CN110130305A - A kind of grid type soft-soil foundation treatment method and foundation structure - Google Patents
A kind of grid type soft-soil foundation treatment method and foundation structure Download PDFInfo
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- CN110130305A CN110130305A CN201910296032.3A CN201910296032A CN110130305A CN 110130305 A CN110130305 A CN 110130305A CN 201910296032 A CN201910296032 A CN 201910296032A CN 110130305 A CN110130305 A CN 110130305A
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- 238000003780 insertion Methods 0.000 claims abstract description 6
- 230000037431 insertion Effects 0.000 claims abstract description 6
- 238000004364 calculation method Methods 0.000 claims description 6
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- 239000003795 chemical substances by application Substances 0.000 claims description 4
- 239000004927 clay Substances 0.000 claims description 2
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Classifications
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
Abstract
The present invention provides a kind of grid type soft-soil foundation treatment method and foundation structures, and grid type solidification wall is built in insertion in Soft Soil Layer, build crust layer in the upper surface of Soft Soil Layer.Grid type soft-soil foundation treatment method of the present invention and foundation structure short time limit, the features such as long-term settlement is small, all there is good effect to diffusion overlying burden, raising foundation bearing capacity, the influence of reduction to surrounding enviroment etc., quickly and effectively soft soil foundation can be reinforced；The dosage of the bedding sand in current traditional ground treatment method is reduced, to save project cost, while avoiding occurring adopting steathily, crossing the generation for adopting phenomenon for medium coarse sand because of sand source anxiety, also brings no small social benefit while saving cost；The processing technique can be very good to be applied in the processing engineering of the grounds such as dredging markets, river embankment mud, high-moisture percentage alkaline residue, be with a wide range of applications.
Description
Technical field
The invention belongs to technical field of buildings, more particularly, to a kind of grid type soft-soil foundation treatment method and ground base junction
Structure.
Background technique
Along with the Large scale construction of China's engineering, it often will appear soft soil foundation.Soft soil foundation refers to by weak soil (such as
Mud, muck soil etc.) constitute compression layer or other high-compressibility soil layers composed by ground, have natural moisture content and
The compressed coefficient is high, natural void ratio and sedimentation and deformation are big, shearing strength and low bearing capacity, the features such as infiltration coefficient is small.Due to soft
The generally existing unstability of soil base, vulnerable to disturbance, it often results in road foundation and differential settlement occurs, even whole to lose
It is steady to destroy, it causes any property loss and security risk.Therefore project treatment is carried out to soft soil foundation, is to shorten the completion time of project, reduce
Project cost and ensure one of key factor of construction quality.
In order to enhance the overall stability of soft soil foundation, accelerates the consolidation settlement rate of the soil body, make the deformation of soft soil foundation
And bearing capacity can satisfy engineering design requirement, it is necessary to handle soft soil foundation.China is for soft soil foundation at present
Processing method have very much, mainly include sand bedding course method, roll and tamp method, draining concretion method, replacement cushion method, compacting method and
Method etc. is rushed in shake, is all in engineering construction at this stage to the common processing method of soft soil foundation, but traditional construction technology cost
It is higher, the period is long, and Construction control level etc. will cause certain strength problem.
For disadvantages mentioned above, the grid type foundation treatment technology based on sludge solidification is proposed, i.e., using weak soil
Base curing technology and special equipment are reinforced in reclaimed ground solidifies wall construction at the grid type grid type of similar case barrel structure,
And base table layer ooze is formed by curing plate and shell structure over the ground, forms entirety with network, becomes and meets particular bearer power needs
Grid type composite foundation.
Summary of the invention
In view of this, the present invention is directed to propose a kind of grid type soft-soil foundation treatment method and foundation structure, existing to solve
Some soft soil foundation construction difficulty are high, long in time limit, cost is high, ropy problem.
In order to achieve the above objectives, the technical scheme of the present invention is realized as follows:
A kind of grid type soft-soil foundation treatment method, grid type solidification wall is built in insertion in Soft Soil Layer, in Soft Soil Layer
Build crust layer in upper surface.
Further, it is fixed between the grid type solidification wall and crust layer by curing agent integrally connected.
Further, grid type solidification wall includes lateral solidifcation wall and longitudinal solidification wall, the lateral solidifcation wall with
Curing molding is integrated between longitudinal solidification wall；
The lateral solidifcation wall is transversely to the machine direction solidification wall.
