CN105064332A - Construction method for bearing base piles of square pile bodies - Google Patents
Construction method for bearing base piles of square pile bodies Download PDFInfo
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- CN105064332A CN105064332A CN201510410539.9A CN201510410539A CN105064332A CN 105064332 A CN105064332 A CN 105064332A CN 201510410539 A CN201510410539 A CN 201510410539A CN 105064332 A CN105064332 A CN 105064332A
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Abstract
The invention provides a construction method for bearing base piles of square pile bodies. Pile tip bearing bases are manufactured through various methods, then square cast-in-place or precast concrete pile bodies are manufactured through various methods, accordingly the bearing capacity of the pile tip bearing bases is brought into play, and the quality of the pile bodies is guaranteed. The construction method for the bearing base piles of the square pile bodies comprises the following steps that 1) square pile casings are plunged into the design depth through one or a combination of various methods; 2) the square pile casings are filled with a filling material; the filling material is tamped by using impact kinetic energy to strengthen and compact a pile tip soil body; 3) the operations of material filling and tamping are repeated to strengthen and compact the soil body within a certain depth and scope under the pile tip, compactness is detected through control standards of a penetration degree or filling material quantity, and the pile tip bearing bases are formed; and 4) construction of the cast-in-place or precast concrete pile bodies is conducted through one of various methods, and the bearing base piles of the square pile bodies are formed.
Description
Technical field
The present invention relates to field of civil engineering, particularly relate to piling Technology.
Background technology
A kind of construction technology of concrete pile is disclosed in patent No. ZL98101041.5 patent document, the feature of this technology is that filling tamped is compacted waits operation to form artificial bearing stratum by carrying out in stake bottom, make upper load by the artificial bearing stratum of concrete pile body and stake bottom, be delivered on better bearing stratum, thus improve the bearing capacity of stake.But the pile body of this pile-type adopts cast-in-situ concrete to make, in mucky soil or the higher soil layer of water content or saturated soil, easily there are the quality problems such as undergauge, broken pile at pile body and stake end joint portion, have a strong impact on the supporting capacity of stake, cause the settling amount of stake excessive, if amount of filler is excessive or pile spacing is too small, cause, in filling tamped process, soil compaction impact is produced on adjacent studs, make the cast-in-situ concrete pile body of adjacent studs or stake end joint portion occur the quality problems such as undergauge, broken pile.And the concrete pile of this technology is as circle, simultaneously due to the unicity of its construction means and mechanical device, pile body pore-forming and piling method limited comparatively large, can not meet the demand of the change of geological conditions and designing requirement.
Preformed pile, it is one of pile-type commonly used in China's building field, what current usage quantity was maximum is prestressed concrete pipe pile, it is advantageous that and can bear larger load, speed of application is fast, particularly avoid the undergauge of cast-in-situ concrete pile foundation, the problems such as broken pile, but prestressed concrete pipe pile needs to make in specific plant, need special mechanical equipment, and curing period is longer, add the freight from factory to job site, therefore its construction cost is apparently higher than in situ concrete pile, and prestressed concrete pipe pile is tubular pile body, in transport, stack, all to be careful in work progress protection, prevent damage.
Therefore, need one to solve the problem, and operation is simple, the construction method that cost is still lower.
Summary of the invention
The present invention proposes to solve the above problems, object is the construction method providing a kind of square pile body carrier pile, first multiple method can be adopted in ground to carry out pile body pore-forming, then multiple method can be adopted to produce stake end carrier, finally carry out square cast-in-place or precast concrete pile body construction by multiple method, thus farthest play the supporting capacity of stake end carrier and ensure pile quality, realize the raising of work efficiency and the saving of cost.
