CN101672036B - Construction method of static pressure high-tonnage precast end-bearing pile - Google Patents
Construction method of static pressure high-tonnage precast end-bearing pile Download PDFInfo
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- CN101672036B CN101672036B CN2008101976044A CN200810197604A CN101672036B CN 101672036 B CN101672036 B CN 101672036B CN 2008101976044 A CN2008101976044 A CN 2008101976044A CN 200810197604 A CN200810197604 A CN 200810197604A CN 101672036 B CN101672036 B CN 101672036B
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Abstract
The invention discloses a construction method of a static pressure high-tonnage precast end-bearing pile and belongs to the technical field of large-tonnage road, bridge, building pile foundation construction in building industry. The construction method of the static pressure high-tonnage precast end-bearing pile is sequentially performed by the following steps that: (1) pressing a pile supply device into a bearing stratum at a given depth by a static pressure high-tonnage pile machine; (2) filling concrete or filler in preserved holes by a concrete pump or a trolley; (3) pressing the pile supply device in situ again to form a bearing stratum with an expanded end; (4) pulling the pile supply device out when a preset bearing capacity value is achieved; and (5) pressing the precast pile into the bearing stratum with the expanded end to complete the construction of a precast end-bearing pile. The method of the invention is simple in operation and easy to implement, can ensure the quality of the pile and the speed of construction and reduces cost. Therefore, the method is a construction method worth of popularization and application.
Description
Technical field
The invention belongs to the pile foundation construction technical field in builing industry large-tonnage road, bridge, house, be specifically related to a kind of method of using the high tonnage stake of static pressure machine to carry out prefabricated end bearing pile construction.
Background technology
In the prior art, the pile foundation construction in builing industry large-tonnage road, bridge, house mainly adopts drilled pile, static pressed pile and hammering stake three classes.Drilled pile: be mainly used in the high tonnage foundation construction of heavy caliber, be characterized in that pile body is long, diameter is big, can be deep to the rock stratum, but its cost height produces a large amount of mud, serious environment pollution during construction; And long construction period, easily produce serious mass defect during construction.Be difficult for clearly totally constriction taking place easily as hole bed mud slag, at the bottom of the pile shaft concrete strength, be difficult for vibration compacting, concrete piles easy fracture during construction, two, three class stakes take place more during detection.Static pressed pile: be mainly used in city house foundation construction on the middle and senior level, be characterized in: pile body is long, and the cost height has section header, and cushion cap is big, and pile body is vulnerable to destroy during construction.By force preformed pile is pressed in the soil with external force, pile body is subjected to external force excessive, cracky, because section header is arranged, during detection, two classes and three class stakes occur more.The hammering stake: be mainly used in away from the city, the area that face of land bearing capacity is low is characterized in that dry sound is big, because use diesel hammer, so serious environment pollution belongs to filtering technique and job practices.
Summary of the invention
Above-mentioned deficiency at prior art, the technical problem to be solved in the present invention provides a kind of job practices of static pressure high-tonnage precast end-bearing pile, its easy construction, whole construction course does not have dry sound, no mud emission, emission-free discharging belong to the environment-friendly type construction, and speed of application is fast, cost is than low by 80% with the tonnage drilled pile, than hanging down 50% with tonnage static pressed pile and hammering stake.And the quality of stake is good.
