CN102767128A - Construction method capable of controlling top surface elevation for surcharge load soil of subgrade - Google Patents
Construction method capable of controlling top surface elevation for surcharge load soil of subgrade Download PDFInfo
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- CN102767128A CN102767128A CN2012102895708A CN201210289570A CN102767128A CN 102767128 A CN102767128 A CN 102767128A CN 2012102895708 A CN2012102895708 A CN 2012102895708A CN 201210289570 A CN201210289570 A CN 201210289570A CN 102767128 A CN102767128 A CN 102767128A
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Abstract
The invention discloses a construction method capable of controlling top surface elevation for surcharge load soil of a subgrade. The method includes setting n levels for filling construction firstly, wherein n is an integer ranging from 2 to 5; after an m-level surcharge load construction is finished, calculating a surcharge load soil pre-settlement h <m+1> for the (m+1) level, wherein m is 1,..., (n-1); after the (n-1) level surcharge load construction is finished, calculating the accumulatively increased settlement h<total>; when the n-level surcharge load construction is performed, enabling the actual filling thickness to be higher than a designed elevation by h<total>. According to the method, the filling thickness is increased based on the settlement obtained through pre-calculation, therefore after the surcharge load soil filling, the construction top surface elevation is guaranteed to be within an allowable variation of a specification, compensation filling construction due to the subgrade settlement can be reduced, construction cost can be reduced, and aims of construction optimization and quality guarantee are achieved. The method is simple and easy to implement, high in efficiency, safe and reliable, and capable of reducing labor intensity, improving working efficiency, and saving labor, material and financial resources to a great extent.
Description
Technical field
The present invention relates to the road bed construction field, specifically, relate to a kind of job practices of roadbed preloading soil.
Background technology
In the subgrade construction in coastal deep mud matter area, relate to multiple subgrade strengthening processing method, reinforcing soft soil roadbed comprising the plastic draining board preloading.The plastic draining board preloading needs after french drain, collecting well and the construction of deformation observation instrument are accomplished, to begin to carry out the roadbed filling construction in practice of construction, forms preloading soil prefabricating load.Preloading soil fills and needs to carry out placement in layers according to designing requirement and roll, and after designing elevation of top surface, treatment of soft foundation gets into the dead load phase.
In the existing construction technology, carry out preloading soil filling construction according to designing requirement thickness earlier usually, when treating that preloading soil absolute altitude does not meet design requirement; Need carry out the construction of sedimentation benefit side; So not only waste time and energy, and be unfavorable for preloading soil construction process control, influence construction quality and construction speed.
Summary of the invention
What the present invention will solve is that roadbed preloading soil absolute altitude does not usually meet the demands, and need carry out the technical problem of sedimentation benefit side construction, and a kind of roadbed preloading soil end face absolute altitude control job practices is provided.
In order to solve the problems of the technologies described above, the present invention is achieved through following technical scheme:
A kind of roadbed preloading soil end face absolute altitude control job practices, this method is carried out according to following steps:
(1) set branch n level and carry out fill construction, wherein, the n value is the integer between 2 ~ 5;
After the construction of (2) m level preloadings soil is accomplished, calculate m+1 level preloading soil preliminary sedimentation amount h
M+1, wherein, the m value is 1 ..., n-1;
Calculate m+1 level preloading soil preliminary sedimentation amount h
M+1Concrete steps following:
1. after m level preloading soil construction is accomplished, calculate the actual settling amount of m level preloading soil and the preloading of m level actual settling amount difference DELTA H before native s days
m,
Δ H
m=H
The m actual measurement-H
M actual measurement-s, wherein, H
The m actual measurementBe the actual settling amount of m level preloading soil, H
M actual measurement-sBe m level preloading soil actual settling amount before s days, the s value is the integer between 3 ~ 6;
2. estimate the average settlement speed V after the construction of m level preloading soil is accomplished
m,
V
m＝△H
m/s；
3. calculate m+1 level preloading soil after design code was accomplished in the time, m+1 level preloading soil settling amount △ h
M+1,
△ h
M+1=V
mT
M+1, wherein, t
M+1Total fate for designing requirement m+1 level preloading soil time and static pressure time;
4. calculate m+1 level preloading soil preliminary sedimentation amount h
M+1,
h
M+1=△ h
M+1+ H
The m actual measurement-H
The m design+ △, wherein, H
The m designBe m level preloading soil designed amount of precipitation, △ is that standard allows roadbed filling positively biased difference, and value is 0 ~ 20;
After the construction of (3) n-1 level preloadings soil was accomplished, calculating accumulated settling amount h
Always,
When (4) n level preloading soil are constructed, make its actual thickness that bankets than the high h of design elevation
Always
The invention has the beneficial effects as follows:
The present invention is according to the settling amount increase that calculates the in advance thickness that bankets; After can guaranteeing that preloading soil fills completion, the construction elevation of top surface is in the standard allowable variation, reduces because benefit side's construction that subgrade settlement is carried out; Reduce construction cost, reach the purpose of optimizing construction, ensuring the quality of products.The present invention is simple and easy to do, efficient is high, safe and reliable, reduced labour intensity to a great extent, improved operating efficiency, saved human and material resources and financial resources.
