CN102619208B - A kind of in-situ test method for carbonate rock boulder filler - Google Patents
A kind of in-situ test method for carbonate rock boulder filler Download PDFInfo
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- CN102619208B CN102619208B CN201210113949.3A CN201210113949A CN102619208B CN 102619208 B CN102619208 B CN 102619208B CN 201210113949 A CN201210113949 A CN 201210113949A CN 102619208 B CN102619208 B CN 102619208B
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Abstract
The invention discloses a kind of in-situ test method for carbonate rock boulder filler, take a foundation ditch at the scene, control well insert explosion in foundation ditch after grating void paving rock-fill, void paving rock-fill middle part get full-page proof carry out void paving filler test, again insert after being completed; Then by vibroroller cmpacting or impact-rolling, compacting is carried out, till settlement observation is without sedimentation to the filler filled; Get full-page proof in the middle part of rock-fill again after completely densified and carry out the test of the filler after compacting, namely obtain water content, dry density, the rock-fill grating of the rock-fill after empty paving rock-fill and completely densified.The present invention adopts the mode of on-the-spot test to obtain water content, dry density, the rock-fill grating of boulder filler, and the data accuracy utilizing which to obtain is high, it can be used as examination criteria effectively can ensure the quality of production.
Description
Technical field
The present invention relates to a kind of filler field testing procedure, especially a kind of in-situ test method for carbonate rock boulder filler.
Background technology
At present, along with the development of national economy, large scale industry and civilian building project get more and more, scale is increasing, and high fill foundation process project quality control problem has become crucial common technology problem.The major quality controlling index of fill construction: water content, dry density and filler grating.How to obtain water content, dry density and the filler grating of banketing, namely examination criteria is crucial.In common test method, have clear and definite restriction to the particle diameter banketed, the particle diameter usually banketed in experiment is all not more than 40mm.For boulder filler, its maximum particle diameter is often beyond the regulation of existing specification, boulder packing material size now used is often between 300 ~ 800mm, therefore, normally adopt now the mode of division to carry out the test of boulder filler, but, the experimental data that such mode obtains often and there is very large difference between field data, when practical application, adopt these data as examination criteria, the quality of producing will certainly be caused to be affected.
Summary of the invention
The object of the invention is: provide a kind of in-situ test method for carbonate rock boulder filler, it accurately can obtain water content, density, grating data after the on-the-spot empty paving of carbonate rock boulder filler and completely densified, to overcome the deficiencies in the prior art.
The present invention is achieved in that boulder filler field testing procedure, take a foundation ditch at the scene, insert explosion in foundation ditch after, maximum particle diameter is not more than the natural grading rock-fill of 800mm, get full-page proof at the middle part of the rock-fill of void paving and carry out the test of void paving filler, after being completed, again insert rock-fill; Then adopt 25t ~ 30t vibratory roller, vibration frequency 20 ~ 30hz, during construction, travel speed is no more than 2km/h.Take itemize superimposed overlap joint when rolling, the overlap stone roller that shakes is not less than 10 times, carries out compacting, till settlement observation is without sedimentation to the filler filled; Get full-page proof in the middle part of rock-fill again after completely densified and carry out the test of the filler after compacting, namely obtain water content, dry density, the rock-fill grating of the rock-fill after empty paving rock-fill and completely densified.
Described foundation ditch is, is that the foundation ditch that the degree of depth is not less than filler maximum particle diameter 1.5 times is dug out in the rectangle place that total rock stone is exposed in middle part.The foundation ditch obtained under these conditions directly can carry out compacting by rolling to the filler filled, and foundation ditch can firm filler, and does not need to process foundation ditch again.
Described rock-fill is the natural grading carbonate rock filler that maximum particle diameter is not more than 800mm.
Described vibroroller cmpacting adopts 25t ~ 30t vibratory roller, and vibration frequency 20 ~ 30hz, during construction, travel speed is no more than 2km/h.Take itemize superimposed overlap joint when rolling, the overlap stone roller that shakes is not less than 10 times.
Water content test point macrosome group, coarse grain group and the fine component of rock-fill are not tested, and weighted average obtains the composite water cut of filler.Such test mode can improve accuracy.
Owing to adopting above-mentioned technical scheme, compared with prior art, the present invention adopts the mode of on-the-spot test to obtain water content, dry density, the rock-fill grating of carbonate rock boulder filler, the data accuracy utilizing which to obtain is high, it can be used as examination criteria effectively can ensure the quality of production.The inventive method is simple, and easy to operate, result of use is good.
Accompanying drawing explanation
Accompanying drawing 1 is enforcement schematic diagram of the present invention;
Accompanying drawing 2 is the sectional view of accompanying drawing 1.
Detailed description of the invention
Embodiments of the invention: carbonate rock boulder filler field testing procedure, at the scene smooth go out the exposed rectangle place of one block of middle part total rock stone, the foundation ditch 1 that a degree of depth is not less than filler maximum particle diameter 1.5 times is excavated at the middle exposed position of total rock stone, insert explosion in foundation ditch 1 after, maximum particle diameter is not more than the natural grading rock-fill 2 of 800mm, in the middle part of the rock-fill 2 of void paving, get full-page proof carry out the test of void paving filler, after being completed, again insert rock-fill; Then adopt 25t vibratory roller 3, vibration frequency 20 ~ 30hz, during construction, travel speed is no more than 2km/h; Take itemize superimposed overlap joint when rolling, the overlap stone roller that shakes is not less than 10 times, carries out compacting, till settlement observation is without sedimentation to the filler filled; Get full-page proof in the middle part of rock-fill 2 again after completely densified and carry out the test of the filler after compacting; So just obtain water content, dry density, the rock-fill grating of the rock-fill after empty paving rock-fill and completely densified respectively; Wherein water content test point macrosome group, coarse grain group and the fine component of rock-fill are not tested, and weighted average obtains the composite water cut of filler.