Further, since load bring pressure is different, it is solid that the grid type is obtained according to bearer properties calculation method
The constructive depth for changing wall is 3-10 meters；
It is 10-30 meters that grid type, which solidifies the spacing between the wall of wall,.
Further, the crust layer with a thickness of 0.8-2 meters.
Further, the intensity of the crust layer is 60KPA or more.
A kind of grid type soft soil foundation structure includes grid type solidification wall and crust layer, the grid type solidification wall insertion peace
It is grid structure in Soft Soil Layer, wall is all vertically arranged；
The upper surface of Soft Soil Layer is arranged in the crust layer.
Further, the grid type solidification wall and crust layer are all cured structure of soft clay；
The grid solidification coping is fixed with crust layer integrally connected.
Further, grid type solidification wall includes lateral solidifcation wall and longitudinal solidification wall, the lateral solidifcation wall with
Curing molding is integrated between longitudinal solidification wall；
The lateral solidifcation wall is transversely to the machine direction solidification wall.
Further, it is 5-17 meters that the grid type, which solidifies the constructive depth of wall,；
It is 10-20 meters that grid type, which solidifies the spacing between the wall of wall,；
The crust layer with a thickness of 1.5m or more.
Compared with the existing technology, grid type soft-soil foundation treatment method of the present invention has the advantage that
(1) grid type this soft base processing method of soft-soil foundation treatment method of the present invention and foundation structure short time limit,
The features such as long-term settlement is small all has very diffusion overlying burden, raising foundation bearing capacity, the influence of reduction to surrounding enviroment etc.
Good effect, can quickly and effectively reinforce soft soil foundation；Reduce the bedding sand in current traditional ground treatment method
Dosage to save project cost, while avoiding occurring adopting steathily, crossing the generation for adopting phenomenon for medium coarse sand because of sand source anxiety,
No small social benefit is also brought while saving cost；The processing technique can be very good to be applied to dredging markets, river embankment silt
In the processing engineering of the grounds such as mud, high-moisture percentage alkaline residue, it is with a wide range of applications.
(2) grid type soft-soil foundation treatment method and foundation structure of the present invention are reinforced in reclaimed ground into class
Solidify wall construction like the grid type of the grid type of case barrel structure, and base table layer ooze is solidified into a plate and shell structure over the ground, with
Network forms an entirety, and joint reclaimed ground forms one and meets the grid type of particular bearer power needs compoundly
The surface layer bearing capacity of base, live grid type composite foundation processing region reaches 120kPa, fully meets design needs above.
Detailed description of the invention
The attached drawing for constituting a part of the invention is used to provide further understanding of the present invention, schematic reality of the invention
It applies example and its explanation is used to explain the present invention, do not constitute improper limitations of the present invention.In the accompanying drawings:
Fig. 1 is grid type soft soil foundation cross-sectional view of the structure described in the embodiment of the present invention；
Fig. 2 is that grid type soft soil foundation structure described in the embodiment of the present invention overlooks principle assumption diagram；
Fig. 3 is that grid type soft-soil foundation treatment method described in the embodiment of the present invention carries experimental principle structure chart；
Fig. 4 is stress analysis figure under cell cube different condition；
Model schematic top plan view when Fig. 5 is B/L=0.50；
Displacement vector figure when Fig. 6 is different B/L foundation failures；
Fig. 7 is the p-s curve under different B/L；
Fig. 8 is Nc-B/L relation curve.
Description of symbols:
1, crust layer；2, grid type solidifies wall；3, Soft Soil Layer.
Specific embodiment
It should be noted that in the absence of conflict, the feature in embodiment and embodiment in the present invention can phase
Mutually combination.
In the description of the present invention, it is to be understood that, term " center ", " longitudinal direction ", " transverse direction ", "upper", "lower",
The orientation or positional relationship of the instructions such as "front", "rear", "left", "right", "vertical", "horizontal", "top", "bottom", "inner", "outside" is
It is based on the orientation or positional relationship shown in the drawings, is merely for convenience of description of the present invention and simplification of the description, rather than instruction or dark
Show that signified device or element must have a particular orientation, be constructed and operated in a specific orientation, therefore should not be understood as pair
Limitation of the invention.In addition, term " first ", " second " etc. are used for description purposes only, it is not understood to indicate or imply phase
To importance or implicitly indicate the quantity of indicated technical characteristic.The feature for defining " first ", " second " etc. as a result, can
To explicitly or implicitly include one or more of the features.In the description of the present invention, unless otherwise indicated, " multiple "
It is meant that two or more.
