CN1621623A - Construction method of composite ground foundation - Google Patents
Construction method of composite ground foundation Download PDFInfo
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- CN1621623A CN1621623A CN 200410102712 CN200410102712A CN1621623A CN 1621623 A CN1621623 A CN 1621623A CN 200410102712 CN200410102712 CN 200410102712 CN 200410102712 A CN200410102712 A CN 200410102712A CN 1621623 A CN1621623 A CN 1621623A
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Abstract
The present invention provides one foundation reinforcing construction process. The present invention has standard penetration as the control standard for the hole depth and laminated extruded stuffing to ensure the homogeneous pile shaft reinforcing density, makes the pile shaft material and the earth body around the piles to act together, depositing plain concrete in the part near the ground surface to raise the foundation reinforcing quality. The construction process includes the following steps: punching and expanding the earth body in the pile position with slender hammer until meeting the standard penetration; filling hole with reinforcing material and tamping one layer by one layer until reach certain depth to ground surface; and depositing plain concrete into the pile hole.
Description
Technical field
The present invention relates to field of civil engineering, particularly relate to the consolidation process of ground.
Background technology
In the ground stabilization of building is handled, often run into such geological condition: building is seated recently on fill stratum or the weak original state soil layer (hereinafter to be referred as soft layer), the bearing capacity of soft layer is lower, can not satisfy the requirement of upper load and distortion, and certain depth has the intensity that satisfies upper load and the undisturbed soil of deformation requirements under soft layer, and most cases forms the deep mixed of soft layer because of geology changes.
Face this kind geological conditions, vibro replacement stone column is one of method for processing foundation of using always, and it utilizes vibration drill bit and water under high pressure that foundation soil body liquefaction is formed hole, and behind the discharge mud, the limit is inserted the stone limit and vibrated up to the foundation surface place.This method can be to a certain degree the raising bearing capacity of foundation soil, but because the active force of vibration is the soil body diffusion to the pile body both sides, and can't be to the soil body diffusion of pile body below, therefore can't further improve the bearing capacity of stake, give full play to the stressed of stake, simultaneously because discharging mud has caused the construction environment pollution.
Crushed stone pile also is one of method for processing foundation of using always, it is compacted until the foundation surface place that it utilizes weight that the stone of inserting is tamped, the compacted effect of reinforcing of comparing its pile body of vibro replacement stone column can obviously improve, but its long and amount of filler is definite value, local weak variation that can not the base area layer soil body adjusted, cause in weak every layer native processing intensity and the distortion and have certain difference, like this under the long term of upper load, easily cause the differential settlement of ground, cause quality problems such as building masonry wall cracking.When filler is compacted when locate near the face of land, the lateral confinement that soft foundation provides is not enough, as carrying out the compacted operation of filler more repeatedly, easily causes the soil body bulge fracture on ground simultaneously, and the formation spongy soil seriously reduces the ground stabilization treatment effect.
Summary of the invention
The present invention be directed to that the shortcoming of above method proposes, purpose is to provide a kind of job practices of consolidated subsoil, can form following composite foundation quickly and easily by this method, in this composite foundation, with standard penetration as depth of pore forming and the compacted control criterion of layering filler, every layer of reinforcing compactness to weak soil controlled, form along stacked up and down a plurality of compacted layer, each layer is all according to homenergic, standard Deng distortion is controlled, no matter how the soft foundation local soil layer changes, all can make pile body reinforcing compactness from top to bottom keep uniformity, thereby give full play to pile shaft material and the pile peripheral earth fellowship is stressed, significantly improve the supporting capacity of stake; Equally, stake with between compactness on each aspect all adopt identical control criterion, promptly the compactness of the soil body of whole ground on each aspect all is identical, avoided the differential settlement of ground under the long term of upper load; Simultaneously more nearby the time, take directly to pour into the method for plain concrete, thereby avoid the bulge fracture of the face of land soil body, effectively improve the quality of ground stabilization at the distance foundation surface.
Above-mentioned purpose of the present invention is that the job practices by following consolidated subsoil realizes that this method comprises the steps:
1) at place, predetermined stake position, adopt elongated weight that the soil body is developed;
2) carry out above-mentioned steps 1 repeatedly) until certain depth.This degree of depth is to determine like this; Weigh necessarily, fall under certain situation at hammer, measure the empty pile penetration of playing a blow of above-mentioned hammer ram, blow pile penetration is less than or equal to design load, can stop pore-forming; Greater than design load, then should continue downward impact as blow pile penetration, until satisfying design load;
3) in the hole, fill quantitative reinforced material, adopt above-mentioned hammer ram that the reinforced material of being filled is rammed, compactness until the reinforced material of being tamped satisfies above-mentioned steps 2) ceasing driving standard, can stop the filler of this layer soil and ram operation, as blow pile penetration greater than design load, then should continue at the native filling tamped of this layer, until satisfying design load;
4) carry out above-mentioned steps 3 repeatedly) the layering filler with ram operation, up to distance foundation surface certain depth place, when the face of land be about to produce protuberance, stop above-mentioned filler and ram operation;
5) propose above-mentioned hammer ram, in the hole of distance foundation surface certain depth, pour into plain concrete.
