CN109339030A - A kind of ground setting method of skyscraper - Google Patents
A kind of ground setting method of skyscraper Download PDFInfo
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- CN109339030A CN109339030A CN201811209910.5A CN201811209910A CN109339030A CN 109339030 A CN109339030 A CN 109339030A CN 201811209910 A CN201811209910 A CN 201811209910A CN 109339030 A CN109339030 A CN 109339030A
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- pile
- stake
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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
- E02D3/12—Consolidating by placing solidifying or pore-filling substances in the soil
-
- 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 invention discloses a kind of ground setting methods of skyscraper.Method includes the following steps: 1) determine bearing course at pile end；2) more rigid projectiles are embedded to；3) inter-pile soil slip casting is carried out between more rigid projectiles；4) pile bottom post-grouting is carried out to each rigid projectiles；5) mattress layer is set in the stake top of the rigid projectiles.Building lot setting method in the present invention uses shallow embedding stub and the method using inter-pile soil slip casting, constitute a kind of composite foundation suitable for unstable topographies such as karst topography, the requirement of top high-level structure bearing capacity can not only be met, the Stress Control requirement of lower layer can also be met, the demand that the structures such as solution cavity are carried out with consolidation process is also avoided simultaneously, saves a large amount of human and material resources and time while ensuring quality.
Description
Technical field
The present invention relates to field of civil engineering, in particular to the ground setting method of a kind of skyscraper.
Background technique
When carrying out building operation, being frequently encountered ground middle and lower part has a unstable soil layer, and may be by
It is excessive in additional stress, so as to cause ground not enough safety and stablize, especially when building skyscraper, builds to ground base
The load of plinth is generally large, so the requirement to ground setting also tends to higher, foundation will not only meet skyscraper
The needs of bearing capacity and deformation, it is also necessary to meet the requirement of ground safety and stability.
Common foundation mainly includes that natural preservative, Soil-rock combined ground basis, basement process add shallow foundation
With the types such as pile foundation, need reasonably to be chosen according to factors such as the landform in construction area and execution conditions when in use
And design, in the more special region of some landform, the selection face of ground is often more narrow, is typically chosen natural preservative
It is in the majority with pile foundation.And the region more unstable in some landform, such as underground are covered with the karst area etc. of solution cavity and are built
When building, if being unable to satisfy the demand of upper part structure high-bearing capacity and low deformation using subsoil；And if using stake
Basis, and can face and lay out pile, pile quality control and the problems such as karst cave treatment, such as is if short using the shallow embedding for being not passed through solution cavity
Stake is not able to satisfy the design requirement of bearing capacity then, so must be using the buried long stake across solution cavity, and it also requires to solution cavity
Carry out consolidation process, and often be distributed wide, position depth, stability poor for solution cavity, therefore will lead to Pile Foundation not only processing technique
Difficulty is big, engineering cost is high, and pile quality is difficult to ensure, concept feasible is poor.
Summary of the invention
To solve the above problems, the present invention provides a kind of ground setting methods of skyscraper.
According to an aspect of the invention, there is provided a kind of ground setting method of skyscraper comprising following steps:
1) bearing course at pile end is determined；2) more rigid projectiles are embedded to；3) inter-pile soil slip casting is carried out between more rigid projectiles；4) to each
The rigid projectiles carry out pile bottom post-grouting；5) mattress layer is set in the stake top of the rigid projectiles.
Building lot setting method in the present invention uses shallow embedding stub and the method using inter-pile soil slip casting, constitutes
A kind of composite foundation suitable for unstable topographies such as karst topography can not only meet top high-level structure bearing capacity
Requirement, additionally it is possible to meet lower layer Stress Control requirement, while also avoid to the structures such as solution cavity carry out consolidation process need
It asks, saves a large amount of human and material resources and time while ensuring quality.
In some embodiments, bearing course at pile end is silty clay layer, and when being located at karst area, the stake supports power
The distance at top of the layer apart from solution cavity is 30m.Thereby, it is possible to which suitable soil layer is arranged as bearing course at pile end, guarantee firm hold
By the load of building, and guarantee the safety of lower part solution cavity；Meanwhile pile foundation is not necessary to not only save across lower part solution cavity
Material, also considerably reduces difficulty of construction.