In the description of the present invention, it should be noted that unless otherwise clearly defined and limited, term " installation ", " phase
Even ", " connection " shall be understood in a broad sense, for example, it may be being fixedly connected, may be a detachable connection, or be integrally connected；It can
To be mechanical connection, it is also possible to be electrically connected；It can be directly connected, can also can be indirectly connected through an intermediary
Connection inside two elements.For the ordinary skill in the art, above-mentioned term can be understood by concrete condition
Concrete meaning in the present invention.
The present invention will be described in detail below with reference to the accompanying drawings and embodiments.
As shown in Fig.1 and Fig.2, a kind of grid type soft-soil foundation treatment method, it is solid to build grid type for insertion in Soft Soil Layer 3
Change wall 2, builds crust layer 1 in the upper surface of Soft Soil Layer 3.
The grid type solidifies wall 2 and crust layer 1 is all by the weak soil in region by curing apparatus stirring, injection solidification
Agent solidification is made；
Solidification wall is fixed with 1 integrally connected of crust layer.
The grid type solidification wall 2 includes lateral solidifcation wall and longitudinal solidification wall, and the lateral solidifcation wall and longitudinal direction solidify
Curing molding is integrated between wall；
The lateral solidifcation wall is transversely to the machine direction solidification wall, and the wall for solidifying wall is all vertically arranged.
Since load bring pressure is different, the grid type is obtained according to bearer properties calculation method and solidifies building for wall 2
Making depth is 3-10 meters；
The wall spacing that grid type solidifies wall 2 is 10-30 meters.
The crust layer 1 with a thickness of 0.8-2 meters.
The calculation method of grid type soft soil foundation bearer properties is as follows:
The mechanism for improving bearing strength to grid type soft soil foundation first is analyzed: before not being further applied load, weak soil
Base is in initial stress state, by the soil body it is assumed that semi-infinite elastic solid.Due to equal on vertical planes all in the soil body and horizontal plane
No shear stress exists, and the vertical weight stress in the body of native land at any depth z is equal to the weight of unit area earth pillar:
σ10=γg·z(1)
In formula, γgFor the severe of earth pillar.
For horizontal direction stress:
σ30=K0·σ10 (2)
In formula, K0For earth lateral pressure coefficient.
After being further applied load, under no solidification wall restraint condition, overlying burden generates additional stress σ at cell cubez, this
When vertical stress are as follows:
σ11=σ10+σz>σ10 (3)
Under overlying burden effect, the external load lower part soil body can be squeezed out to external load two sides, native around external load
Know from experience and certain lateral restriction be provided, at this time horizontal direction stress are as follows:
σ31=σ30+σhz>σ30 (4)
The presence for solidifying wall also provides biggish horizontal restraint power σG, the horizontal displacement of the soil body is limited, so that horizontal
Stress continues to improve:
σ32=σ30+σG>σ31 (5)
From fig. 4, it can be seen that solidification wall constraint weak soil after, big principal stress σ 11 is remained unchanged in Mohr Circle of Plastic, minor principal stress to
Direction close to big principal stress is mobile, i.e., from without solidifying the σ 31 of wall state to having the σ 32 for solidifying wall state, the shear stress of the soil body
Level reduces, so that the bearing capacity of ground be made to greatly improve.
It is specific as follows that grid type soft soil foundation bears characteristic computing method:
(1) create analysis model, with finite element software ABAQUS to 1 soft soil foundation of crust layer external loads effect
Lower deformation and the developments of failure mechanics are further analyzed: model is by grid type solidification wall 2, Soft Soil Layer 3, crust layer 1 and outer
Four part of portion's load composition, for external load for providing downward load, grid type solidifies wall 2, Soft Soil Layer 3, crust layer 1 and outer
Portion's load is all made of C3D8H unit.Grid type solidifies wall 2 using ideal linear elastic model, and the soil body uses Mohr-Coulomb mould
Type, parameter are as shown in table 1:
Soil parameter
Assuming that external load rigid body, width B is respectively 5m, 6m, 7m, 8m, 9m, 11.6m, 14.8m, and grid inner wall spacing is
L=10m.In external load bottom centre point position reference point, to apply vertical load.External load and grid type solidify wall
It is Rough contact between 2 and crust layer 1.In order to reduce the influence of boundary effect, crust layer 1 externally load it is radial and
Longitudinal each extension certain distance, vertical boundary and bottom boundary constrain its Normal Displacement.By taking B/L=0.50 as an example, model is whole
Body schematic diagram is as shown in Figure 6.
