CN104631426A - Pretreatment method of coastal soft foundation water gate pile foundation - Google Patents
Pretreatment method of coastal soft foundation water gate pile foundation Download PDFInfo
- Publication number
- CN104631426A CN104631426A CN201410827309.8A CN201410827309A CN104631426A CN 104631426 A CN104631426 A CN 104631426A CN 201410827309 A CN201410827309 A CN 201410827309A CN 104631426 A CN104631426 A CN 104631426A
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- China
- Prior art keywords
- foundation
- bonding pad
- sluice
- pile foundation
- water gate
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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
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2250/00—Production methods
- E02D2250/0053—Production methods using suction or vacuum techniques
Abstract
The invention discloses a pretreatment method of a coastal soft foundation water gate pile foundation. Before the water gate pile foundation is constructed, a soft foundation shallow layer of a water gate is processed firstly, namely the whole water gate area is divided to an upstream connection area, a downstream connection area, a left bank connection area, a right bank connection area and a lock chamber foundation area, and vacuum preloading is conducted on all the areas, so that the consolidation degree and the horizontal resistance coefficient of a foundation soil layer are improved; then, according to the physical-mechanical indexes of the foundation soil layer which is improved after vacuum preloading, the design of the pile foundation is optimized, and the pile foundation is constructed. The pretreatment method solves the problem that a traditional soft foundation water gate pile foundation is too low in horizontal bearing capacity, the horizontal resistance coefficient of the soft foundation is effectively improved, the foundation bearing capacity is improved, and the differential settlement between connection sections between the water gate and the two banks is reduced.
Description
Technical field
The present invention relates to a kind of method for processing foundation, particularly relate to a kind of strand soft foundation sluice pile foundation pre-treating method.
Background technology
At present, the conventional method of littoral soft soil ground sluice pile foundation process is in lock chamber section and aileron region, adopts bored pile, then adopts cement mixing pile in bonding pad, upstream and downstream and left and right bank bonding pad.Direct pile on deep deficient consolidation soft foundation, because littoral soft soil ground water content is high, low bearing capacity, highly sensitive, compressibilty is large, the stream mud layer that top layer often also has one deck water content to be greater than 80%, pile foundation construction complicated condition.Foundation soil static horizontal loading test m value is evaluate the key parameter of stake horizontal bearing capacity, and the silt soil value that stream is moulded is 500 ~ 2000MPa, and mucky soil value is 2500 ~ 6000MPa, brings larger uncertainty to practical engineering calculation.In order to ensure engineering safety, design often adopts comparatively conservative value, increases the quantity of pile foundation, and this must cause increasing considerably of investment.Engineering time, the load of sluice and two sides building are all different, and deuterogenesis's settling amount is also different, and both settling amounts are wayward, very easily form relative settlement, cause the lateral displacement of sluice quaywall, severe patient can cause seepage, jeopardizes the stable of both sides quaywall even lock chamber.Therefore in the actual motion of coastal many engineerings, often adopt a large amount of cement mixing piles to process, but cement mixing pile there are certain degree of depth and the restriction of spacing, cause the relative settlement in later stage still larger.Therefore, for reaching good Foundation Treatment Effect, controlling relative settlement well, a kind of new sluice ground pretreatment technology need be sought.
Summary of the invention
The object of the invention is to overcome the deficiencies in the prior art, a kind of horizontal bearing capacity that both can improve pile foundation is provided, the strand soft foundation sluice pile foundation pre-treating method of relative settlement can be reduced again.
Technical scheme of the present invention is: a kind of strand soft foundation sluice pile foundation pre-treating method, before sluice pile foundation construction, first carry out the soft foundation shallow-layer process of sluice, namely whole sluice region is divided into bonding pad, upstream, bonding pad, downstream, bonding pad, left bank, right bank bonding pad and lock chamber basis district, each district all adopts the ground in each region of vacuum preloading process; Vacuum preloading horizontal drainage adopts to be had sand cushion or directly connects chimney filter draining without sand cushion; Vertical drainage adopts band drain draining, and draining plate plane is in square or triangular arrangement; Bonding pad, upstream, bonding pad, downstream, the draining plate degree of depth in each region, the basic district of bonding pad, left bank, right bank bonding pad and lock chamber is had nothing in common with each other, wherein: bonding pad, upstream, bonding pad, downstream, because upper building load is less, the draining plate degree of depth is 10 ~ 15m; Bonding pad, left bank, right bank bonding pad, need to be connected with two sides, and the later stage loads comparatively large, and for avoiding differential settlement, the draining plate degree of depth is 20 ~ 25m; Lock chamber basis district, need moisture content and the shear strength of improving underconsolidated soil, the draining plate degree of depth is 10m ~ 15m.After bonding pad, sluice left bank, right bank bonding pad adopt vacuum preloading, these two region quickly stuffings load, and foundation settlement is fully occurred, and reduce after backfilling and the relative settlement of sluice both sides quaywall.