In some embodiments, rigid projectiles are plain concrete pile, and concrete strength of pile grade is in C20 hereinafter, stake
Diameter is in 500mm hereinafter, the pilespacing between the more rigid projectiles is 1.2m*1.2m or 1.15m*1.2m.Thereby, it is possible to reasonable
The parameters such as distance between ingredient, size and the stake of rigid projectiles are set.
In some embodiments, mattress layer is made of sandstone, with a thickness of 150~300mm.Thereby, it is possible to guarantee ground
The uniformity of counter-force, and work with stake soil compatibility of deformation, it is formed using the bearing capacity of inter-pile soil by rigid projectiles and inter-pile soil
The rigid pile composite foundation of composition.
In some embodiments, inter-pile soil slip casting uses 42.5 grades of ordinary portland cements.Suitable species are chosen as a result,
The materials such as cement be capable of the effect of preferably inter-pile soil slip casting.
Detailed description of the invention
Fig. 1 is the schematic diagram that the trial zone of an embodiment of the present invention is arranged；
Fig. 2 is load-sedimentation (P-s) curve graph of the soil layer in the trial zone region Zhong Ge shown in Fig. 1；
Fig. 3 is load-sedimentation (Q-s) curve graph of the single stake in the trial zone region Zhong Ge shown in Fig. 1；
Fig. 4 is load-sedimentation (P-s) curve of the single stake and its surrounding soil layer in the trial zone region Zhong Ge shown in Fig. 1
Figure；
Fig. 5 is that load-sedimentation (P-s) of four piles and its surrounding soil layer in the trial zone region Zhong Tuge shown in Fig. 1 is bent
Line.
Specific embodiment
The invention will now be described in further detail with reference to the accompanying drawings.
The present invention provides a kind of ground setting methods of skyscraper.It includes following multiple steps that this method, which is one,
Engineering, the specific steps are as follows:
Firstly, being determined as the soil layer of bearing course at pile end.The selection standard of bearing course at pile end is that the soil layer where it is enough
Stablize, is able to bear the load of whole building, and there is enough safe distances with lower section solution cavity.In the present invention, stake
It supports power layer choosing and is taken as the preferable silty clay layer of property, and carry out successive projects using it as benchmark.
Then, the embedment of more piles is preliminarily formed into composite foundation.Stake is the rigid pile being made of plain concrete, and pile body uses
C20 lower intensity level concrete below, and rigid pile be stake diameter 500mm hereinafter, preferably 400mm thin stake.When positioned at rock
When molten area, rigid pile can't pass through solution cavity, but be located at the top of solution cavity, wherein top of the bearing course at pile end apart from solution cavity
Distance be 30m.It follows that need to carry out for firm stake across solution cavity compared with conventional use of, it is rigid in the present invention
Property stake length it is shorter, so referred to as rigid projectiles, end has sufficiently long range at the top of solution cavity, it is possible to reduce on
Influence of portion's load to solution cavity transmits load to the deep layer soil layer of the following limited depth range in stake end and stake end, from
And guarantee the safety of solution cavity.
More rigid projectiles are in distributed rectangular in embedment substantially, between pilespacing be 1.2m*1.2m, and one
A little special regions, for example in the big loads region such as elevator shaft region, can be adjusted according to the actual situation, for example adjust
For 1.15m*1.2m.
Subsequently, inter-pile soil slip casting is carried out between more rigid projectiles, strengthens and improve the bearing capacity of inter-pile soil, from
And further increase the bearing capacity of entire ground.Wherein inter-pile soil slip casting preferably uses 42.5 grades of ordinary portland cements,
And upper overburden layer is also needed in slip casting.When the overall load of building is smaller, load mainly acts on shallow-layer, that is,
On inter-pile soil, undertaken by inter-pile soil slip casting portion.In this regard, inter-pile soil slip casting can be obviously improved the performance of soil, substrate is improved
The bearing capacity and stiffness of inter-pile soil, to enhance the shallow-layer bearing capacity of composite foundation.
At the same time it can also carry out pile bottom post-grouting to each rigid projectiles.The overall load of building can be led to by certain proportion
It crosses rigid projectiles and is transmitted to deep layer stake bottom, then be transmitted to bottom deep layer soil layer below, and pass through pile bottom post-grouting, stake bottom is held
The load proportion of load improves, and the overall load of superstructure is bigger, and the load proportion that stake bottom is undertaken is bigger.