To achieve these goals, the present invention includes a kind of construction method of square pile body carrier pile, the steps include:
1) the stake position place in ground, sinks to projected depth by square casing, and the mode sinking to square casing comprises one of following method or combination:
1. in square casing, place square weight or interior pipe, utilize the impact kinetic energy of square weight or interior pipe to carry out die-cut to foundation soil body, form that stake holes is backward is lowered into square casing;
2. adopt diesel hammer or hydraulic hammer or electrically operated hammer to drive interior pipe to ram square casing, interior pipe and square casing are synchronously sunk to;
3., after adopting augers or churning driven head to rotate pore-forming, square casing is sunk in stake holes;
4. the mode of vibration or hammering is adopted, by the square casing with pile top to being lowered into;
2) in square casing, insert the inserts of some, the impact kinetic energy of square weight or interior pipe is utilized to ram inserts, pile-end soil body is made to obtain reinforcing closely knit, can not filler when pile-end soil layer is harder, directly utilize the impact kinetic energy of square weight or interior pipe to ram pile-end soil body;
3) repeat above-mentioned steps 2) operation, make the soil body under stake end in certain depth and scope be reinforced closely knit, and detect compactness by the control criterion of pile penetration or amount of filler, thus form stake end carrier, realize the equal calculation area Ae of carrier pile;
4) adopt one of following method to carry out the construction of pile body, form the carrier pile of square pile body:
1. in square casing, insert reinforcing cage and after concrete perfusion, propose square casing, vibration compacting is given to concrete;
2. in square casing, chutable concrete or cement mortar is inserted, prefabricated square bar reinforced concrete pile body is sunk in square casing, until precast pile bottom surface is combined with stake end carrier end face, proposing square casing, filling up as there being gap cement mortar between precast pile and stake holes wall;
3. in square casing, chutable concrete is inserted, square casing is proposed, take stake holes as guiding, prefabricated square bar reinforced concrete pile body is sunk to by the mode of hammering or static pressure or vibration, until precast pile bottom surface is combined with stake end carrier end face, when adopting hammering method, can continue hammering pile crown and measure hammering pile penetration, pile penetration total value should be less than or equal to 0 ~ 5cm.
In above-mentioned construction method, above-mentioned steps 1) described in square casing, refer to that the cross section of steel is square or rectangular and the box section of both ends open, also can be called outer tube, outer tube.
In above-mentioned construction method, above-mentioned steps 1) in method 1. described in the impact kinetic energy utilizing square weight or interior pipe, refer to the kinetic energy after promoting square weight or interior pipe certain altitude, its free-falling being produced.
In above-mentioned construction method, above-mentioned steps 2) described in the inserts of some, the kind of inserts comprises one or more of cement sandstone mixture or brickbat or rubble or building waste, and an amount of filler of inserts is 0.05 ~ 0.3m
3.
In above-mentioned construction method, above-mentioned steps 3) described in the control criterion by pile penetration or amount of filler detect compactness, penetration control standard refers to: measurement weight or interior pipe 3 hit ~ 10 pile penetrations of hitting, 1 hit pile penetration refer to weight or interior pipe with identical height free-falling impact after the soil body when time sinking numerical value, when pile penetration measured value meets design load, stopping is rammed, when pile penetration measured value does not meet design load, continue to ram until pile penetration measured value meets design, amount of filler control criterion refers to: according to geological conditions and load requirement, calculate the setting loading of inserts when pile-end soil body reaches design bearing capacity, whole inserts gradation inserted according to setting loading and tamps complete.
In above-mentioned construction method, above-mentioned steps 3) described in the equal calculation area Ae realizing carrier pile, Ae value determines according to penetration and the soil nature that is reinforced soil layer, and the span of Ae value is 1.4 ~ 4.5m
3.
In above-mentioned construction method, above-mentioned steps 4) in method 2. with method 3. described in prefabricated square bar reinforced concrete pile body, its type can be divided into two kinds, is a kind ofly plane for two ends pile crown, and a kind of is the reserved dowel of one end pile crown with certain length.
In above-mentioned construction method, above-mentioned steps 4) in method 3. in, when sinking to prefabricated square bar reinforced concrete pile body, add neonychium or protective sleeve at the pile crown end face of precast pile.