From displacement vector Fig. 4 it can be found that as B/L≤0.5, as shown in Fig. 6 (a), sliding surface is just close to grid type
Solidify wall 2, solidify grid type and solidify wall 2 does not influence the failure mode of ground substantially, and foundation soil, which can be formed, completely to be broken
Bad face is in critical state；With the increase of B/L, solidify grid type solidify wall 2 lateral displacement of the soil body can be played it is certain
Effect of contraction influences the development of sliding surface, so that the failure mode to ground has an impact, sends out the displacement of the soil body to depths
Exhibition, can not generate complete sliding failure face, coefficient of bearing caoacity increases；As B/L=1.16, as shown in Fig. 6 (b), outside
Solidification grid type solidification wall 2, external load, grid type solidification wall 2 and internal soil body collective effect is just completely covered in portion's load
A case barrel type basis is formed, is equivalent to composite foundation, failure mode and load transfer mode are also similar with composite foundation；When
When B/L > 1.16, as Fig. 6 (c) solidifies 2 lower part shape of wall in solidification grid type as B/L increases it can be seen from displacement cloud atlas
At elastic kernel, and then new complete sliding surface is formed, bearing capacity factor is caused to reduce.
(2) the bearing capacity analog result of different operating conditions is analyzed, derives bearer properties calculation formula: by not
With external load size grid type composite foundation carry out bearing capacity simulation, it is available in the case of load-displacement
Curve can determine corresponding ultimate bearing capacity according to the curve of Fig. 7；Using foundation soil strength and external load area to bearing capacity
It is normalized, obtains coefficient of bearing caoacity Nc, expression formula are as follows:
Nc=P/suA (6)
In formula, P is the ultimate bearing capacity (kN) of ground, suFor the undrained shear strength (kPa) of ground, A is external carries
Lotus area (m2)。
It, can be by Nc and B/L relation curve using piecewise function by the Nc-B/L relation curve of Fig. 8 after normalized
It indicates are as follows:
Formula (7) are substituted into bearing capacity formula P=NcsuGrid type Bearing Capacity of Composite Foundation can be obtained in A:
As shown in figure 3, carrying out intensity experiment to grid type soft soil foundation structure, particular content is as follows:
Live payload oscillation selects 3 key areas to be detected, and is located at test area close to trackside edge and selects 1
Measuring point, center select 2 dbullioscopes, and test process is as follows:
(1) it excavates and tests pits.Width of testing pits is 4~5 times of pressure-bearing board diameter.For this test, width of testing pits is 4m.So
On quasi- pressure testing surface, coarse sand is levelling afterwards, with a thickness of 10~20mm.
(2) load plate, jack are placed, datum line beam is set up.The resultant force center of jack should be overlapped with stake axis.
(3) counterforce device is installed.It is required that the counter-force that counterforce device can provide is greater than 1.2 times of maximum load amount.Ballast is applied
The compression for being added on ground is not preferably greater than 1.5 times of characteristic value of foundation bearing capacity.The counterforce device that this test uses is coagulation
Soil block body is self-possessed for 18t, meets requirement of experiment.
(4) precompressed must be carried out with 1 grade of load before on-test, squeeze time 5min sheds load after precompressed, then will
Dial gauge is all zeroed, and then starts to test；When load load transmitting should uniformly, it is continuous, without impact, every grade of load was maintaining
Amplitude of variation in journey must not exceed classification load.
(5) deformation values of ground are measured by dial gauge, maximum range 50mm, precision 0.01mm.It is right on Loading Plate
Claim to place 2 pieces of dial gauges, takes its average value as the sedimentation value of load plate.
(6) when loading: often plus level-one load is observed by the time interval of 10min, 10min, 10min, 15min, 15min
Then sedimentation value reads a sedimentation value every half an hour, when the rate of settling when continuous 2 is small is less than 0.1mm/h, then recognize
Opposite stability criterion is had reached for sedimentation, next stage load can be carried out.
(7) termination condition is tested are as follows:
1. the native significantly lateral extrusion around bearing plate；
2. settling hurried increase, there is steep drop section in pressure-subsidence curve；
3. the interior rate of settling cannot reach stability criterion for 24 hours under certain level-one load；
4. the accumulative settling amount of bearing plate has been greater than the 6% of its width or diameter.
(8) characteristic load bearing capacity is determined by following regulation:
1. taking payload values corresponding to the ratio limits when proportional boundary on pressure-subsidence curve；
2. taking the half of ultimate load value when ultimate load is less than 2 times of the payload values of corresponding ratio limits；
3. can use load corresponding to s/b=0.01~0.015, but its value when that cannot determine by above-mentioned two requirement
It should not exceed the half of maximum load amount.