In this regard, pile bottom post-grouting can obviously increase the bearing capacity of single pile of rigid projectiles, improve the support stiffness of stake, thus
Enhance the deep layer bearing capacity of composite foundation.
Finally, one layer of mattress layer is arranged in the stake top of rigid projectiles again, a kind of rigid pile mixing ground is formed.Wherein, cotton-padded mattress
Bed course is preferably made of middle sand, coarse sand and graded sand and stone etc., with a thickness of 150~300mm, preferably 200mm.Mattress layer energy
It is enough that stake and soil are coordinated, so that the two is cooperatively formed rigid pile composite foundation, gives full play to the carrying energy of inter-pile soil
Power, to improve the bearing capacity of entire ground.
The effect of the building pile anchoring method in the present invention will be carried out in such a way that design experiment area is tested below
Verifying.The bearing capacity of the obtained single rigid stub of the design is not less than 500kN, and foundation bearing capacity it is estimated 486~
Between 505kPa, settling amount is estimated as 52.1mm.
Fig. 1 shows the schematic diagram of the trial zone of an embodiment of the present invention.As shown in Figure 1, trial zone is by square
Equally distributed 64 pile and inter-pile soil composition, wherein the diameter of stake is 400mm, and effective length is 9.0~11.0mm, and phase
The pilespacing of adjacent stake is taken as 1.2m, so the distance between stake at both ends of each edge of the square is 1.2m*7=8.4m.
The bearing capacity of the obtained single rigid stub of the design is not less than 500kN, and foundation bearing capacity it is estimated 486~505kPa it
Between, settling amount is estimated as 52.1mm.
Entire trial zone one is divided into three regions, is set to an area, 2nd area and 3rd area, the area in an area occupies test
The half of area's gross area, and the area in 2nd area and 3rd area occupies a quarter of the trial zone gross area.Wherein, in an area
It is inside provided only with stake, carries out inter-pile soil slip casting in 2nd area between stake, and 3rd area then carry out inter-pile soil slip casting and stake bottom between stake
Grouting behind shaft or drift lining.In addition, further including some undisturbed soil regions for being not provided with stake in an area.Inter-pile soil slip casting in 2nd area and 3rd area is excellent
Selection of land uses 42.5 grades of ordinary portland cements, and slip casting depth is to about 4.5m below stake top, and grouting amount is preferably not greater than
70kg, grouting pressure are 0.2~0.3MPa, the ratio of mud 0.7, in addition, also need overburden layer when slip casting, the thickness of the layer
Typically no less than 2.0m.The grouting pressure of pile bottom post-grouting in 3rd area Er is preferably 3~5MPa, and the ratio of mud is 0.7~
0.8。
When trial zone is arranged, earth pressure gauge can be buried in soil, and optical fiber and dynamometer etc. are installed in stake and are used for
To test the stress suffered by it, its stake and/or foundation soil load then are tested by way of load plate is installed in each region.
Wherein, also classification marker is made to testing elements such as earth pressure gauge and optical fiber, and reserves some cable apertures in load plate, use
In the cable by testing elements such as connection earth pressure gauge, optical fiber and dynamometers.
The load plate of multiple and different size and weight is installed respectively in each region of trial zone to be tested, wherein
A part of load plate is provided only on the inter-pile soil in suitable region (such as an area and 2nd area), and S can be used and indicated；
Another part load plate is provided only in the stake in each region, and P can be used and indicated；Some load plate is simultaneously
It is arranged on the inter-pile soil and stake in each region, C can be used and indicated；In addition, in case of need, can also incite somebody to action
Some larger-size load plates are arranged at the same time on the more piles being suitble in region (such as an area and 2nd area), can make
It is indicated with F.And the concrete condition for the various aspects tested is as shown in table 1.