The construction method of square pile body carrier pile of the present invention, main feature and advantage are: 1. pile body shape is square column type, compare cylindrical pile body, when adopting identical amount of concrete, its lateral area adds 11%, resistance to compression and anti-horizontal thrust ability improve 15%, and pile strength and stability all exceed cylinder pile body, 2. under different geological conditionss, the method adapted with it can be adopted to construct square pile body, harder at the soil body, in the soil layer that water content is lower, direct cast-in-place square concrete pile body can be adopted, softer at the soil body, water content is higher, and Muddy Bottoms, in the soil layers such as saturated soil, two kinds of methods can be adopted directly to insert prefabricated square concrete pile body, all there will not be undergauge, broken pile, the real common fault that the in situ concrete piles such as concrete disintegration are not easily avoided, significantly can play the bearing capacity of stake end carrier, completely solve the problem because pile quality causes settling amount excessive, when 3. adopting prefabricated square concrete pile body, precast pile can make at the construction field (site), without the need to produce in factory and freight, and requires very low to mould, maintenance etc. during field fabrication, greatly reduces construction cost and the reduction of erection time, 4. prefabricated square concrete pile body adopt first pore-forming rearmounted enter method, reduce pile sinking time frictional force, effectively avoid compared with pile driving method by hammer construction in there is the situation that pile body is impaired, 5. the pile body pore-forming in construction method, sink to casing and filler and the operation such as to ram, all can adopt multiple method, the change according to geological conditions and designing requirement can adjust in time, goes back choosing multiple method to check the compactness of stake end carrier, 6. the scope of application of original vector stake is significantly improved, all applicable in various soil layer and base form.
Accompanying drawing explanation
Fig. 1 is the schematic diagram of an embodiment of the construction method of square pile body carrier pile of the present invention;
Fig. 2 is the schematic diagram of another embodiment of the construction method of square pile body carrier pile of the present invention;
Fig. 3 is the schematic diagram of the 3rd embodiment of the construction method of square pile body carrier pile of the present invention;
Fig. 4 is the schematic diagram of the square casing that adopts of the construction method of square pile body carrier pile of the present invention and square weight;
Fig. 5 is the schematic diagram of the prefabricated square bar reinforced concrete pile body that the construction method of square pile body carrier pile of the present invention adopts;
In Fig. 1 Fig. 2 Fig. 3 Fig. 4 Fig. 5,1 is square casing, 2 is square weight, 3 is square interior pipe, and 4 is inserts, and 5 is reinforcing cage, 6 is pile concrete, 7 is chutable concrete, and 8 is prefabricated two ends pile crown is the square bar reinforced concrete pile body of plane, and 9 is prefabricated one end pile crown square bar reinforced concrete pile body with reserved dowel.
Detailed description of the invention
Below by specific embodiment, the invention will be further described.
Fig. 1 is the schematic diagram of an embodiment of the construction method of square pile body carrier pile of the present invention, first, as shown in a in Fig. 1, stake position place in ground, square weight 2 is placed in square casing 1, under making it freely after promoting square weight 2 certain altitude, utilize the impact kinetic energy of square weight 2 to carry out die-cut to foundation soil body, form that stake holes is backward is lowered into square casing 1; Then, as shown in b in Fig. 1, square casing 1 and square weight 2 are drowned into set depth; Then, as shown in c in Fig. 1, in square casing 1, insert inserts 4, utilize the impact kinetic energy of square weight 2 to ram inserts 4, make pile-end soil body obtain reinforcing closely knit; Then, as shown in d in Fig. 1, repeat above-mentioned filler and the operation rammed, the soil body under stake end in certain depth and scope is made to be reinforced closely knit, and detect 3 and hit penetration control standard detection compactness, thus form stake end carrier, realize the equal calculation area Ae of carrier pile; Then, as shown in e in Fig. 1, in square casing 1, insert a small amount of chutable concrete 7; Then, as shown in f in Fig. 1, in square casing 1, sink to the square bar reinforced concrete pile body 9 of prefabricated one end pile crown with reserved dowel, until the bottom surface of precast pile 9 is combined with stake end carrier end face; Finally, as shown in g in Fig. 1, propose square casing 1, the gap cement mortar between precast pile 9 and stake holes wall is filled up, complete the construction of square pile body carrier pile.