Best, in the job practices of above-mentioned composite foundation, above-mentioned steps 1) adopting elongated weight that the soil body is developed in is that the movement of falling object by hammer ram realizes.
Best, in the job practices of above-mentioned composite foundation, above-mentioned steps 2) in depth of pore forming be by ramming homenergic, etc. the Deformation Control standard realize.The pile penetration of the last straw is equal to or less than design load and promptly reaches degree of depth requirement, otherwise should continue to develop downwards, until satisfying design load; As because of the soft layer that is reinforced is thicker, stake is long can't to reach the undisturbed soil layer depth, then needs to fill reinforced material and ram with weight at the bottom of the hole, carries out aforesaid operations repeatedly, requires not that the last straw pile penetration is equal to or less than design load under the filler situation.
Best, in the job practices of above-mentioned composite foundation, above-mentioned steps 2) ending standard of depth of pore forming is fixing design load in, and this design load is by the requirement and the original state soil layer of upper load, the soil nature that is reinforced the soil body (soft layer) are drawn.
Best, in the job practices of above-mentioned composite foundation, above-mentioned steps 3) reinforced material adopts mashed watt of brickbat, blinding, harsh concrete, various discarded aggregates, the compound of slag, flyash or mentioned component in.
Best, in the job practices of above-mentioned composite foundation, above-mentioned steps 3) ceasing driving standard that filler is reinforced in is and above-mentioned steps 2) identical, promptly hammer heavy certain, fall under certain situation, measure the empty pile penetration of playing a blow of above-mentioned hammer ram, blow pile penetration is less than or equal to design load.
Best, in the job practices of above-mentioned composite foundation, above-mentioned steps 3) amount of reinforced material is to determine according to load requirement and the soil nature that is reinforced soil in.
Best, in the job practices of above-mentioned composite foundation, above-mentioned steps 4) filler on each aspect is compacted be by homenergic, etc. the standard of distortion control, guarantee that the control criterion on each aspect reaches consistent, and identical with the control criterion of depth of pore forming.
Best, in the job practices of above-mentioned composite foundation, above-mentioned steps 4) in the layering filler with ram operation and when nearer, stop above-mentioned filler and ram operation apart from foundation surface, avoid the soil body protuberance of foundation surface.
Best, in the job practices of above-mentioned composite foundation, above-mentioned steps 5) plain concrete that pours in the hole of distance foundation surface certain depth in is the weak concrete by water and sand mix.
Description of drawings
Fig. 1 is the concrete steps figure of the job practices of consolidated subsoil of the present invention.
The specific embodiment
As the job practices of the composite foundation of one embodiment of the present of invention, it comprises the steps, at first, as shown in Figure 1a, utilizes the acting of hammer ram 1 freely falling body to develop, and forms a stake hole; Then, shown in Fig. 1 b, above-mentioned hammer ram 1 develops in the hole to certain depth, depth of pore forming should satisfy, and pile penetration heavy necessarily at hammer, that the distance that falls one timing hammer ram 1 sky is played a blow is less than or equal to design load, can stop pore-forming,, then should continue to impact downwards greater than design load as blow pile penetration until satisfying design load; Then, shown in Fig. 1 c, fill reinforced material 2 in above-mentioned hole, utilize 1 pair of reinforced material of being filled 2 of above-mentioned hammer ram to ram, the pile penetration of the last straw should satisfy above-mentioned design load; Then, shown in Fig. 1 d,, carry out filler repeatedly, ram, form along stacked up and down a plurality of compacted layer according to above-mentioned control mode, each layer all according to homenergic, etc. the standard of distortion control; Then, shown in Fig. 1 e, when compacted ground of layering filler ground certain distance, it is compacted to stop filler, proposes hammer ram 1; At last, shown in Fig. 1 f, perfusion plain concrete 3 in hole.
Claims (10)
1, a kind of job practices of composite foundation, its step comprises:
1) at place, predetermined stake position, adopt elongated weight that the soil body is developed;
2) carry out above-mentioned steps 1 repeatedly) until certain depth.This degree of depth is to determine like this: weigh necessarily, fall under certain situation at hammer, measure the empty pile penetration of playing a blow of above-mentioned hammer ram, blow pile penetration is less than or equal to design load, can stop pore-forming; Greater than design load, then should continue downward impact as blow pile penetration, until satisfying design load;
3) in the hole, fill quantitative reinforced material, adopt above-mentioned hammer ram that the reinforced material of being filled is rammed, compactness until the reinforced material of being tamped satisfies above-mentioned steps 2) ceasing driving standard, can stop the filler of this layer soil and ram operation, as blow pile penetration greater than design load, then should continue at the native filling tamped of this layer, until satisfying design load;
4) carry out above-mentioned steps 3 repeatedly) the layering filler with ram operation, up to distance foundation surface certain depth place, when the face of land be about to produce protuberance, stop above-mentioned filler and ram operation;
5) propose above-mentioned hammer ram, in the hole of distance foundation surface certain depth, pour into plain concrete.