The results show that each testing site is during the whole test process, 3 testing site settling amounts at different levels be in 0.13mm~
Between 1.82mm, when adding to maximum finder charge, adding up largest settlement is 5.40mm~7.94mm, is loaded onto maximum load amount
When 240kPa, each point is not destroyed, according to specification " load corresponding to s/b=0.01~0.015, but its value should be big
In the half of maximum load amount " regulation, each point characteristic load bearing capacity takes 120kPa, meets design requirement.
Although the preferred embodiment of the present invention is described above in conjunction with embodiment, the invention is not limited to
Above-mentioned specific embodiment, the above mentioned embodiment is only schematical, be not it is restrictive, this field it is general
Logical technical staff under the inspiration of the present invention, without breaking away from the scope protected by the purposes and claims of the present invention, goes back
Many forms can be made, such as: the replacement of above-mentioned curing agent, the difference of agitating mode.These belong to protection of the invention
Within the scope of.
The foregoing is merely illustrative of the preferred embodiments of the present invention, is not intended to limit the invention, all in essence of the invention
Within mind and principle, any modification, equivalent replacement, improvement and so on be should all be included in the protection scope of the present invention.
Claims (10)
1. a kind of grid type soft-soil foundation treatment method, it is characterised in that: grid type solidification wall is built in insertion in Soft Soil Layer (3)
(2), crust layer (1) is built in the upper surface of Soft Soil Layer (3).
2. grid type soft-soil foundation treatment method according to claim 1, it is characterised in that: the grid type solidifies wall
(2) and crust layer (1) is all that the weak soil in region is made by curing apparatus stirring, injection curing agent solidification；
Solidification wall is fixed with crust layer (1) integrally connected.
3. grid type soft-soil foundation treatment method according to claim 1, it is characterised in that: the grid type solidifies wall
(2) include lateral solidifcation wall and longitudinal solidification wall, be integrated curing molding between the lateral solidifcation wall and longitudinal solidification wall；
The lateral solidifcation wall is transversely to the machine direction solidification wall.
4. grid type soft-soil foundation treatment method according to claim 1 to 3, it is characterised in that: since load is brought
Pressure it is different, obtain the grid type solidify constructive depth of wall (2) being 3-10 meters according to bearer properties calculation method；
The wall spacing that grid type solidifies wall (2) is 10-30 meters.
5. grid type soft-soil foundation treatment method according to claim 4, it is characterised in that: the thickness of the crust layer (1)
Degree is 0.8-2 meters.
6. grid type soft-soil foundation treatment method according to claim 1, it is characterised in that: the crust layer (1) it is strong
Degree is 60KPA or more.
7. a kind of grid type soft soil foundation structure, it is characterised in that: including grid type solidification wall (2) and crust layer (1), the net
Format solidification wall (2) insertion is mounted in Soft Soil Layer (3), is grid structure, and wall is all vertically arranged；
Upper surface of crust layer (1) setting in Soft Soil Layer (3).
8. grid type soft soil foundation structure according to claim 7, it is characterised in that: grid type solidification wall (2) and
Crust layer (1) is all cured structure of soft clay；
The grid solidification coping is fixed with crust layer (1) integrally connected.
9. grid type soft soil foundation structure according to claim 7, it is characterised in that: grid type solidification wall (2) packet
Lateral solidifcation wall and longitudinal solidification wall are included, is integrated curing molding between the lateral solidifcation wall and longitudinal solidification wall；
The lateral solidifcation wall is transversely to the machine direction solidification wall.
10. according to any grid type soft soil foundation structure of claim 7-9, it is characterised in that: the grid type solidification
The constructive depth of wall (2) is 5-17 meters；
It is 10-20 meters that grid type, which solidifies the spacing between the wall of wall (2),；
The crust layer (1) with a thickness of 1.5m or more.
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Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112878299A (en) * | 2021-01-09 | 2021-06-01 | 大地巨人(北京)工程科技有限公司 | Sludge solidification reinforced composite foundation treatment method |
| CN113358466A (en) * | 2021-05-28 | 2021-09-07 | 燕山大学 | Method and system for determining transfer coefficient of dynamic stress of layered foundation soil layer interface |
| CN114753347A (en) * | 2022-05-16 | 2022-07-15 | 连云港徐圩城建工程有限公司 | Grid type soft soil foundation treatment method and foundation structure |
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