Technical scheme of the present invention is: the job practices of static pressure high-tonnage precast end-bearing pile is carried out according to following steps in order:
[1] the stake position walked predetermined by the high tonnage stake of static pressure machine, and makes the center, stake position of the prefabricated end bearing pile of Pile feeder centrally aligned, and the high tonnage stake of static pressure machine is pressed into Pile feeder the bearing stratum of set depth;
[2] the high tonnage stake of static pressure machine is extracted Pile feeder, extracts perfusion concrete or filler in the hole of being stayed with concrete pump or trolley at aforementioned Pile feeder;
[3] the high tonnage stake of static pressure machine is pressed into the original position of Pile feeder in above-mentioned hole once more, and concrete or filler are pressed into bearing stratum, makes it to form the new bearing stratum with enlarged footing;
[4] when the high tonnage stake of static pressure machine oil pressure gauge display end load reaches the bearing capacity numerical value that sets, extract Pile feeder; When the high tonnage stake of static pressure machine oil pressure gauge display end load end reached the bearing capacity numerical value that sets, ended when stake machine oil pressure gauge display end load reaches the bearing capacity numerical value that sets repeating step [2], [3], extracts Pile feeder;
[5] preformed pile is put into above-mentioned hole, with the high tonnage stake of static pressure machine preformed pile is depressed near behind the ground, with Pile feeder preformed pile is pressed into the bearing stratum place of the enlarged footing with required absolute altitude and required bearing capacity again, extracts Pile feeder, a prefabricated end bearing pile construction is finished.
Step [4] is described when the high tonnage stake of static pressure machine oil pressure gauge display end load end reaches the bearing capacity numerical value that sets, and when repeating step [2], [3], the degree of depth that Pile feeder is pressed into the hole is controlled at the 4/5-9/10 of hole depth.Described Pile feeder is the square or circular Pile feeder of 200-1500 that matches with the shape and the size of stake.The perfusion concrete of described step [2] or the amount of filler are the 1/3-1/2 of a hole depth.Described filler is one or more the mixture in stone, sand, brick slag, slag, tabia, the lime.
Method of the present invention is easy and simple to handle, implements can guarantee the quality of stake easily, can guarantee speed of application again, can also reduce cost, and be a kind of job practices that is worthy of popularization.
Description of drawings
Accompanying drawing 1 is that a machine draws the hole with Pile feeder and reaches the desired depth schematic diagram;
Accompanying drawing 2 is to extract Pile feeder to pour into concrete or filler schematic diagram in the hole;
Accompanying drawing 3 is that concrete or filler are pressed into the bearing stratum schematic diagram;
Accompanying drawing 4 is preformed pile to be pressed into set the bearing stratum schematic diagram.
Accompanying drawing acceptance of the bid keep the score state as follows: 1-Pile feeder; 2-stake machine; 3-hole; 4-concrete or filler; The bearing stratum of 5-enlarged footing; 6-preformed pile.
The specific embodiment
Below in conjunction with accompanying drawing the specific embodiment of the present invention and relevant technologies problem are described in further detail.As shown in Figure 1, high tonnage Static pressure pile driver 2 is transported the building site to be assembled, go to the stake position of having reserved voluntarily, with 200-1500 square or circular Pile feeders, 1 center to a center, good stake position, be pressed into the degree of depth of design bearing stratum in the soil, generally can bearing stratum be argillic horizon or layer of sand or severely-weathered rock stratum preferably, will be convenient to the formation of enlarged footing on this bearing stratum.As shown in Figure 2, then Pile feeder 1 is transferred to, with concrete pump or trolley with in the concrete pouring hand-hole 3, or with trolley with in the perfusion hand-holes 3 such as stone, sand, brick slag, slag, tabia, lime, the amount of putting into be about 3 holes, hole dark 1/3rd to 1/2nd.As shown in Figure 3, stake machine 2 is pressed into Pile feeder 1 by original position more again, and concrete or stone, sand, brick slag, slag, tabia, lime etc. are pressed into bearing stratum, forms new enlarged footing bearing stratum, at this moment sees the Static pressure pile driver pressure meter.Pressure meter must detect qualified issuing licence through local Measuring and testing department, and period of validity 6 months is transferred to Pile feeder 1 when Static pressure pile driver oil pressure gauge display end load (resistance) reaches required bearing capacity numerical value.(as when not reaching required bearing capacity numerical value, the Pile feeder compression distance is controlled at 4/5ths to 9/10ths of the former degree of depth, transfer to and to put into concrete or stone, sand, brick slag, slag, tabia, lime etc. again, stake machine 2 is pressed into Pile feeder 1 again by original position again, carry out so repeatedly, till end bearing capacity (resistance) reaches required bearing capacity numerical value, (ultimate bearing capacity).Preformed pile 6 is put into hole 3, with the high tonnage stake of static pressure machine 2 preformed pile 6 is depressed near behind the ground, with Pile feeder 1 preformed pile 6 is pressed into bearing stratum 5 places of the enlarged footing of required absolute altitude and required bearing capacity again, extract Pile feeder 1, a prefabricated end bearing pile construction finishes, and mobile Static pressure pile driver 2 carries out the prefabricated end bearing pile construction of next root.