Claims (4)
1. an in-situ test method for carbonate rock boulder filler, it is characterized in that: take a foundation ditch at the scene, in foundation ditch, insert the rock-fill of natural grading after explosion, get full-page proof at the middle part of the rock-fill of void paving and carry out void paving filler and test, after being completed, again insert rock-fill; Then by vibroroller cmpacting, compacting is carried out, till settlement observation is without sedimentation to the rock-fill filled; Get full-page proof in the middle part of rock-fill again after completely densified and carry out the test of the filler after compacting, namely obtain water content, dry density, the rock-fill grating of the rock-fill after empty paving rock-fill and completely densified; Described vibroroller cmpacting adopts 25t ~ 30t vibratory roller, vibration frequency 20 ~ 30hz, and during construction, travel speed is no more than 2km/h, takes itemize superimposed overlap joint when rolling, and the overlap stone roller that shakes is not less than 10 times.
2. in-situ test method for carbonate rock boulder filler according to claim 1, is characterized in that: described foundation ditch is, is that the foundation ditch that the degree of depth is not less than filler maximum particle diameter 1.5 times is dug out in the rectangle place that total rock stone is exposed in middle part.
3. in-situ test method for carbonate rock boulder filler according to claim 1, is characterized in that: described rock-fill is the natural grading carbonate rock filler that maximum particle diameter is not more than 800mm.
4. in-situ test method for carbonate rock boulder filler according to claim 1, is characterized in that: water content test point macrosome group, coarse grain group and the fine component of rock-fill are not tested, and weighted average obtains the composite water cut of material.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201210113949.3A CN102619208B (en) | 2012-04-18 | 2012-04-18 | A kind of in-situ test method for carbonate rock boulder filler |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201210113949.3A CN102619208B (en) | 2012-04-18 | 2012-04-18 | A kind of in-situ test method for carbonate rock boulder filler |
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| CN102619208A CN102619208A (en) | 2012-08-01 |
| CN102619208B true CN102619208B (en) | 2015-10-21 |
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Families Citing this family (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105242031B (en) * | 2015-09-30 | 2017-06-13 | 贵州正业工程技术投资有限公司 | A kind of carbonate sillar stone grinding compacting degree measuring method |
| CN105350512A (en) * | 2015-09-30 | 2016-02-24 | 贵州正业工程技术投资有限公司 | Construction method for dynamic compaction and impact rolling of carbonate rock block stone padding |
| CN106383046B (en) * | 2016-10-27 | 2019-10-25 | 三峡大学 | The method of the bentonite compacting sample of accurate configuration predetermined moisture content and dry density |
| CN112067540A (en) * | 2020-08-31 | 2020-12-11 | 三峡大学 | Test method for rolling parameters in dam filling engineering construction |
| CN113029847A (en) * | 2021-02-24 | 2021-06-25 | 民航机场规划设计研究总院有限公司 | Method for detecting solid volume rate of filling body |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2114247C1 (en) * | 1997-02-10 | 1998-06-27 | Ярославский государственный технический университет | Ground compaction method |
| CN101205715A (en) * | 2007-11-01 | 2008-06-25 | 席宁中 | High embankment compacting foundation detecting and estimating method |
| CN101597910A (en) * | 2008-08-29 | 2009-12-09 | 上海申元岩土工程有限公司 | Can be used for detecting the method for filled ground consolidation effects such as rubble, piece stone |
| CN102251512A (en) * | 2011-05-05 | 2011-11-23 | 西安建筑科技大学 | Construction method for compacting high loess-filled embankment by combining vibration roller compaction with dynamic compaction |
-
2012
- 2012-04-18 CN CN201210113949.3A patent/CN102619208B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| RU2114247C1 (en) * | 1997-02-10 | 1998-06-27 | Ярославский государственный технический университет | Ground compaction method |
| CN101205715A (en) * | 2007-11-01 | 2008-06-25 | 席宁中 | High embankment compacting foundation detecting and estimating method |
| CN101597910A (en) * | 2008-08-29 | 2009-12-09 | 上海申元岩土工程有限公司 | Can be used for detecting the method for filled ground consolidation effects such as rubble, piece stone |
| CN102251512A (en) * | 2011-05-05 | 2011-11-23 | 西安建筑科技大学 | Construction method for compacting high loess-filled embankment by combining vibration roller compaction with dynamic compaction |
Non-Patent Citations (1)
| Title |
|---|
| 爆破碎石填料冲击压实处理试验研究;黄晓波等;《公路交通科技》;20061130;第24页第1栏第20行至23行、第2栏第10行至第14行，第25页第1栏第14行至第2栏第17行，第23页第1栏倒数第1行至倒数第3行 * |
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| CN102619208A (en) | 2012-08-01 |
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