reduces the frictional resistance between guide peg and hammer, to keep hammering energy constant.
(2) DPT test program: carry out after installation and the inspection work, the point that selection will be surveyed moves on to testing location with DPT and detects.
1. sliding bar is vertically stood on a stake face, stand on by the sliding bar scale is parallel.
2. power hammer is carried to specified altitude.
3. unclamp power hammer, power hammer is freely fallen, impact pile body.
4. carry out continuous injection heavy dynamic penetration test along the pile body depth direction, write down the actual measurement hammering number of every injection 10cm.
5. to heavy dynamic penetration, as continuous three N
63.550 o'clock, can stop test.
6. actual measurement is hit to count and is carried out the long correction of bar, and actual measurement hammering number is revised by following formula:
N
63.5, N
, 63.5, being respectively and revising that the back heavy dynamic penetration hits number and the actual measurement heavy dynamic penetration hits number, α is a correction factor, presses table 1 value.
Correction factor is counted in the hammering of table 1 heavy cone dynamic sounding
7. bearing capacity calculation is specific as follows: hit number according to revised heavy dynamic penetration, 2 pile body bearing capacities of trying to achieve broken stone pile of tabling look-up.
Table 2 is with revised heavy cone dynamic sounding N
63.5Determine bearing capacity of foundation soil (kPa)
(4) preparation before the SPT test.
Smooth place: so that rig is in place smoothly;
Adjustment level and verticality: carry out rig level and rectify perpendicular with spirit level;
The stock tank of dredging: so that the slush pump operate as normal forms circulating mud.
(5) SPT test program.
By with bore extracting core process rotary drilling method, control footage per round trip earlier, take existing probing and sampling method, carry out standard penetration test along the pile body depth direction every 1.5m again.In order to guarantee the quality of standard penetration test with boring, require to adopt rotary drilling, when creeping into, should stop to creep into surflaes at the bottom of the cleaning hole to the above 15cm of test absolute altitude place.
During standard penetration test, earlier whole system of bars is removed the hole together with the hammering system one that is statically placed in the drilling rod top at the bottom of.Mark passes through the test branch to carry out for two sections:
1. beat the stage in advance: earlier penetrator is squeezed into 150mm in the soil, reached 50 as hammering and hit, pile penetration does not reach 150mm, writes down actual pile penetration.
2. experimental stage: penetrator is reentered native 300mm, and the hammering number of 10cm whenever squeezed in record, and the hammering number that accumulative total is squeezed into 300mm is the standard blow number.Hits number when accumulative total and reached 30 and hit, and pile penetration does not reach 300mm, answers termination test, writes down actual pile penetration △ S and accumulative total hammering n, is calculated as follows the hammering number of injection 300mm,
N
, 63.5=300n/ △ S, the pile penetration of n (mm) is counted in the hammering of △ S-correspondence in the formula.
3. actual measurement is hit to count and is carried out the long correction of bar, and actual measurement hammering number is revised by following formula:
,
N
63.5, N
, 63.5, being respectively and revising that the back heavy dynamic penetration hits number and the actual measurement heavy dynamic penetration hits number, α is a correction factor, presses table 1 value.
Correction factor is counted in the hammering of table 1 heavy cone dynamic sounding
4. the power of carrying is calculated specific as follows:
Hit number according to revised heavy dynamic penetration, 2 pile body bearing capacities of trying to achieve broken stone pile of tabling look-up.
Table 2 is with revised heavy cone dynamic sounding N
63.5Determine bearing capacity of foundation soil (kPa)
Claims (7)
1. method for quickly detecting quality of gravel pile is characterized in that, this method comprises the following steps:
Carry out pile body heavy dynamic penetration (DPT) test procedure: adopt heavy dynamic penetration test, power hammer quality 63.5kg, fall apart from 76cm, contact probe is a nose cone, carry out continuous injection heavy dynamic penetration test along the pile body depth direction, write down the actual measurement hammering number of every injection 10cm, hit number correction, hit several N with revised heavy cone dynamic sounding
63.5Determine bearing capacity of foundation soil (kPa); Carry out standard penetration test (SPT) step: be the punching hammer of 63.5 kg with quality, the distance that falls with 76 cm, standard penetrometer is squeezed into 15cm in the soil, squeeze into 30 cm again, hammering number with back 30 cm is the standard penetration test index, after hitting the number correction, hit several N according to revised heavy cone dynamic sounding
63.5Carrying out bearing capacity of foundation soil calculates.
2.
Method for quickly detecting quality of gravel pile according to claim 1 is characterized in that, the described pile body heavy dynamic penetration test step of carrying out specifically comprises the following steps:
1. sliding bar is vertically stood on a stake face, stand on by the sliding bar scale is parallel;
2. power hammer is carried to specified altitude;
3. unclamp power hammer, power hammer is freely fallen, impact pile body;
4. carry out continuous injection heavy dynamic penetration test along the pile body depth direction, write down the actual measurement hammering number of every injection 10cm;
5. work as heavy dynamic penetration and hit several average N continuous three times
63.550 o'clock, stop test, after hitting number and revise according to bar progress row, according to revised N
63.5Carrying out pile body bearing capacity calculates.