1 trial zone load condition of table
Fig. 2 shows load-sedimentation (P-s) curve of the soil layer in the trial zone region Zhong Ge.All due to 2nd area and 3rd area
It has carried out inter-pile soil slip casting, therefore its load can have been tested in mono- area Jin (including undisturbed soil region) and 2nd area, to show stake
Between native slip casting to the impact effect of ground.Specific test position is in each region indicated using S, and due to being in region
It is tested in range, so by the corresponding load of area's relative deformation (ratio of settling amount s and load plate side length b) s/b=0.01
Lotus is as Bearing Capacity Evaluation standard.
As shown in Fig. 2, each curve is in slow deformation, load is also not up to the limiting condition of each soil layer, without original state
The bearing capacity typical value of S1 and S2 in native region are respectively 211.1kPa and 247.2kPa, average value 229.15kPa, an area
In the bearing capacity typical value of inter-pile soil S3 be 261.7kPa, and the bearing capacity typical value of the inter-pile soil S4 in 2nd area is then
315.1kPa。
It can thus be appreciated that the bearing capacity of the bearing capacity ratio undisturbed soil of the inter-pile soil with and without soil layer slip casting in 2nd area and an area is flat
38% and 14% has been respectively increased in mean value, and under same load, and inter-pile soil S3 and S4 sedimentation are respectively less than undisturbed soil S1 and S2, because
This setting stake and progress soil layer slip casting have apparent reinforcement effect to inter-pile soil.And the curve of the inter-pile soil S4 after slip casting
Obviously gentle compared with remaining three, the sedimentation under same or similar load is substantially reduced, and bearing capacity typical value is than non-slip casting
Inter-pile soil S3 improves 20.4%.It follows that soil layer slip casting can significantly improve the strength and stiffness of ground, it can be used as and change
A kind of effective measures of kind foundation soil performance.
Fig. 3 shows load-sedimentation (Q-s) curve of the single stake in the trial zone region Zhong Ge.It is right in each region
Its load is tested in its single stake, to show different grounds to the impact effect of single pile.Specific test position is marked to be each using P
In the stake shown.
As shown in figure 3, slow deformation is presented in three curves, the bearing capacity limiting value of three piles is taken into maximum load
Amount takes the characteristic value of stake for the half of its maximum load amount, and result is not less than 500kN, meets relevant design and requires specification.
The loading curve of stake P1 and stake P2 is relatively close to, and the settling amount that same load acts on lower stake P2 is respectively less than stake P1, is put down
It is less about 51%, it is seen then that soil layer slip casting not only improves the strength and stiffness of inter-pile soil, also plays to the collateral resistance of single pile
Certain humidification improves the load-carrying properties of stake.When load is close, the settling amount of stake P3 is significantly lower than stake P1 and stake
P2, and load level is higher, and the consolidation effect of stake P3 embodies more abundant, this is because which employs pile bottom post-grouting works
Skill improves the performance of Pile side soil, it is made to become to solidify, to significantly increase pile side friction, and improves the carrying of stake
Ability and support stiffness.It follows that being the effective way improved with strengthened rigidity pile load-carrying properties using pile bottom post-grouting technique
Diameter is conducive to the potential bearing capacity that stake is played in the case where high load is horizontal.
Fig. 4 shows load-sedimentation (P-s) curve of single stake and its surrounding soil layer in the trial zone region Zhong Ge.?
Recombination region in each region to its single stake and its surrounding soil layer, can be described as testing load in Pile Composite Foundation, with aobvious
Show different grounds to the impact effect of Pile Composite Foundation.Specific test position carries out mark Pile Composite Foundation using C to be each
On.And Fig. 5 then shows load-sedimentation (P-s) curve of four piles and its surrounding soil layer in the trial zone region Zhong Ge.Each
Recombination region in region to its four pile and its surrounding soil layer can be described as testing load on four pile composite foundations, with display
Impact effect of the different grounds to single four pile composite foundations.Specific test position carries out mark Pile Composite Foundation using F to be each
On, and due to be all at the regional level in tested, so using the corresponding load of area relative deformation s/b=0.06 as carry
Power evaluation criterion.
As illustrated in figures 4-5, slow deformation is presented in each curve, and load is also not up to the limiting condition of each composite foundation.
Take the characteristic value of composite foundation for the half of its maximum load amount, result is not less than 480kPa, meets relevant design requirement
Specification.
The bearing capacity typical value of Pile Composite Foundation C1, C2 and C3 are respectively 646.8kPa, 756.8kPa and 877.1kPa.
