CN102102362A - Method for directly reinforcing soft underlying soil foundation - Google Patents
Method for directly reinforcing soft underlying soil foundation Download PDFInfo
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- CN102102362A CN102102362A CN 201110056083 CN201110056083A CN102102362A CN 102102362 A CN102102362 A CN 102102362A CN 201110056083 CN201110056083 CN 201110056083 CN 201110056083 A CN201110056083 A CN 201110056083A CN 102102362 A CN102102362 A CN 102102362A
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- soil
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- pile body
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Abstract
The invention relates to a method for treating soil foundation, in particular to a method for directly reinforcing soft underlying soil. The method is suitable for reinforcing various soft underlying soils, belonging to the technical field of foundation treatment. The method is suitable for reinforcing the foundation under the geological conditions that the top soil is good soil while the underlying soil is soft soil. The method is characterized by directly generating reinforcing pile bodies in the soft underlying soil, without damaging the top good soil in the reinforcing process, wherein the upper ends of the reinforcing pile bodies are arranged in the good soil. The method has the following beneficial effects and advantages: the greatest characteristics of the method are as follows: the top good soil is not damaged but the engineering properties of the good soil are given full play to; the soft soil is reinforced by directly generating the reinforcing pile bodies in the soft underlying soil, and the engineering properties of the soft soil are improved through combined action of the piles and the soil; and the foundation settlement can be greatly reduced and the technical requirements of engineering construction can be met by using the novel method for reinforcing the foundation.
Description
Technical field
The present invention relates to a kind of soft-soil foundation treatment method, relate in particular to the direct reinforcing method of soil layer that crouches under a kind of weakness.Be applicable to the soil layer reinforcement and strengthening processing of crouching under all kinds of weaknesses, possession base processing technology field.
Background technology
In building operations, run into soft foundation through regular meeting; because the soft foundation natural moisture content is big; the compressibilty height; intensity is low; bad hydraulic permeability; bearing capacity of foundation soil is low, causes natural soft foundation can not satisfy the requirement of top building to bearing capacity of foundation soil, need handle and reinforce ground.At present, in the soft-soil foundation treatment method commonly used, for the shallow poor subsoil layer, the general mode of filling out of changing that adopts, and for the processing than the soft layer of deep layer, the general at present mode that adopts pile foundation or composite foundation.And,, adopt pile foundation or composite foundation to handle generally according to than the deep layer soft layer for the processing of weak substratum.For weak substratum, there is following problem in conventional foundation treatment mode: the one, adopt the mode of filling out of changing, need excavate a large amount of tops soil property soil layer preferably, and need look for other place to stack ground, the relatively poor and land occupation resource of construction environment in addition as spoir.Fill out thickness when big and change, change the quality of filling out and be difficult for guaranteeing that construction period is also long, the construction costs height; The 2nd, the mode of employing pile foundation or composite foundation does not have the abundant engineering properties of bringing into play the better soil layer in top effectively, and better soil layer and relatively poor soil layer are reinforced simultaneously in the process of reinforcing, and have increased engineering construction investment, also make construction period prolong to some extent.
Summary of the invention
The technical problem that the present invention need solve is:, problems such as construction costs high, long construction period relatively poor at the construction environment that exists in the Soft Ground, and a kind of direct reinforcement means at weak substratum is provided.
The technical solution adopted in the present invention: this directly reinforces the weak method of soil ground for sleeping in down, be applicable to that topsoil is good soil layer, and the consolidation process of ground under the geological conditions that following soil layer for sleeping in is a soft layer, it is characterized in that: in reinforcing process, do not destroy the good soil layer in top, directly generate in the soil layer for sleeping under weakness and reinforce pile body, the upper end of this reinforcing pile body places in the good soil layer.
The generation of above-mentioned reinforcing pile body can be adopted high pressure jet grouting technology, compaction grouting technology or other similar technology.The common trait of this class technology is: when construction, only need to bore very little hole on pending regional ground, just can be scheduled to reinforcement depth under the basis, generate large diameter reinforcing pile body.
The shape of above-mentioned reinforcing pile body can generate according to actual needs, for example, can be cylindric, ball-joint shape, coniform, T word shape, inverted T-shape shape, I-shaped shape prismatic shapes.
