CN103993533A - Comprehensive compacting method for highfill embankment in loess area - Google Patents
Comprehensive compacting method for highfill embankment in loess area Download PDFInfo
- Publication number
- CN103993533A CN103993533A CN201410262497.4A CN201410262497A CN103993533A CN 103993533 A CN103993533 A CN 103993533A CN 201410262497 A CN201410262497 A CN 201410262497A CN 103993533 A CN103993533 A CN 103993533A
- Authority
- CN
- China
- Prior art keywords
- compacting
- soil
- roadbed
- comprehensive
- embankment
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
Landscapes
- Road Paving Structures (AREA)
Abstract
The invention relates to the technical field of geotechnical engineering construction, and in particular to a comprehensive compacting method for highfill embankment in a loess area. The method comprises the following steps: (1) clearing the surface of a soil foundation for 30cm and overbreaking for 2m, after overbreaking, compacting the foundation by using a heavy hammer, and processing a lower layer foundation, wherein the effective processing depth is no less than 1m; (2) paving 6% ash soil of 1m in thickness along the compacted soil foundation, and compacting; (3) after paving the ash soil, filling plain soil layer to layer, and compacting, wherein the filling thickness of each layer is not greater than 300mm, and a vibratory roller of 18t tons is adopted for compacting through rolling in a waling speed of 4km/h, and the compact coefficient is not less than 96%; (4) compacting to reinforce once by using the heavy hammer when every 3m of the plain soil is filled; and (5) refilling the plain soil till 1m below a roadbed, refilling 6% ash soil within 1m below the roadbed, and compacting. As the comprehensive compacting method for highfill embankment in the loess area is combined with a heavy hammer rammering construction process on the basis of a conventional vibratory roller compact process, a pre-compaction sinking period is shortened.
Description
Technical field
The present invention relates to construction technology in geotechnical engineering field, specifically a kind of comprehensive debulking methods for the high fills embankment in Canal in Loess Area.
Background technology
Traditional high fills embankment processing method is generally to adopt vibration, impact road roller place Min layers soil, layered rolling, these class methods require embankment through growing the preloading phase of (being generally 6 to 12 months), just can carry out laying of roadway after construction, obviously can not meet the requirement of duration in the highway construction of construction period anxiety.Moreover, the high embankment treatment technology that these are traditional, the effect when processing superelevation loess filling body is unsatisfactory, and some effective technique is in use, or is subject to the restrictions such as site factors, can not meet design requirement.
Summary of the invention
The problem that the present invention exists in order to solve prior art, provides a kind of comprehensive debulking methods for the high fills embankment in Canal in Loess Area that can eliminate or reduce the rear For Embankment Settlements of construction as far as possible.
The present invention is achieved by the following technical solutions: for the comprehensive debulking methods of the high fills embankment in Canal in Loess Area,
The steps include:
(1) earthen foundation surface clear table 30cm the 2m that backbreaks, after backbreaking, soil matrix adopts tamping to process lower floor's ground, effectively processes the degree of depth and is not less than 1m;
(2) thick 6% dirt of the elongated making 1m of soil matrix the compacting after compacting;
(3) after making dirt, plain native placement in layers compacting, every layer of filling-up thickness is not more than 300mm, and compacting adopts 18t vibratory roller to roll with the walking speed of 4km/h, and coefficient of consolidation is not less than 96%;
(4) often fill 3m and adopt tamping reinforcement one time;
(5) plain earthen backfill is to 1m place under roadbed, backfill 6% dirt compacting in 1m under roadbed.
Comprehensive debulking methods for the high fills embankment in Canal in Loess Area of the present invention, on the basis of traditional vibratory roller compaction process, in conjunction with weight, mend the construction technology of ramming, not only shortened the preloading phase, also effectively eliminated the settlement by soaking of loess, reach reduction of erection time, the cost-saving and object of eliminating or reduce as far as possible For Embankment Settlements after work simultaneously, method is practical, successful, safe and feasible.
Accompanying drawing explanation
Fig. 1 is the comprehensive debulking methods tamping point quincuncial arrangement figure for the high fills embankment in Canal in Loess Area of the present invention.
The specific embodiment
Below in conjunction with accompanying drawing, the present invention is further illustrated.
For the comprehensive debulking methods of the high fills embankment in Canal in Loess Area,
The steps include:
(1) earthen foundation surface clear table 30cm the 2m that backbreaks, after backbreaking, soil matrix adopts tamping to process lower floor's ground, effectively processes the degree of depth and is not less than 1m;
(2) thick 6% dirt of the elongated making 1m of soil matrix the compacting after compacting;
(3) after making dirt, plain native placement in layers compacting, every layer of filling-up thickness is not more than 300mm, and compacting adopts 18t vibratory roller to roll with the walking speed of 4km/h, and coefficient of consolidation is not less than 96%;
(4) often fill 3m and adopt tamping reinforcement one time;
(5) plain earthen backfill is to 1m place under roadbed, backfill 6% dirt compacting in 1m under roadbed.