2, method according to claim 1 is characterized in that above-mentioned steps 1) in, it is that the movement of falling object by hammer ram realizes that the elongated weight of above-mentioned employing develops the soil body.
3, method according to claim 1 is characterized in that above-mentioned steps 2) in, above-mentioned depth of pore forming be by the homenergic of ramming, etc. the Deformation Control standard realize.The pile penetration of the last straw is equal to or less than design load and promptly reaches degree of depth requirement, otherwise should continue to develop downwards, until satisfying design load; As because of the soft layer that is reinforced is thicker, stake is long can't to reach the undisturbed soil layer depth, then needs to fill reinforced material and ram with weight at the bottom of the hole, carries out aforesaid operations repeatedly, requires not that the last straw pile penetration is equal to or less than design load under the filler situation.
4, method according to claim 1, it is characterized in that above-mentioned steps 2) in, the ending standard of above-mentioned depth of pore forming is fixing design load, and this design load is by the requirement and the original state soil layer of upper load, the soil nature that is reinforced the soil body (soft layer) are drawn.
5, method according to claim 1 is characterized in that above-mentioned steps 3) in, above-mentioned reinforced material adopts mashed watt of brickbat, blinding, harsh concrete, various discarded aggregates, the compound of slag, flyash or mentioned component.
6, method according to claim 1, it is characterized in that above-mentioned steps 3) in, the ceasing driving standard that above-mentioned filler is reinforced is and above-mentioned steps 2) identical, promptly weigh necessarily, fall under certain situation at hammer, measure the empty pile penetration of playing a blow of above-mentioned hammer ram, blow pile penetration is less than or equal to design load.
7, method according to claim 1 is characterized in that above-mentioned steps 3) in, the amount of above-mentioned reinforced material is to determine according to load requirement and the soil nature that is reinforced soil.
8, method according to claim 1, it is characterized in that above-mentioned steps 4) in, filler on above-mentioned each aspect is compacted be by homenergic, etc. the standard of distortion control, guarantee that the control criterion on each aspect reaches consistent, and identical with the control criterion of depth of pore forming.
9, method according to claim 1 is characterized in that above-mentioned steps 4) in, above-mentioned layering filler with ram operation and when nearer, stop above-mentioned filler and ram operation apart from foundation surface, avoid the soil body protuberance of foundation surface.
10, method according to claim 1 is characterized in that above-mentioned steps 5) in, the above-mentioned plain concrete that pours in the hole of distance foundation surface certain depth is the weak concrete by water and sand mix.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200410102712 CN1621623A (en) | 2004-12-28 | 2004-12-28 | Construction method of composite ground foundation |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN 200410102712 CN1621623A (en) | 2004-12-28 | 2004-12-28 | Construction method of composite ground foundation |
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| CN1621623A true CN1621623A (en) | 2005-06-01 |
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| CN 200410102712 Pending CN1621623A (en) | 2004-12-28 | 2004-12-28 | Construction method of composite ground foundation |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101586341B (en) * | 2009-06-16 | 2010-12-01 | 陆观宏 | Water sealing method for civil engineering groundwork |
| CN107354935A (en) * | 2017-07-26 | 2017-11-17 | 开普天（上海）岩土科技有限公司 | Sand compaction pile former and method |
| CN111074876A (en) * | 2019-12-03 | 2020-04-28 | 海南民投建筑工程有限公司 | Novel environment-friendly low-vacuum densification method construction method for foundation |
| CN112343037A (en) * | 2020-11-16 | 2021-02-09 | 安徽华盛国际建筑设计工程咨询有限公司 | Construction method of composite foundation |
| CN113481962A (en) * | 2021-08-13 | 2021-10-08 | 湖北波森特岩土工程有限公司 | Method for automatically constructing deep dynamic compaction composite foundation |
-
2004
- 2004-12-28 CN CN 200410102712 patent/CN1621623A/en active Pending
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101586341B (en) * | 2009-06-16 | 2010-12-01 | 陆观宏 | Water sealing method for civil engineering groundwork |
| CN107354935A (en) * | 2017-07-26 | 2017-11-17 | 开普天（上海）岩土科技有限公司 | Sand compaction pile former and method |
| CN107354935B (en) * | 2017-07-26 | 2023-04-07 | 上海开普天岩土科技集团有限公司 | Method for forming compacted sand pile |
| CN111074876A (en) * | 2019-12-03 | 2020-04-28 | 海南民投建筑工程有限公司 | Novel environment-friendly low-vacuum densification method construction method for foundation |
| CN112343037A (en) * | 2020-11-16 | 2021-02-09 | 安徽华盛国际建筑设计工程咨询有限公司 | Construction method of composite foundation |
| CN112343037B (en) * | 2020-11-16 | 2022-03-18 | 安徽华盛国际建筑设计工程咨询有限公司 | Construction method of composite foundation |
| CN113481962A (en) * | 2021-08-13 | 2021-10-08 | 湖北波森特岩土工程有限公司 | Method for automatically constructing deep dynamic compaction composite foundation |
| CN113481962B (en) * | 2021-08-13 | 2022-07-15 | 邵良荣 | Method for automatically constructing deep dynamic compaction composite foundation |
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