Beneficial effect of the present invention: maximum characteristics of the present invention are not destroy the good soil layer in top, but give full play to the engineering properties of good soil layer.The present invention directly generates the reinforcing pile body to reinforce soft layer in the soil layer for sleeping under weakness, by the acting in conjunction of stake soil, improve the engineering property of weak soil, satisfies the engineering construction requirement.Compared with prior art, the present invention has following advantage:
1, the duration is short, cost is low
The present invention does not destroy the good soil layer in top in reinforcing process, can give full play to top good soil layer good engineering character, by the acting in conjunction of stake soil, improve the engineering property of weak soil, satisfy the engineering construction requirement, and save material, short construction period reduces cost.
2, little to perturbation on every side
When construction, only need to bore very little hole and just can under the basis, form large diameter reinforcing pile body on pending regional ground, promptly can not destroy the good soil layer in top, again can be because of the use and the peripheral communal facilities of the contiguous building of excavation influence.
3, clean environment firendly
Do not have a large amount of soil excavations and backfill during construction, do not produce a large amount of mud contamination job sites yet.
4, can control the shape of reinforcing pile body
In reinforcing the pile body forming process, can adjust the parameter of construction equipment, make and reinforce pile body and become required cross sectional shape (as: cylindric, ball-joint shape, coniform, T word shape, inverted T-shape shape, I-shaped shape etc.), diameter and length, thus the foundation settlement after the weak soil layer down for sleeping in of control is reinforced better.
Description of drawings
Fig. 1 is columned schematic diagram for reinforcing pile body cross sectional shape of the present invention;
Fig. 2 is the schematic diagram of ball-joint shape for reinforcing pile body cross sectional shape of the present invention;
Fig. 3 is cone shape schematic diagram for reinforcing pile body cross sectional shape of the present invention;
Fig. 4 is the schematic diagram of T word shape for reinforcing pile body cross sectional shape of the present invention;
Fig. 5 is the schematic diagram of inverted T-shape shape for reinforcing pile body cross sectional shape of the present invention;
Fig. 6 is the schematic diagram of I-shaped shape for reinforcing pile body cross sectional shape of the present invention;
Fig. 7 reinforces the cross sectional shape schematic diagram of pile body under the embedding condition with deep feeling of the good soil layer in bottom for the present invention;
Fig. 8 is a work progress schematic diagram of the present invention;
Load-sedigraph before and after the soil layer that crouches under Fig. 9 test gained of the present invention weakness is reinforced.
Among the figure: the good soil layer 4-in soil layer 3-bottom that crouches under the good soil layer 2-weakness of 1-top reinforces pile body 5-face of land A-rig B-rig in place and draws pipe C-slip casting or grouting in the hole under and form reinforcing pile body D-backfill and draw the hole
The specific embodiment
Referring to Fig. 1～Fig. 6, according to different geological conditionss, reinforce the shape of pile body and can have nothing in common with each other, as being cylindric, ball-joint shape, coniform, T word shape, inverted T-shape shape, I-shaped shape etc.By adjusting the parameter of construction equipment, generate different shapes of reinforcing pile body.The present invention both was divided into good soil layer applicable to the upper and lower part, and mid portion is the weak situation of soil layer for sleeping in down, also was applicable to when the embedding darker situation of the good soil layer in bottom (referring to Fig. 7).
The material of reinforcing pile body is concrete or cement-soil, according to the engineering concrete condition, also can add the Admixture that is used to improve reinforcing material of body of a pile engineering properties in concrete or cement-soil, as early strength admixture, and antifreeze, flyash etc.
Technical design and settlement calculation
Crouching under weakness directly forms major diameter in the soil layer and reinforces pile body, reinforces the shape of pile body and sees shown in Fig. 1～6, and the material of reinforcing pile body is the intensity cement-soil that is much higher than foundation soil, concrete etc.Reinforce the shape of pile body and determine, the cross sectional shape that can form as required for cylindric, ball-joint shape, coniform, T word shape, inverted T-shape shape, I-shaped shape etc. according to the requirement of settlement Control.