Fig. 2 is the schematic diagram of another embodiment of the construction method of square pile body carrier pile of the present invention, and first, as shown in a in Fig. 2, the stake position place in ground, adopts augers to rotate pore-forming to projected depth; Then, as shown in b in Fig. 2, square casing 1 and square weight 2 are drowned into set depth in stake holes; Then, as shown in c in Fig. 2, in square casing 1, insert inserts 4, utilize the impact kinetic energy of square weight 2 to ram inserts 4, make pile-end soil body obtain reinforcing closely knit; Then, as shown in d in Fig. 2, repeat above-mentioned filler and the operation rammed, the soil body under stake end in certain depth and scope is made to be reinforced closely knit, and detect compactness with amount of filler control criterion, inserts compacting by whole set amount is complete, thus forms stake end carrier, realizes the equal calculation area Ae of carrier pile; Then, as shown in e in Fig. 2, insert a small amount of chutable concrete 7 in square casing 1 after, square casing 1 is proposed; Then, as shown in f in Fig. 2, placing at stake holes upper vertical the square bar reinforced concrete pile body 8 that prefabricated two ends pile crown is plane, utilize the stake top of the impact kinetic energy driven precast pile body 8 of square weight 2, making it be that guiding is to being lowered into stake holes; Finally, as shown in g in Fig. 2, continue hammering until the bottom surface of precast pile 8 is combined with stake end carrier end face, continue Driven Piles top and measure hammering pile penetration, when pile penetration total value should be less than 1cm, completing the construction of square pile body carrier pile.
Fig. 3 is the schematic diagram of the 3rd embodiment of the construction method of square pile body carrier pile of the present invention, first, as shown in a in Fig. 3, the stake position place in ground, adopt diesel hammer to drive square interior pipe 3 to ram square casing 1, square interior pipe 3 and square casing 1 are synchronously sunk to; Then, as shown in b in Fig. 3, square casing 1 and square interior pipe 3 are drowned into set depth; Then, as shown in c in Fig. 3, continue to utilize diesel hammer to drive the impact kinetic energy of square interior pipe 3 to ram pile-end soil body, make pile-end soil body obtain reinforcing closely knit; Then, as shown in d in Fig. 3, repeat the operation of the above-mentioned impact pile end soil body, make the soil body under stake end in certain depth and scope be reinforced closely knit, thus form stake end carrier, realize the equal calculation area Ae of carrier pile; Then, as shown in e in Fig. 3, propose square interior pipe 3, in square casing 1, insert reinforcing cage 5; Then, as shown in f in Fig. 3, in square casing 1, pour into pile concrete 6; Finally, as shown in g in Fig. 3, propose square casing 1, vibration compacting is given to pile concrete 6, complete the construction of square pile body carrier pile.
Fig. 4 is the schematic diagram of the square casing that adopts of the construction method of square pile body carrier pile of the present invention and square weight, as shown in Figure 4, square casing 1 in Fig. 4-1 for cross section be foursquare and the box section of both ends open, square weight 2 in Fig. 4-2 is square cylindricality and diameter is less than the square column type weight of square casing 1, and the square weight 2 in Fig. 4-3 for add square hammer bottom cylindrical hammer body.
Fig. 5 is the schematic diagram of the prefabricated square bar reinforced concrete pile body that the construction method of square pile body carrier pile of the present invention adopts, as shown in Figure 5, the two ends pile crown of the prefabricated square bar reinforced concrete pile body 8 in Fig. 5-1 is plane, and one end pile crown of the prefabricated square bar reinforced concrete pile body 9 in Fig. 5-2 is with reserved dowel.
Above embodiment is descriptive, but not determinate, can not limit protection scope of the present invention with this, on the basis of the above description other multi-form change of amplifying out or variation, be still among protection scope of the present invention.