During concrete enforcement, the present invention should meet following requirement to the use of roadbed filling (6% dirt, element soil):
I. the intensity of filler and particle diameter, should meet the regulation of table 1:
Table 1 roadbed filling minimum strength and maximum particle diameter requirement
II. filler preferentially selects the ubiquitous loess in this area as filler, forbids to use mud, organic soil, turf, household garbage and contains rotten substance soil.
III. the fine grained soils that liquid limit is greater than 50%, index of plasticity is greater than 26, water content is not suitable for direct compacting, must not be directly as embankment fill material; As while using, must take technical measures to process, after testing the designing requirement of Full foot, inspection can use.
During concrete enforcement, in step of the present invention (2), before making 6% dirt, first native wall loose soil, vegetation are cleared up, make an overall screening thickness and be not less than 50cm.
The plain soil of step of the present invention (3) fills in compacting process, after embankment district one laminin soil filler material loading completes, press the filling-up thickness of bed thickness 30cm, adopt large-scale crawler dozer tentatively to shakeout, the artificial levelling of edge that cannot arrive for machinery, and roll back and forth on the soil of the element after tentatively shakeouing filler, complete preliminary compacting; After every layer of preliminary compacting completes, form road camber and form draining.
The plain soil of step of the present invention (3) fills in compacting process, rolls width and must not be less than design width, is convenient to the slope of cutting of later stage side slope; And the straightway while rolling by both sides to centre, sharp radius curve section by inner side laterally, longitudinally advance and retreat formula is carried out, overlapping 0.4～the 0.5m(of transverse joint desirable 0.4,0.45 or 0.5m), overlapping 0.4～the 0.5m(of longitudinal rolling wheelmark desirable 0.4,0.45 or 0.5m), during vibratory roller first pressing, adopt static pressure, after change vibratory compaction into.
The pass of step of the present invention (4) tamping is 3 times, front is for twice the spaced points rammer by quincuncial arrangement, last time is full rammer, the number of ramming of same point is 5 to 6 to hit, the last two average ramming volumes that hit are less than 20mm, and make tamping pit excessive protuberance not occur bottom surface around, can not cross a dark generation difficult problem of hammer because of tamping pit.As shown in Figure 1, first pass is rammed main tamping point No. 1 to described quincuncial arrangement, rams secondary tamping point for second time No. 2.During concrete enforcement, the intermittent time between twice of tamping is 3～7 days (desirable 3,5 or 7 days).
During concrete use, the rammer of the heavy tamping machine tool of tamping can be 500KN ﹒ m, and the heavy 5t of hammer ram, falls apart from 10m.The spaced points of quincuncial arrangement is rammed and can be adopted 1.6 times of hammer footpath points apart from (put apart from 1.6D between main tamping point and main tamping point, and the point between secondary tamping point and secondary tamping point being apart from 1.6D), and before tamping, each tamping point marks lime outline line by hammer ram bed-plate dimension.
Step of the present invention (4) tamping is processed rear quality inspection criterion of acceptability: after heavily rammer construction finishes, the coefficient of collapsibility that 3m processes soil layer in depth bounds is less than 0.015.
After step of the present invention (4) completes, if do not carry out at once step (5), need reserved 200～300mm thick soil stratum, during next step construction, excavate again.
During concrete enforcement, if meet new and old roadbed, have a common boundary while processing, step (3) and step (4) should meet:
The lower 5 meters of following new and old roadbed intersections of roadbed, it is thick that 1m is inwardly cut on old roadbed abrupt slope, by the excision of top layer loosened soil, during placement in layers, strengthens intersection and roll; While heavily ramming reinforcement, full rammer within the scope of intersection 3m.
The lower 5 meters of above new and old roadbed intersections of roadbed, longitudinal lap joint length is not less than 2m; Layering setting is pedaled and is taken stubble, pedals wide 2m for every grade, pedals high 0.6m, towards the gradient 3% with regard to roadbed side, lays one deck 4m geo-grid for every grade, the superior and the subordinate's grid 2m that vertically staggers, roadbed top paving one deck 5m geo-grid.
Claims (8)
1. for the comprehensive debulking methods of the high fills embankment in Canal in Loess Area, it is characterized in that,
The steps include:
(1) earthen foundation surface clear table 30cm the 2m that backbreaks, after backbreaking, soil matrix adopts tamping to process lower floor's ground, effectively processes the degree of depth and is not less than 1m;
(2) thick 6% dirt of the elongated making 1m of soil matrix the compacting after compacting;
(3) after making dirt, plain native placement in layers compacting, every layer of filling-up thickness is not more than 300mm, and compacting adopts 18t vibratory roller to roll with the walking speed of 4km/h, and coefficient of consolidation is not less than 96%;
(4) often fill 3m and adopt tamping reinforcement one time;
(5) plain earthen backfill is to 1m place under roadbed, backfill 6% dirt compacting in 1m under roadbed.