Adopt the composite earth modulus of compressibility of the soil layer that crouches under the weakness after present technique is reinforced to be calculated as follows:
E
cc＝mE
cp+(1-m)E
cs
In the formula: E
Cc---the composite earth modulus of compressibility of the soil layer that crouches under the weakness after the reinforcing
E
Cp---reinforce the pile body modulus of compressibility
E
Cs---weak modulus of compressibility of soil for sleeping in down
M---weak soil-layer displacement rate for sleeping in down
Adopt the foundation settlement after present technique is reinforced to calculate and can be calculated as follows:
S＝S
1+S
2+S
3
In the formula: S---the total settlement of ground under the upper load effect
S
1, S
3---be respectively the good soil layer decrement of good soil layer in top and bottom that adopts layerwise summation method to calculate
S
2---reinforce the weak decrement of soil layer for sleeping in down in back
Δ p
i---the increment of subsidiary stress on the soil layer composite earth that crouches under the i layer weakness
H
i---the thickness of the layer crouches under the i layer weakness
E
Cci---the composite earth modulus of compressibility of the soil layer that crouches under the weakness after the i layer is reinforced
N---soil layer layering sum crouches under the weakness after the reinforcing
When the stake end bottom that reinforces pile body is soft layer, need the intensity and the distortion of stake end bottom soft layer are checked.
Job practices (referring to Fig. 8)
(1) place leveling is decided the hole according to the plane coordinates position of design in the position that needs form the reinforcing pile body, rig is installed on the position, hole of reserving, and pedestal is wanted steadily during installation, and requires center, position, drill bit hole.
(2) manage under the perforate of employing rig on the predetermined boring position;
(3) in the precalculated position, predetermined altitude is reinforced pile body according to the shape formation of designing requirement;
(4) with drawing bore portion in the good soil layer in cement paste backfill top.
After the reinforcing material of body of a pile reaches design strength, just finished the weak consolidation process of soil layer for sleeping in down, the bearing capacity of foundation soil after the reinforcing obviously improves, and the foundation settlement performance is obviously improved.
Economic analysis
Compare with prior aries such as pile foundation and composite foundations, the pile body length of reinforcing pile body of the present invention obviously shortens, and the consumption of materials such as cement obviously reduces, and does not need a large amount of excavations and backfill, remarkable in economical benefits.
The pile shaft material volumetric usage that wherein adopts the present invention to reduce can be calculated by following formula:
In the formula: V---the pile shaft material volumetric usage that whole engineering can reduce
R
i---i the radius of reinforcing pile body
h
i---reinforce the above good the thickness of the layer in position, pile body stake top for i
K---the reinforcing pile body sum that whole engineering is used
Merits rating
The sleeping direct reinforcement means of soil layer is different from conventional composite foundation under this weakness of giving full play to the good soil layer engineering properties in top, the good soil layer in conventional composite foundation middle and upper part is owing to the existence of reinforcing pile body is difficult to be brought into play fully, and reinforcing the construction of pile body, the present invention do not destroy the good soil layer in top, and basic bottom do not have two kinds of obvious loading sharing bodies of stiffness difference, and the engineering properties of the good soil layer in top can be brought into play fully. Owing to give full play to preferably engineering properties of the good soil layer in top, by the acting in conjunction of stake soil, improve the engineering property of weak soil, reduced the reinforcing pile body length, shortened construction period, reduced cost. By numerical analysis and verification experimental verification validity of the present invention (referring to Fig. 9), and the computing formula of soft layer composite earth modulus of compressibility after having obtained reinforcing can be applied present technique. Applying of present technique will produce huge economic benefit and significant social benefit.
The essence of the weak lower direct reinforcement means of sleeping soil layer is exactly the characteristics for sleeping soil layer under the weakness, directly soft layer weak in the ground is reinforced, method with this novel foundation stabilization is processed can reduce settlement of foundation greatly, satisfies the engineering construction specification requirement. The characteristics of present technique are to have set up the computing formula of reinforcing the composite earth modulus of compressibility of rear soft layer, the application that this means this technology can be regulated by design, improved the accuracy that ground is processed, avoided blindness and the waste in the engineering, effectively Control Engineering investment.
