CN102767128B - 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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- CN102767128B CN102767128B CN201210289570.8A CN201210289570A CN102767128B CN 102767128 B CN102767128 B CN 102767128B CN 201210289570 A CN201210289570 A CN 201210289570A CN 102767128 B CN102767128 B CN 102767128B
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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 road bed construction field, specifically, relate to a kind of construction method of roadbed preloading soil.
Background technology
In the subgrade construction in coastal deep Muddy Bottoms area, relate to multiple subgrade strengthening processing method, reinforcing soft soil roadbed comprising plastic draining board preloading.Plastic draining board preloading, in practice of construction, need start to carry out roadbed filling construction after french drain, collecting well and deformation observation instrument have been constructed, and forms preloading soil prefabricating load.Preloading soil fills and need carry out placement in layers according to designing requirement and roll, and to designing after elevation of top surface, treatment of soft foundation enters the dead load phase.
In existing construction technology, conventionally first according to designing requirement thickness, carry out preloading soil filling construction, when preloading soil absolute altitude does not meet design requirement, need to carry out the construction of sedimentation benefit side, so not only waste time and energy, and be unfavorable for preloading soil construction process control, affect 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 to carry out the technical problem of sedimentation benefit side construction, provides a kind of roadbed preloading soil end face absolute altitude to control construction method.
In order to solve the problems of the technologies described above, the present invention is achieved by following technical scheme:
Roadbed preloading soil end face absolute altitude is controlled a construction method, and the method is carried out in accordance with the following steps:
(1) set a minute n level and carry out fill construction, wherein, n value is the integer between 2 ~ 5;
After (2) m level preloading soil have been constructed, calculate m+1 level preloading soil preliminary sedimentation amount h
m+1, wherein, m value is 1 ..., n-1;
Calculate m+1 level preloading soil preliminary sedimentation amount h
m+1concrete steps as follows:
1. after m level preloading soil has been constructed, the calculating m level preloading actual settling amount of soil and m level preloading soil actual settling amount difference DELTA H before s days
m,
Δ H
m=H
m actual measurement-H
m actual measurement-s, wherein, H
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, s value is the integer between 3 ~ 6;
2. estimate the average settlement speed V after m level preloading soil has been constructed
m,
V
m＝△H
m/s；
3. calculate that m+1 level preloading soil is after design code completed in the time, m+1 level preloading soil settling amount △ h
m+1,
△ h
m+1=V
mt
m+1, wherein, t
m+1total number of days 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
m actual measurement-H
m design+ △, wherein, H
m designbe m level preloading soil designed amount of precipitation, △ is that standard allows roadbed filling positively biased difference, and value is 0 ~ 20;
(3) n-1 level preloading soil calculate and accumulate settling amount h after having constructed
always,
When (4) n level preloading soil are constructed, make its actual high h of Thickness Ratio design elevation that bankets
always.
The invention has the beneficial effects as follows:
The present invention is according to the settling amount increase calculating the in advance thickness that bankets, after can guaranteeing that preloading soil has filled, construction elevation of top surface, in standard allowable variation, reduces benefit side's construction of carrying out due to subgrade settlement, reduce construction cost, the object of reach Optimizing construction, ensuring the quality of products.The present invention is simple and easy to do, efficiency is high, safe and reliable, reduced to a great extent labour intensity, improved operating efficiency, saved human and material resources and financial resources.
Accompanying drawing explanation
Fig. 1 is loading-settlement observation curve that roadbed preloading soil end face absolute altitude provided by the present invention is controlled construction method;
Fig. 2 is loading-preliminary sedimentation discharge curve figure that roadbed preloading soil end face absolute altitude provided by the present invention is controlled construction method.
The specific embodiment
For further understanding content of the present invention, Characteristic, below in conjunction with accompanying drawing, be described in detail as follows:
As depicted in figs. 1 and 2, the present embodiment adopts plastic draining board preloading, and minutes three grades carry out fill construction, and the first order thickness that bankets is 1.5m, and the second level thickness that bankets is 1.5m, the third level thickness dimension 2.0m that bankets.