Description of drawings
Fig. 1 is the loading-subsidence curve figure of roadbed preloading soil end face absolute altitude control job practices provided by the present invention;
Fig. 2 is the loading-preliminary sedimentation discharge curve figure of roadbed preloading soil end face absolute altitude control job practices provided by the present invention.
The specific embodiment
For further understanding content of the present invention, characteristics and effect, specify as follows below in conjunction with accompanying drawing:
As depicted in figs. 1 and 2, present embodiment adopts the plastic draining board preloading, divides three grades and carries out fill construction, and the first order thickness that bankets is 1.5m, and the second level thickness that bankets is 1.5m, and the third level thickness that bankets is tieed up 2.0m.
Back (construction wherein accomplish and be meant that preloading soil and static pressure are accomplished after) is accomplished in first order preloading soil construction, predicts that preloading native preliminary sedimentation amount in the second level is following:
First order preloading soil is accomplished on July 22nd, 2010 construction, on July 18th, 2010 actual settling amount H
1 actual measurement-4=400.7mm, on July 22nd, 2010, actual settling amount was H
1 actual measurement=428.9mm is from the subgrade settlement amount difference △ H on July 22,2010 18 days to 2010 July in
1=H
1 actual measurement-H
1 actual measurement-4=428.9-400.7=28.2mm then estimates the average settlement speed V after the construction of first order preloading soil is accomplished
1=△ H
1/ 4=28.2/4=7.1mm/d.
Because in the preloading soil work progress, the rate of settling is along with the filling construction of preloading soil, the rate of settling sharply increases; During preloading soil filled completion entering static pressure, the rate of settling is held stationary gradually.Therefore can fill the average settlement speed V after the completion according to first floor preloading soil
1, extrapolate second level preloading soil after design code was accomplished in the time, second level preloading soil settling amount △ h
2=V
1T
2=7.1 * (7+8)=106.5mm, the designing requirement second level preloading soil time is 7 days, the static pressure time is 8 days.
First order preloading soil designed amount of precipitation is 300mm, calculates second level preloading soil preliminary sedimentation amount h
2=△ h
2+ H
1 actual measurement-H
1 design+ △=106.5+428.9-300+20=255.4mm.△=20th wherein, standard allow the maximum positively biased difference of roadbed filling.
In like manner, after the construction of second level preloading soil was accomplished, prediction third level preloading soil preliminary sedimentation amount was following:
Preloading soil in the second level is accomplished on September 27th, 2010 construction, on September 23rd, 2010 actual settling amount H
2 actual measurements-4=806.7mm, on July 22nd, 2010, actual settling amount was H
2 actual measurements=818.8mm is from the subgrade settlement amount difference △ H on September 27,2010 23 days to 2010 September in
2=H
2 actual measurements-H
2 actual measurements-4=818.8-806.7=12.1mm then estimates the average settlement speed V after the construction of second level preloading soil is accomplished
2=△ H
2/ 4=12.1 ÷ 4=3.0mm/d.
Fill the average settlement speed V after the completion according to second layer preloading soil
2, extrapolate third level preloading soil after design code was accomplished in the time, third level preloading soil settling amount △ h
3=V
2T
3=3.0 * (7+8)=45mm, the designing requirement third level preloading soil time is 7 days, the static pressure time is 8 days.
Second level preloading soil designed amount of precipitation is 580mm, calculates third level preloading soil preliminary sedimentation amount h
3=△ h
3+ H
2 actual measurements-H
2 designs+ △=45+818.8-580+20=303.8mm.
So the preloading thickness the during construction of preloading soil should be 1.5+1.5+2+0.3038+0.2554=5.559m; Accumulate settling amount 5.559-5.0 ≈ 0.56m
According to the aforementioned calculation result, the actual thickness that bankets of this section is 5.6m, and thickness is banketed still for 1.5m in the first order, the second level, and third level preloading soil thickness is 2.6m.By the construction of this method, can guarantee that preloading soil fills completion after, the construction elevation of top surface be in standard allow in the overgauge (+20mm), reach the purpose of optimizing construction, save time, laborsaving, the reduction of erection time.
Those skilled in the art can know; Technical scheme of the present invention not only is applicable to three grades of fill constructions of branch; The requirements such as face top mark height, settling amount, levelling of the land absolute altitude, preloading time of handing over of comprehensive roadbed, in the time of in preloading soil thickness 3.0m, branch two-stage fill construction gets final product; When preloading soil thickness 3.0m～6.0m, can divide three grades to carry out fill construction when preloading soil thickness 6.0m～8.0m, can the branch level Four or Pyatyi carry out fill construction.