3. method for quickly detecting quality of gravel pile according to claim 1 is characterized in that, the described standard penetration test step of carrying out specifically comprises the following steps:
1) earlier by using bore extracting core process rotary drilling method, the control footage per round trip, take existing probing and sampling method, carry out standard penetration test along the pile body depth direction every 1.5m again, when creeping into to the above 15cm of test absolute altitude place, stop to creep into, surflaes at the bottom of the cleaning hole, and then carry out standard penetration test;
2) during standard penetration test, earlier whole system of bars is removed the testing position place together with the hammering system one that is statically placed in the drilling rod top;
3) beat the stage in advance: earlier penetrator is squeezed into 150mm in the soil, reached 50 as hammering and hit, pile penetration does not reach 150mm, writes down actual pile penetration;
4) experimental stage: penetrator is reentered native 300mm, and the hammering number of 10cm whenever squeezed in record, and the hammering number that accumulative total is squeezed into 300mm is the standard blow number; Hit number when accumulative total and reached 30 and hit, and pile penetration does not reach 300mm, termination test writes down actual pile penetration △ S and accumulative total hammering n, and the dynamic sounding that is calculated as follows injection 300mm hits several N
, 63.5,
N
， 63.5=300n/△S
The pile penetration of n (mm) is counted in the hammering of △ S-correspondence in the formula;
5) according to bar length number being hit in actual measurement revises;
6) pile body bearing capacity calculates.
4. according to claim 2 or 3 described method for quickly detecting quality of gravel pile, it is characterized in that described hitting counted correction, actual measurement hammering number is revised by following formula:
Wherein, N
63.5, N
, 63.5, being respectively and revising that the back heavy dynamic penetration hits number and the actual measurement heavy dynamic penetration hits number, α is a correction factor.
5. according to claim 2 or 3 described method for quickly detecting quality of gravel pile, it is characterized in that described pile body bearing capacity is calculated as: hit number according to revised heavy dynamic penetration, table look-up 2,
Table 2 hits several N with revised heavy cone dynamic sounding
63.5Determine bearing capacity of foundation soil (kPa)
Try to achieve the pile body bearing capacity of broken stone pile.
6. method for quickly detecting quality of gravel pile according to claim 2 is characterized in that, described carrying out further comprises the preceding preparation step of test before the pile body heavy dynamic penetration test step, comprising:
Smooth place: so that rig is in place smoothly;
Make regular check on the used drilling rod of heavy dynamic penetration test, guarantee that drilling rod is crooked relatively less than 1/1000, joint is firm;
Heavy dynamic penetration test adopts automatically-unhooked free-falling hammer method, and reduces the frictional resistance between guide peg and hammer.
7. method for quickly detecting quality of gravel pile according to claim 3 is characterized in that, further comprises the preceding preparation step of test before the described standard penetration test test program step, comprising:
Smooth place: so that rig is in place smoothly;
Adjust rig level and verticality: carry out rig level and rectify perpendicular with spirit level;
The stock tank of dredging: make the slush pump operate as normal form circulating mud.
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| CN 201010232312 CN101922159A (en) | 2010-07-21 | 2010-07-21 | Method for quickly detecting quality of gravel pile |
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|---|---|---|---|
| CN 201010232312 CN101922159A (en) | 2010-07-21 | 2010-07-21 | Method for quickly detecting quality of gravel pile |
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Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN102879551A (en) * | 2012-10-24 | 2013-01-16 | 中国地震局工程力学研究所 | Gravel soil mechanical property evaluation method |
| CN105821911A (en) * | 2015-12-15 | 2016-08-03 | 中国石油天然气集团公司 | Penetrating depth prediction method for self-elevating platform pile leg or pile leg with pile shoe |
| CN107313471A (en) * | 2017-06-29 | 2017-11-03 | 中国二十冶集团有限公司 | Detection method for judging the whole stake design standard of broken stone pile |
| CN109190291A (en) * | 2018-09-26 | 2019-01-11 | 中国电建集团成都勘测设计研究院有限公司 | The method for obtaining dynamic sounding blow counts correction factor |
| CN109555167A (en) * | 2017-09-27 | 2019-04-02 | 中国二十冶集团有限公司 | A kind of fractograph analysis method for broken stone pile compactness inspection |
| CN110130301A (en) * | 2019-05-17 | 2019-08-16 | 中冶集团武汉勘察研究院有限公司 | A kind of method of determining rammer/compacting filling soil layer characteristic load bearing capacity |
| CN114277768A (en) * | 2022-01-27 | 2022-04-05 | 北京宏创天业建设工程有限公司 | Method for excavating cross section of vibroflotation gravel pile body |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102879551A (en) * | 2012-10-24 | 2013-01-16 | 中国地震局工程力学研究所 | Gravel soil mechanical property evaluation method |
| CN105821911A (en) * | 2015-12-15 | 2016-08-03 | 中国石油天然气集团公司 | Penetrating depth prediction method for self-elevating platform pile leg or pile leg with pile shoe |
| CN107313471A (en) * | 2017-06-29 | 2017-11-03 | 中国二十冶集团有限公司 | Detection method for judging the whole stake design standard of broken stone pile |
| CN109555167A (en) * | 2017-09-27 | 2019-04-02 | 中国二十冶集团有限公司 | A kind of fractograph analysis method for broken stone pile compactness inspection |
| CN109190291A (en) * | 2018-09-26 | 2019-01-11 | 中国电建集团成都勘测设计研究院有限公司 | The method for obtaining dynamic sounding blow counts correction factor |
| CN109190291B (en) * | 2018-09-26 | 2022-07-08 | 中国电建集团成都勘测设计研究院有限公司 | Method for obtaining dynamic sounding hammering number correction coefficient |
| CN110130301A (en) * | 2019-05-17 | 2019-08-16 | 中冶集团武汉勘察研究院有限公司 | A kind of method of determining rammer/compacting filling soil layer characteristic load bearing capacity |
| CN114277768A (en) * | 2022-01-27 | 2022-04-05 | 北京宏创天业建设工程有限公司 | Method for excavating cross section of vibroflotation gravel pile body |
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Open date: 20101222 |