The bearing capacity typical value of four pile composite foundation F1 and F2 is respectively 686.1kPa and 837.5kPa.Therefore, equal or similar
Under load, Pile Composite Foundation C1 sedimentation is maximum, and C3 sedimentation is minimum, and the sedimentation of four pile composite foundation F1 is greater than F2.Thus may be used
Know, soil layer slip casting and pile bottom post-grouting all have consolidation effect to composite foundation, can improve composite foundation in varying degrees
Strength and stiffness, and the consolidation effect in such a way that soil layer slip casting and pile bottom post-grouting combine is best.
Each curve in comparison diagram 4, compared with C2, the settlement increment of load C1 early period is significantly greater than Pile Composite Foundation C1
C2, the slope of curve in both load later periods is relatively close to settlement increment is not much different；And Pile Composite Foundation C2 and C3 phase
Than the slope of curve of load both early period is closer to, and as the load increases, and two curves are gradually deviated from, after load
The settlement increment of phase C3 is then significantly less than C2.Therefore, the reinforcement effect of inter-pile soil slip casting is when loading that load level is lower early period
It is just embodied, consolidation effect changes less as the load increases；And the reinforcement effect of pile bottom post-grouting then major embodiment
When load later period load level is higher.It follows that the carrying of general inter-pile soil, which acts on, to be played in rigid pile composite foundation
Earlier than rigid pile, then facilitate the carrying effect for playing soil layer using the method for soil layer slip casting, to reduce settling amount.
Building lot setting method in the present invention uses shallow embedding stub and the method using inter-pile soil slip casting, constitutes
A kind of composite foundation suitable for unstable topographies such as karst topography can not only meet top high-level structure bearing capacity
Requirement, additionally it is possible to meet lower layer Stress Control requirement, while also avoid to the structures such as solution cavity carry out consolidation process need
It asks, saves a large amount of human and material resources and time while ensuring quality.
Above-described is only some embodiments of the present invention.For those of ordinary skill in the art, not
Under the premise of being detached from the invention design, various modifications and improvements can be made, these belong to protection model of the invention
It encloses.
Claims (8)
1. a kind of ground setting method of skyscraper, it is characterised in that: the following steps are included:
1) bearing course at pile end is determined；
2) more rigid projectiles are embedded to；
3) inter-pile soil slip casting is carried out between the more rigid projectiles；
4) pile bottom post-grouting is carried out to each rigid projectiles；
5) mattress layer is set in the stake top of the rigid projectiles.
2. according to right want 1 described in a kind of ground setting method of skyscraper, it is characterised in that: the bearing course at pile end is
Silty clay layer.
3. a kind of ground setting method of skyscraper according to claim 2, it is characterised in that: when positioned at karst area
When, the distance at top of the bearing course at pile end apart from solution cavity is 30m.
4. a kind of ground setting method of skyscraper according to claim 1, it is characterised in that: the rigid projectiles are
Plain concrete pile, concrete strength of pile grade is in C20 or less.
5. a kind of ground setting method of skyscraper according to claim 4, it is characterised in that: the rigid projectiles
Stake diameter is 500mm or less.
6. a kind of ground setting method of skyscraper according to claim 4, it is characterised in that: the more rigidity are short
Pilespacing between stake is 1.2m*1.2m or 1.15m*1.2m.
7. a kind of ground setting method of skyscraper according to claim 1, it is characterised in that: the mattress layer is by sand
Stone is constituted, with a thickness of 150~300mm.
8. a kind of ground setting method of skyscraper according to claim 1, it is characterised in that: inter-pile soil slip casting uses
42.5 grade ordinary portland cement.
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| Application Number | Priority Date | Filing Date | Title |
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| CN201811209910.5A CN109339030A (en) | 2018-10-17 | 2018-10-17 | A kind of ground setting method of skyscraper |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201811209910.5A CN109339030A (en) | 2018-10-17 | 2018-10-17 | A kind of ground setting method of skyscraper |
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| CN109339030A true CN109339030A (en) | 2019-02-15 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN110644467A (en) * | 2019-09-04 | 2020-01-03 | 金鹏建筑产业有限公司 | Construction method of building pile foundation |
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Application publication date: 20190215 |