Advantage of the present invention has:
1, construction equipment is convenient, can sharp existing Static pressure pile driver construction.
2, whole work progress does not have dry sound, and no mud emission, emission-free discharging belong to the environment-friendly type construction, is fit to the high place construction of big and medium-sized cities environmental requirement.
3, speed of application is fast, and cost is than low by 80% with the tonnage drilled pile, than hanging down 50% with tonnage static pressed pile and Driven Piles.
4, quality is good: static pressure high-tonnage precast end-bearing pile all is a class stake after testing, there is not the above defective stake of two classes, main cause is that bearing capacity can manual control (oil pressure gauge control), the pile body of prefabricated pile is a joint, and there is not the defective and situation about causing more than two classes of welding section header in the no section header of stake, be not subjected to the horizontal external effect because of precast pile during construction, so precast pile can not be subjected to breakage in installation, precast pile 100% is qualified, does not have the above prefabricated pile of two classes. Because be prefabricated pile, so can not take place as drilled pile pile body generation constriction or concrete pile body breaking phenomenon yet, Driven Piles pile body hammer can not take place yet to be split, the phenomenon that pile crown is hammered into shape broken, having satisfied new job specfication does not allow prefabricated pile that the regulation of the above stake of two classes is arranged, greatly improved seismic performance of building, stopped differential settlement, after with the method supporting course being processed, numerical value equilibrium of bearing capacity has changed the characteristics of the bearing capacity inequality of former soil layer and layer of sand, bearing capacity is consistent, settling amount is identical, and anti-seismic performance improves greatly, and the position is cut in the house evenly can not produce the crack because of settling amount. Fast 10 times than drilled pile of speed of applications, fast 2 times than static pressed pile. Cushion cap variable many pile framings in house are for lacking pile framing or being a cushion cap, and the cushion cap cost reduces greatly, and house totle drilling cost also root reduction, and economic benefit is extremely considerable. Adopt the method, house pile foundation total cost can reduce 50-80%, and house cushion cap total cost can reduce 70-80%.
Claims (5)
1. the job practices of a static pressure high-tonnage precast end-bearing pile is characterized in that: the job practices of described static pressure high-tonnage precast end-bearing pile is carried out according to following steps in order:
[1] the stake position walked predetermined by the high tonnage stake of static pressure machine (2), and makes the center, stake position of the prefabricated end bearing pile of Pile feeder (1) centrally aligned, and the high tonnage stake of static pressure machine (2) is pressed into Pile feeder (1) bearing stratum of set depth;
[2] the high tonnage stake of static pressure machine (2) is extracted Pile feeder (1), extracts perfusion concrete or filler (4) in the hole of being stayed (3) with concrete pump or trolley at aforementioned Pile feeder;
[3] the high tonnage stake of static pressure machine (2) is pressed into the original position of Pile feeder (1) in above-mentioned hole (3) once more, and concrete or filler (4) are pressed into bearing stratum, makes to form the new bearing stratum with enlarged footing (5);
[4] when the high tonnage stake of static pressure machine (2) oil pressure gauge display end load reaches the bearing capacity numerical value that sets, extract Pile feeder (1); When the high tonnage stake of static pressure machine (2) oil pressure gauge display end load does not reach the bearing capacity numerical value that sets, repeating step [2], [3], when the high tonnage stake of static pressure machine (2) oil pressure gauge display end load reaches the bearing capacity numerical value that sets, end, extract Pile feeder (1);
[5] preformed pile (6) is put into above-mentioned hole (3), with the high tonnage stake of static pressure machine (2) preformed pile (6) is depressed near behind the ground, use Pile feeder (1) that the bearing stratum (5) that preformed pile (6) is pressed into the enlarged footing with required absolute altitude and required bearing capacity is located again, extract Pile feeder (1), a prefabricated end bearing pile construction is finished.