2. the comprehensive debulking methods for the high fills embankment in Canal in Loess Area according to claim 1, is characterized in that,
The plain soil of step of the present invention (3) fills in compacting process, after embankment district one laminin soil filler material loading completes, press the filling-up thickness of bed thickness 30cm, adopt large-scale crawler dozer tentatively to shakeout, the artificial levelling of edge that cannot arrive for machinery, and roll back and forth on the soil of the element after tentatively shakeouing filler, complete preliminary compacting; After every layer of preliminary compacting completes, form road camber and form draining.
3. the comprehensive debulking methods for the high fills embankment in Canal in Loess Area according to claim 1 and 2, is characterized in that,
After step of the present invention (4) completes, if do not carry out at once step (5), need reserved 200～300mm thick soil stratum, during next step construction, excavate again.
4. the comprehensive debulking methods for the high fills embankment in Canal in Loess Area according to claim 1 and 2, is characterized in that,
If meet new and old roadbed, have a common boundary while processing, step (3) and step (4) should meet:
The lower 5 meters of following new and old roadbed intersections of roadbed, it is thick that 1m is inwardly cut on old roadbed abrupt slope, by the excision of top layer loosened soil, during placement in layers, strengthens intersection and roll; While heavily ramming reinforcement, full rammer within the scope of intersection 3m;
The lower 5 meters of above new and old roadbed intersections of roadbed, longitudinal lap joint length is not less than 2m; Layering setting is pedaled and is taken stubble, pedals wide 2m for every grade, pedals high 0.6m, towards the gradient 3% with regard to roadbed side, lays one deck 4m geo-grid for every grade, the superior and the subordinate's grid 2m that vertically staggers, roadbed top paving one deck 5m geo-grid.
5. the comprehensive debulking methods for the high fills embankment in Canal in Loess Area according to claim 1 and 2, is characterized in that,
The plain soil of step of the present invention (3) fills in compacting process, rolls width and must not be less than design width, is convenient to the slope of cutting of later stage side slope; And the straightway while rolling is by both sides to centre, and sharp radius curve section by inner side laterally, longitudinally carry out by advance and retreat formula, the overlapping 0.4～0.5m of transverse joint, the overlapping 0.4～0.5m of longitudinal rolling wheelmark, adopts static pressure during vibratory roller first pressing, after change vibratory compaction into.
6. the comprehensive debulking methods for the high fills embankment in Canal in Loess Area according to claim 5, is characterized in that,
The pass of step of the present invention (4) tamping is 3 times, front twice for ramming by the spaced points of quincuncial arrangement, last is all over being full rammer, the number of ramming of same point is 5 to 6 to hit, the last two average ramming volumes that hit are less than 20mm.
7. the comprehensive debulking methods for the high fills embankment in Canal in Loess Area according to claim 6, is characterized in that, the intermittent time between twice of tamping is 3～7 days.
8. the comprehensive debulking methods for the high fills embankment in Canal in Loess Area according to claim 7, is characterized in that, the rammer of the heavy tamping machine tool of tamping can be 500KN ﹒ m, and the heavy 5t of hammer ram, falls apart from 10m.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410262497.4A CN103993533B (en) | 2014-06-13 | 2014-06-13 | For the comprehensive debulking methods of Canal in Loess Area high-filled embankment |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410262497.4A CN103993533B (en) | 2014-06-13 | 2014-06-13 | For the comprehensive debulking methods of Canal in Loess Area high-filled embankment |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN103993533A true CN103993533A (en) | 2014-08-20 |
| CN103993533B CN103993533B (en) | 2016-03-02 |
Family
ID=51307850
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN201410262497.4A Expired - Fee Related CN103993533B (en) | 2014-06-13 | 2014-06-13 | For the comprehensive debulking methods of Canal in Loess Area high-filled embankment |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN103993533B (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105064186A (en) * | 2015-08-07 | 2015-11-18 | 甘肃顺达路桥建设有限公司 | Rapid compacting method for loess subgrade |
| CN105484271A (en) * | 2015-11-27 | 2016-04-13 | 李军 | Filling method for high loess fill |
| CN106049211A (en) * | 2016-07-27 | 2016-10-26 | 西北大学 | Railway glass fiber ribbed loess roadbed and construction method thereof |