Claims (5)
1. directly reinforce the weak method of soil ground for sleeping in down for one kind, be applicable to that topsoil is good soil layer, and the consolidation process of ground under the geological conditions that following soil layer for sleeping in is a soft layer, it is characterized in that: in reinforcing process, do not destroy the good soil layer in top, directly generate in the soil layer for sleeping under weakness and reinforce pile body, the upper end of this reinforcing pile body places in the good soil layer.
2. a kind of weak method of soil ground for sleeping in down of directly reinforcing according to claim 1, it is characterized in that: what the generation of reinforcing pile body was adopted is high pressure jet grouting technology or compaction grouting technology.
3. a kind of weak method of soil ground for sleeping in down of directly reinforcing according to claim 1 is characterized in that: reinforce the pile body cross sectional shape and be cylindric, ball-joint shape, coniform, T word shape, inverted T-shape shape, I-shaped shape.
4. a kind of weak method of soil ground for sleeping in down of directly reinforcing according to claim 1, it is characterized in that: the material of reinforcing pile body is concrete or cement-soil.
5. a kind of weak method of soil ground for sleeping in down of directly reinforcing according to claim 1, it is characterized in that: the material of reinforcing pile body is concrete or cement-soil and Admixture thereof.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110056083 CN102102362A (en) | 2011-03-09 | 2011-03-09 | Method for directly reinforcing soft underlying soil foundation |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 201110056083 CN102102362A (en) | 2011-03-09 | 2011-03-09 | Method for directly reinforcing soft underlying soil foundation |
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| CN102102362A true CN102102362A (en) | 2011-06-22 |
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|---|---|---|---|
| CN 201110056083 Pending CN102102362A (en) | 2011-03-09 | 2011-03-09 | Method for directly reinforcing soft underlying soil foundation |
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103161158A (en) * | 2013-03-22 | 2013-06-19 | 东南大学 | Method of reinforcing soft soil layers using layering mixing pile machine |
| CN110700032A (en) * | 2019-09-25 | 2020-01-17 | 广东乾兴建设工程有限公司 | Method for treating soft soil foundation of municipal road |
| CN111074875A (en) * | 2020-01-21 | 2020-04-28 | 中化岩土集团股份有限公司 | Method for processing soft lower lying layer by clamping and embedding type pile |
Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE19848846A1 (en) * | 1998-10-22 | 2000-04-27 | Huesker Synthetic Gmbh & Co | Foundation structure for constructions on soft ground has pillars at regular intervals through into the lower hard ground layer with pillar head caps covered by a geo-plastics reinforcement to take the loose ballast |
| CN1827924A (en) * | 2006-02-14 | 2006-09-06 | 薛江炜 | Foundation treatment method by static pressure replacement and multi-purpose press pipe thereof |
| CN101838987A (en) * | 2010-04-21 | 2010-09-22 | 东南大学 | Operation method of piles with variable cross section for reinforcing shield end soil body |
-
2011
- 2011-03-09 CN CN 201110056083 patent/CN102102362A/en active Pending
Patent Citations (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE19848846A1 (en) * | 1998-10-22 | 2000-04-27 | Huesker Synthetic Gmbh & Co | Foundation structure for constructions on soft ground has pillars at regular intervals through into the lower hard ground layer with pillar head caps covered by a geo-plastics reinforcement to take the loose ballast |
| CN1827924A (en) * | 2006-02-14 | 2006-09-06 | 薛江炜 | Foundation treatment method by static pressure replacement and multi-purpose press pipe thereof |
| CN101838987A (en) * | 2010-04-21 | 2010-09-22 | 东南大学 | Operation method of piles with variable cross section for reinforcing shield end soil body |
Non-Patent Citations (1)
| Title |
|---|
| 《交通标准化》 20080630 杨丙龙 天然双层软土地基硬壳层的工程应用特点研究 第150-152页 1-5 , 第6期 2 * |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103161158A (en) * | 2013-03-22 | 2013-06-19 | 东南大学 | Method of reinforcing soft soil layers using layering mixing pile machine |
| CN110700032A (en) * | 2019-09-25 | 2020-01-17 | 广东乾兴建设工程有限公司 | Method for treating soft soil foundation of municipal road |
| CN111074875A (en) * | 2020-01-21 | 2020-04-28 | 中化岩土集团股份有限公司 | Method for processing soft lower lying layer by clamping and embedding type pile |
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Application publication date: 20110622 |