Although combine accompanying drawing that the preferred embodiments of the present invention are described above; But the present invention is not limited to the above-mentioned specific embodiment, and the above-mentioned specific embodiment only is schematically, is not restrictive; Those of ordinary skill in the art is under enlightenment of the present invention; Not breaking away under the scope situation that aim of the present invention and claim protect, can also make the concrete conversion of a lot of forms, these all belong within protection scope of the present invention.
Claims (1)
1. a roadbed preloading soil end face absolute altitude is controlled job practices, it is characterized in that this method is carried out according to following steps:
(1) set branch n level and carry out fill construction, wherein, the n value is the integer between 2 ~ 5;
After the construction of (2) m level preloadings soil is accomplished, calculate m+1 level preloading soil preliminary sedimentation amount h
M+1, wherein, the m value is 1 ..., n-1;
Calculate m+1 level preloading soil preliminary sedimentation amount h
M+1Concrete steps following:
1. after m level preloading soil construction is accomplished, calculate the actual settling amount of m level preloading soil and the preloading of m level actual settling amount difference △ H before native s days
m,
Δ H
m=H
The m actual measurement-H
M actual measurement-s, wherein, H
The m actual measurementBe the actual settling amount of m level preloading soil, H
M actual measurement-sBe m level preloading soil actual settling amount before s days, the s value is the integer between 3 ~ 6;
2. estimate the average settlement speed V after the construction of m level preloading soil is accomplished
m,
V
m=△H
m/s；
3. calculate m+1 level preloading soil after design code was accomplished in the time, m+1 level preloading soil settling amount Δ h
M+1,
△ h
M+1=V
mT
M+1, wherein, t
M+1Total fate for designing requirement m+1 level preloading soil time and static pressure time;
4. calculate m+1 level preloading soil preliminary sedimentation amount h
M+1,
h
M+1=△ h
M+1+ H
The m actual measurement-H
The m design+ △, wherein, H
The m designBe m level preloading soil designed amount of precipitation, △ is that standard allows roadbed filling positively biased difference, and value is 0 ~ 20;
After the construction of (3) n-1 level preloadings soil was accomplished, calculating accumulated settling amount h
Always,
When (4) n level preloading soil are constructed, make its actual thickness that bankets than the high h of design elevation
Always
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|---|---|---|---|
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| CN102767128A true CN102767128A (en) | 2012-11-07 |
| CN102767128B CN102767128B (en) | 2014-10-29 |
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Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0135478A1 (en) * | 1983-09-01 | 1985-03-27 | Plana Engineering AG | Method of stabilising soils so as to improve their bearing capacity |
| JP2003239276A (en) * | 2003-01-23 | 2003-08-27 | Dia Consultant:Kk | Construction method for road |
| CN101265701A (en) * | 2007-03-16 | 2008-09-17 | 张伯谦 | Soft soil foundation reinforcing means |
| CN101603308A (en) * | 2009-04-23 | 2009-12-16 | 上海交通大学 | The preloading safe construction method that on the strong constitutive property weak soil, uses |
| CN101684632A (en) * | 2009-08-21 | 2010-03-31 | 刘汉龙 | Settlement test method for embankment filling construction |
| CN102071675A (en) * | 2011-01-10 | 2011-05-25 | 广东省建筑科学研究院 | Soft soil foundation consolidation method combining drainage pile loading prepressing and deep mixing piles |
| CN202369883U (en) * | 2011-11-29 | 2012-08-08 | 上海市城市建设设计研究总院 | Road base treatment structure for soft soil region |
-
2012
- 2012-08-14 CN CN201210289570.8A patent/CN102767128B/en active Active
Patent Citations (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| EP0135478A1 (en) * | 1983-09-01 | 1985-03-27 | Plana Engineering AG | Method of stabilising soils so as to improve their bearing capacity |
| JP2003239276A (en) * | 2003-01-23 | 2003-08-27 | Dia Consultant:Kk | Construction method for road |
| CN101265701A (en) * | 2007-03-16 | 2008-09-17 | 张伯谦 | Soft soil foundation reinforcing means |
| CN101603308A (en) * | 2009-04-23 | 2009-12-16 | 上海交通大学 | The preloading safe construction method that on the strong constitutive property weak soil, uses |
| CN101684632A (en) * | 2009-08-21 | 2010-03-31 | 刘汉龙 | Settlement test method for embankment filling construction |
| CN102071675A (en) * | 2011-01-10 | 2011-05-25 | 广东省建筑科学研究院 | Soft soil foundation consolidation method combining drainage pile loading prepressing and deep mixing piles |
| CN202369883U (en) * | 2011-11-29 | 2012-08-08 | 上海市城市建设设计研究总院 | Road base treatment structure for soft soil region |
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