About 90 days vacuum preloading time, the foundation settlement speed of observation in continuous 5 days is less than 2mm/d, and the ground degree of consolidation is greater than 80% simultaneously, gets final product termination of pumping.After Soft Ground Improved By Vacuum Preloading pre-treatment, carry out geological mapping, need the pore water pressure of detection pre-reinforcement foundation soil, moisture content, bearing capacity of foundation soil and shear strength, according to the foundation soil mechanics index of physics that pile foundation pre-treatment improves, to pile foundation optimal design, then carry out pile foundation construction.
The invention has the beneficial effects as follows:
(1) because taking sluice pile foundation pretreatment technology, the water content of whole sluice region foundation soil reduces, and pore water pressure reduces, and the degree of consolidation improves, and geological conditions obviously improves.
(2) pre-treatment of sluice pile foundation adopts large-area vacuum preloading, makes place, whole sluice region Equalsettlement, effectively controls relative settlement.
(3) pre-treatment of sluice pile foundation improves horizontal resistance coefficient of foundation, can reduce pile foundation quantity, thus decrease civilwork engineering quantity, save investment.
(4) vacuum preloading construction speed is fast, and ambient influnence is little, and bearing capacity of foundation soil effect improves obviously.
(5) because place is after the pre-treatment of sluice pile foundation, construction of can directly marching into the arena, convenient construction organization design, easily controls workmanship well.
Accompanying drawing explanation
Fig. 1 is flow chart of the present invention;
Fig. 2 is the layout plan adopting sluice of the present invention;
Fig. 3 is the longitudinal plan adopting sluice of the present invention;
Fig. 4 is the drawing in side sectional elevation adopting sluice of the present invention;
Fig. 5 is vacuum preloading structural representation of the present invention.
In figure, bonding pad, 1-upstream; 2-lock chamber basis district; Bonding pad, 3-downstream; Bonding pad, 4-left bank; 5-right bank bonding pad; 6-lock chamber basis district's draining plate; 7-upstream and downstream bonding pad draining plate; 8-left and right bank bonding pad draining plate; 9-lower floor geotextiles; 10-bed course; 11-middle level geotextiles; 12-drainage pipe; 13-upper strata geotextiles; 14-vacuum seal film; 15-vacuum pump.
Detailed description of the invention
Below by embodiment, the invention will be further described by reference to the accompanying drawings.
As shown in Figures 1 to 4, a kind of strand soft foundation sluice pile foundation pre-treating method, before sluice pile foundation construction, first carry out the Soft Ground of sluice, whole sluice region is divided into bonding pad, upstream 1, bonding pad, downstream 3, bonding pad, left bank 4, right bank bonding pad 5 and lock chamber basis 2, regional all adopts vacuum preloading; Vacuum preloading horizontal drainage adopts bed course 10 directly to connect drainage pipe 12 draining; Vertical drainage adopts draining plate, and draining plate plane is in square or triangular arrangement, and spacing 0.8m ~ 1.0m, exposes mud face and be about 50cm.The draining plate degree of depth in each region, the basic district 2 of bonding pad, upstream 1, bonding pad, downstream 3, bonding pad, left bank 4, right bank bonding pad 5 and lock chamber is had nothing in common with each other, wherein: bonding pad, upstream 1, bonding pad, downstream 3 due to upper building load less, draining plate 7 degree of depth is 10 ~ 15m; Bonding pad, left bank 4, right bank bonding pad 5 need to be connected with two sides, and the later stage loads comparatively large, and for avoiding differential settlement, draining plate 8 degree of depth is 20 ~ 25m; District 2, lock chamber basis needs moisture content and the shear strength of improving underconsolidated soil, and draining plate 6 degree of depth is 10m ~ 15m.As shown in Figure 5, vacuum preloading process need lay lower floor geotextiles 9 from bottom to top successively at original place base surface of base, bed course 10, middle level geotextiles 11, drainage pipe 12, upper strata geotextiles 13, vacuum seal film 14 are two-layer, finally install vacuum pump 15.Vacuum seal film 14 imbeds the impervious stratum degree of depth should not be less than 1m, and adjacent vacuum diaphragm seal 14 is reserved spacing and namely sealed ditch scope and be not less than 50cm.About 90 days vacuum preloading time, the rate of settling of observation in continuous 5 days is less than 2mm/d, and the ground degree of consolidation is greater than 80% simultaneously, can termination of pumping.After vacuum preloading is disposed, carry out geological mapping, need the pore water pressure of detection pre-reinforcement ground, moisture content, bearing capacity of foundation soil and shear strength, according to the foundation soil mechanics index of physics that pile foundation pre-treatment improves, to pile foundation optimal design, then carry out pile foundation construction.