After the first order preloading soil construct (construction wherein complete and refer to that preloading soil and static pressure complete after), predict that preloading native preliminary sedimentation amount in the second level is as follows:
First order preloading soil was constructed on July 22nd, 2010, 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, from the subgrade settlement difference △ H on July 22,18 days to 2010 July in 2010
1=H
1 actual measurement-H
1 actual measurement-4=428.9-400.7=28.2mm, estimates the average settlement speed V after first order preloading soil has been constructed
1=△ H
1/ 4=28.2/4=7.1mm/d.
In preloading soil work progress, the rate of settling is along with the filling construction of preloading soil, and the rate of settling sharply increases; During preloading soil has filled and enters static pressure, the rate of settling is held stationary gradually.Therefore the average settlement speed V after can having filled according to first floor preloading soil
1, extrapolate second level preloading soil after design code completed 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 allows the maximum positively biased difference of roadbed filling.
In like manner, after preloading soil in the second level has been constructed, prediction third level preloading soil preliminary sedimentation amount is as follows:
Preloading soil in the second level was constructed on September 27th, 2010, 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, from the subgrade settlement difference △ H on September 27,23 days to 2010 September in 2010
2=H
2 actual measurements-H
2 actual measurements-4=818.8-806.7=12.1mm, estimates the average settlement speed V after second level preloading soil has been constructed
2=△ H
2/ 4=12.1 ÷ 4=3.0mm/d.
Average settlement speed V after having filled according to second layer preloading soil
2, extrapolate third level preloading soil after design code completed 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.
Therefore the preloading thickness 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 above-mentioned result of calculation, 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, after can guaranteeing that preloading soil has filled, construction elevation of top surface, in standard allows overgauge (+20mm), reaches the object of Optimizing construction, saves time, laborsaving, the reduction of erection time.
Those skilled in the art can know, technical scheme of the present invention is not only applicable to minute three grades of fill constructions, the requirements such as face top mark is high, 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, minute two-stage fill construction; 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 minute level Four or Pyatyi carry out fill construction.
Although by reference to the accompanying drawings the preferred embodiments of the present invention are described above; but the present invention is not limited to the above-mentioned specific embodiment; the above-mentioned specific embodiment is only schematic; be not restrictive; those of ordinary skill in the art is under enlightenment of the present invention; not departing from the scope situation that aim of the present invention and claim protect, can also make the concrete conversion of a lot of forms, within these all belong to protection scope of the present invention.
Claims (1)
1. roadbed preloading soil end face absolute altitude is controlled a construction method, it is characterized in that, the method is carried out in accordance with the following steps:
(1) set a minute n level and carry out fill construction, wherein, n value is the integer between 2～5;
After (2) m level preloading soil have been constructed, calculate m+1 level preloading soil preliminary sedimentation amount h
m+1, wherein, m value is 1 ..., n-1;
Calculate m+1 level preloading soil preliminary sedimentation amount h
m+1concrete steps as follows:
1. after m level preloading soil has been constructed, the calculating m level preloading actual settling amount of soil and m level preloading soil actual settling amount difference △ H before s days
m,
△ H
m=H
m actual measurement-H
m actual measurement-s, wherein, H
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, s value is the integer between 3～6;
2. estimate the average settlement speed V after m level preloading soil has been constructed
m,
V
m=△H
m/s；
3. calculate that m+1 level preloading soil is after design code completed in the time, m+1 level preloading soil settling amount △ h
m+1,
△ h
m+1=V
mt
m+1, wherein, t
m+1total number of days 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
m actual measurement-H
m design+ △, wherein, H
m designbe m level preloading soil designed amount of precipitation, △ is that standard allows roadbed filling positively biased difference, and value is 0～20;
(3) n-1 level preloading soil calculate and accumulate settling amount h after having constructed
always,
When (4) n level preloading soil are constructed, make its actual high h of Thickness Ratio design elevation that bankets
always;
Above-mentioned preloading soil construct rear all refer to that the native and static pressure of preloading completes after.
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|---|---|---|---|
| CN201210289570.8A CN102767128B (en) | 2012-08-14 | 2012-08-14 | Construction method capable of controlling top surface elevation for surcharge load soil of subgrade |
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|---|---|---|---|
| CN201210289570.8A CN102767128B (en) | 2012-08-14 | 2012-08-14 | Construction method capable of controlling top surface elevation for surcharge load soil of subgrade |
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| CN102767128B true 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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| CN102767128A (en) | 2012-11-07 |
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