2. the job practices of a kind of static pressure high-tonnage precast end-bearing pile according to claim 1, it is characterized in that: step [4] is described when the high tonnage stake of static pressure machine (2) oil pressure gauge display end load does not reach the bearing capacity numerical value that sets, when repeating step [2], [3], the degree of depth that Pile feeder (1) is pressed into hole (3) is controlled at the 4/5-9/10 of hole (3) degree of depth.
3. the job practices of a kind of static pressure high-tonnage precast end-bearing pile according to claim 1 is characterized in that: described Pile feeder (1) is shape and the square or circular Pile feeder of big or small corresponding to 200-1500 with preformed pile (6).
4. the job practices of a kind of static pressure high-tonnage precast end-bearing pile according to claim 1, it is characterized in that: the perfusion concrete of described step [2] or the amount of filler are the 1/3-1/2 of hole (3) degree of depth.
5. the job practices of a kind of static pressure high-tonnage precast end-bearing pile according to claim 1 is characterized in that: described filler is one or more the mixture in stone, sand, brick slag, slag, tabia, the lime.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008101976044A CN101672036B (en) | 2008-11-12 | 2008-11-12 | Construction method of static pressure high-tonnage precast end-bearing pile |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008101976044A CN101672036B (en) | 2008-11-12 | 2008-11-12 | Construction method of static pressure high-tonnage precast end-bearing pile |
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| Publication Number | Publication Date |
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| CN101672036A CN101672036A (en) | 2010-03-17 |
| CN101672036B true CN101672036B (en) | 2011-03-16 |
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| CN2008101976044A Expired - Fee Related CN101672036B (en) | 2008-11-12 | 2008-11-12 | Construction method of static pressure high-tonnage precast end-bearing pile |
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| CN103306275A (en) * | 2013-06-19 | 2013-09-18 | 潘建杰 | Construction method for preformed end bearing pile in lava region |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101255696A (en) * | 2008-04-14 | 2008-09-03 | 河南国基建设集团有限公司 | PHC pipe-pile pile-anchor combined support water stop construction method |
| CN101255694A (en) * | 2008-04-14 | 2008-09-03 | 河南国基建设集团有限公司 | High-strength prestressed concrete pipe pile construction method |
| CN101298771A (en) * | 2008-07-02 | 2008-11-05 | 齐庆国 | Static pressure sunken tube pedestal concrete pile construction method and static pile press thereof |
| CN101298772A (en) * | 2008-07-02 | 2008-11-05 | 齐庆国 | Static pressure sunken tube pedestal concrete pile construction method |
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2008
- 2008-11-12 CN CN2008101976044A patent/CN101672036B/en not_active Expired - Fee Related
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101255696A (en) * | 2008-04-14 | 2008-09-03 | 河南国基建设集团有限公司 | PHC pipe-pile pile-anchor combined support water stop construction method |
| CN101255694A (en) * | 2008-04-14 | 2008-09-03 | 河南国基建设集团有限公司 | High-strength prestressed concrete pipe pile construction method |
| CN101298771A (en) * | 2008-07-02 | 2008-11-05 | 齐庆国 | Static pressure sunken tube pedestal concrete pile construction method and static pile press thereof |
| CN101298772A (en) * | 2008-07-02 | 2008-11-05 | 齐庆国 | Static pressure sunken tube pedestal concrete pile construction method |
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| CN101672036A (en) | 2010-03-17 |
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Granted publication date: 20110316 Termination date: 20171112 |