Claims (5)
1. a strand soft foundation sluice pile foundation pre-treating method, it is characterized in that: before sluice pile foundation construction, first carry out the soft foundation shallow-layer process of sluice, namely whole sluice region is divided into bonding pad, upstream, bonding pad, downstream, bonding pad, left bank, right bank bonding pad and lock chamber basis district, each district all adopts vacuum preloading, to improve the degree of consolidation and the static horizontal loading test of foundation soil; Thereafter according to the foundation soil mechanics index of physics improved after vacuum preloading, to pile foundation optimal design, then pile foundation construction is carried out.
2. strand according to claim 1 soft foundation sluice pile foundation pre-treating method, it is characterized in that: described vacuum preloading vertical drainage adopts the draining of draining plate, described bonding pad, upstream, bonding pad, downstream, the plastic draining plate degree of depth in each region, the basic district of bonding pad, left bank, right bank bonding pad and lock chamber is had nothing in common with each other.
3. strand according to claim 2 soft foundation sluice pile foundation pre-treating method, it is characterized in that: described bonding pad, upstream, bonding pad, downstream, because upper building load is less, the draining plate degree of depth is 10 ~ 15m; Described bonding pad, left bank, right bank bonding pad need to be connected with two sides, and the later stage loads comparatively large, and for avoiding differential settlement, the draining plate degree of depth is 20 ~ 25m; Described lock chamber basis district, need moisture content and the shear strength of improving underconsolidated soil, the draining plate degree of depth is 10m ~ 15m.
4. strand according to claim 1 soft foundation sluice pile foundation pre-treating method, it is characterized in that: after described bonding pad, sluice left bank, right bank bonding pad adopt vacuum preloading, these two region quickly stuffings load, foundation settlement fully occurs, and reduces after backfilling and the relative settlement of sluice both sides quaywall.
5. strand according to claim 1 soft foundation sluice pile foundation pre-treating method, is characterized in that: the foundation settlement speed of described vacuum preloading observation in continuous 5 days is less than 2mm/d, and the ground degree of consolidation is greater than 80% simultaneously, gets final product termination of pumping.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201410827309.8A CN104631426A (en) | 2014-12-26 | 2014-12-26 | Pretreatment method of coastal soft foundation water gate pile foundation |
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| CN201410827309.8A CN104631426A (en) | 2014-12-26 | 2014-12-26 | Pretreatment method of coastal soft foundation water gate pile foundation |
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| CN104631426A true CN104631426A (en) | 2015-05-20 |
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| CN201410827309.8A Pending CN104631426A (en) | 2014-12-26 | 2014-12-26 | Pretreatment method of coastal soft foundation water gate pile foundation |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111549750A (en) * | 2020-05-20 | 2020-08-18 | 浙江水利水电学院 | Pond and sluice connection section foundation structure for controlling uneven settlement and construction method thereof |
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| JPH1082065A (en) * | 1996-09-05 | 1998-03-31 | Masaya Nagashima | Differential settlement prevention method of house in soft soil by making use of soil pile consolidation method, unevenness adjusting method of differential settlement house, and device used therefor |
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| CN101666083A (en) * | 2009-08-13 | 2010-03-10 | 林佳栋 | Soft soil foundation treatment reinforcement method and device thereof |
| CN104032761A (en) * | 2014-04-23 | 2014-09-10 | 上海市基础工程集团有限公司 | Combined dewatering and drainage method for high-moisture-content soft soil foundations close to rivers and seas |
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| JPH1082065A (en) * | 1996-09-05 | 1998-03-31 | Masaya Nagashima | Differential settlement prevention method of house in soft soil by making use of soil pile consolidation method, unevenness adjusting method of differential settlement house, and device used therefor |
| CN101250868A (en) * | 2008-03-12 | 2008-08-27 | 中交第四航务工程局有限公司 | Precipitation prepressing association motivation induration deep densification method |
| CN101413261A (en) * | 2008-11-28 | 2009-04-22 | 天津市水利科学研究所 | Double-layer low-position vacuum preload consolidation device and soft soil foundation reinforcing method |
| CN101666083A (en) * | 2009-08-13 | 2010-03-10 | 林佳栋 | Soft soil foundation treatment reinforcement method and device thereof |
| CN104032761A (en) * | 2014-04-23 | 2014-09-10 | 上海市基础工程集团有限公司 | Combined dewatering and drainage method for high-moisture-content soft soil foundations close to rivers and seas |
| CN104120710A (en) * | 2014-06-13 | 2014-10-29 | 宁波高新区围海工程技术开发有限公司 | Soft foundation reinforcing processing method of vacuum preloading combined hydraulic reclamation mud |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN111549750A (en) * | 2020-05-20 | 2020-08-18 | 浙江水利水电学院 | Pond and sluice connection section foundation structure for controlling uneven settlement and construction method thereof |
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