| CN110029652A (en) * | 2019-05-29 | 2019-07-19 | 中国十七冶集团有限公司 | A kind of construction technology reducing collapsible loess settlement after construction |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3653083B2 (en) * | 2003-01-23 | 2005-05-25 | 株式会社ダイヤコンサルタント | Road construction method |
| CN102051847A (en) * | 2010-12-16 | 2011-05-11 | 河南省新开元路桥工程咨询有限公司 | Method for treating collapsible loess foundation by dynamic compaction |
| CN102162237A (en) * | 2011-05-05 | 2011-08-24 | 西安建筑科技大学 | Vibration rolling and impact rolling combined construction method for compacting loess high filling body |
| 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 |
-
2014
- 2014-06-13 CN CN201410262497.4A patent/CN103993533B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP3653083B2 (en) * | 2003-01-23 | 2005-05-25 | 株式会社ダイヤコンサルタント | Road construction method |
| CN102051847A (en) * | 2010-12-16 | 2011-05-11 | 河南省新开元路桥工程咨询有限公司 | Method for treating collapsible loess foundation by dynamic compaction |
| CN102162237A (en) * | 2011-05-05 | 2011-08-24 | 西安建筑科技大学 | Vibration rolling and impact rolling combined construction method for compacting loess high filling body |
| 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 (4)
| Title |
|---|
| 刘洪辉: "高速公路路基设计要点", 《青海交通科技》 * |
| 张旭刚: "浅谈湿陷性黄土路基填筑综合补强施工技术", 《科学之友》 * |
| 张海波: "高填方场地回填土施工质量控制", 《山西建筑》 * |
| 温春兰: "路基工程中高填方路基施工技术要求", 《今日科苑》 * |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN105064186A (en) * | 2015-08-07 | 2015-11-18 | 甘肃顺达路桥建设有限公司 | Rapid compacting method for loess subgrade |
| CN105484271A (en) * | 2015-11-27 | 2016-04-13 | 李军 | Filling method for high loess fill |
| CN106049211A (en) * | 2016-07-27 | 2016-10-26 | 西北大学 | Railway glass fiber ribbed loess roadbed and construction method thereof |
| CN110029652A (en) * | 2019-05-29 | 2019-07-19 | 中国十七冶集团有限公司 | A kind of construction technology reducing collapsible loess settlement after construction |
Also Published As
| Publication number | Publication date |
|---|---|
| CN103993533B (en) | 2016-03-02 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN204059124U (en) | A kind of sand drain strong rammer grouting behind shaft or drift lining foundation reinforcing structure | |
| CN203383119U (en) | Novel widening structure of highway embankment | |
| CN106567379B (en) | Method for reinforcing manual dewatering, bedding course, low-energy replacement dynamic compaction shallow foundation | |
| CN104264680B (en) | The method for processing foundation of Tian Wa joint portion, a kind of collapsible loess slope | |
| CN106283944B (en) | The method for pressing washer stone and/or block stone to reinforce shallow layer soft ground | |
| CN113445396B (en) | High-fill road foundation filling construction method for high liquid limit soil road section | |
| CN107859041B (en) | The construction method of collapsible loess zanjon high roadbed structure | |
| CN108468325A (en) | A kind of large area borders on the sea beach ooze rapid curing construction method | |
| CN103510504B (en) | High saturated uneven reclaimed ground processing method | |
| CN209039896U (en) | The soft soil roadbed three-dimensional reinforced structure of convolution is knitted in a kind of stake- | |
| CN104358196B (en) | Highway open to traffic Embankment Subsidence disposes the construction method of structure | |
| CN103806432A (en) | Method for treating foundations in slope filling and digging joint part of wet and soft zone in loess region | |
| CN103074882A (en) | Construction method for reinforcing island-type perennial frozen-soil foundation by adopting gravel piles | |
| CN103993533B (en) | For the comprehensive debulking methods of Canal in Loess Area high-filled embankment | |
| CN205116204U (en) | Roadbed structure of crowded native bored concrete pile stake board of two -way spiral | |
| CN206625096U (en) | A kind of reinforced rubble frame structure subgrade strengthening system | |
| CN116815733A (en) | Construction process for quality control of high-fill roadbed in collapsible loess area | |
| CN104727295A (en) | Pre-hole-forming padding substitution hammer flattener dynamic compaction method | |
| CN112323559A (en) | Transverse new and old roadbed connecting structure and construction method | |
| CN108385651B (en) | Design and construction method for reinforcing soft foundation by using composite geotextile | |
| CN115288162B (en) | Reinforcing method for soft soil foundation filling side slope | |
| CN110029652A (en) | A kind of construction technology reducing collapsible loess settlement after construction | |
| CN217500288U (en) | High-energy-level dynamic compaction and replacement and tubular pile combined foundation structure for deep soil filling field | |
| CN106906816B (en) | A method of improving soft soil foundation prefabricated pile effect of driving pile | |
| CN207228101U (en) | A kind of sand compaction pile for being used in the soft soil foundation of deep water off-lying sea reinforce vertical type shore protection |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20160302 Termination date: 20180613 |