Claims (8)
1. a construction method for square pile body carrier pile, comprises the steps:
1) the stake position place in ground, sinks to projected depth by square casing, and the mode sinking to square casing comprises one of following method or combination:
1. in square casing, place square weight or interior pipe, utilize the impact kinetic energy of square weight or interior pipe to carry out die-cut to foundation soil body, form that stake holes is backward is lowered into square casing;
2. adopt diesel hammer or hydraulic hammer or electrically operated hammer to drive interior pipe to ram square casing, interior pipe and square casing are synchronously sunk to;
3., after adopting augers or churning driven head to rotate pore-forming, square casing is sunk in stake holes;
4. the mode of vibration or hammering is adopted, by the square casing with pile top to being lowered into;
2) in square casing, insert the inserts of some, the impact kinetic energy of square weight or interior pipe is utilized to ram inserts, pile-end soil body is made to obtain reinforcing closely knit, can not filler when pile-end soil layer is harder, directly utilize the impact kinetic energy of square weight or interior pipe to ram pile-end soil body;
3) repeat above-mentioned steps 2) operation, make the soil body under stake end in certain depth and scope be reinforced closely knit, and detect compactness by the control criterion of pile penetration or amount of filler, thus form stake end carrier, realize the equal calculation area Ae of carrier pile;
4) adopt one of following method to carry out the construction of pile body, form the carrier pile of square pile body:
1. in square casing, insert reinforcing cage and after concrete perfusion, propose square casing, vibration compacting is given to concrete;
2. in square casing, chutable concrete or cement mortar is inserted, prefabricated square bar reinforced concrete pile body is sunk in square casing, until precast pile bottom surface is combined with stake end carrier end face, proposing square casing, filling up as there being gap cement mortar between precast pile and stake holes wall;
3. in square casing, chutable concrete is inserted, square casing is proposed, take stake holes as guiding, prefabricated square bar reinforced concrete pile body is sunk to by the mode of hammering or static pressure or vibration, until precast pile bottom surface is combined with stake end carrier end face, when adopting hammering method, can continue hammering pile crown and measure hammering pile penetration, pile penetration total value should be less than or equal to 0 ~ 5cm.
2. construction method according to claim 1, is characterized in that, above-mentioned steps 1) described in square casing, refer to that the cross section of steel is square or rectangular and the box section of both ends open, also can be called outer tube, outer tube.
3. construction method according to claim 1, it is characterized in that, above-mentioned steps 1) in method 1. described in the impact kinetic energy utilizing square weight or interior pipe, refer to the kinetic energy after promoting square weight or interior pipe certain altitude, its free-falling being produced.
4. construction method according to claim 1, it is characterized in that, above-mentioned steps 2) described in the inserts of some, the kind of inserts comprises one or more of cement sandstone mixture or brickbat or rubble or building waste, and an amount of filler of inserts is 0.05 ~ 0.3m
3.
5. construction method according to claim 1, it is characterized in that, above-mentioned steps 3) described in the control criterion by pile penetration or amount of filler detect compactness, penetration control standard refers to: measurement weight or interior pipe 3 hit ~ 10 pile penetrations of hitting, 1 hit pile penetration refer to weight or interior pipe with identical height free-falling impact after the soil body when time sinking numerical value, when pile penetration measured value meets design load, stopping is rammed, when pile penetration measured value does not meet design load, continue to ram until pile penetration measured value meets design, amount of filler control criterion refers to: according to geological conditions and load requirement, calculate the setting loading of inserts when pile-end soil body reaches design bearing capacity, whole inserts gradation inserted according to setting loading and tamps complete.
6. construction method according to claim 1, is characterized in that, above-mentioned steps 3) described in the equal calculation area Ae realizing carrier pile, Ae value determines according to penetration and the soil nature that is reinforced soil layer, and the span of Ae value is 1.4 ~ 4.5m
3.
7. construction method according to claim 1, it is characterized in that, above-mentioned steps 4) in method 2. with method 3. described in prefabricated square bar reinforced concrete pile body, its type can be divided into two kinds, a kind of be plane for two ends pile crown, a kind of is the reserved dowel of one end pile crown with certain length.
8. construction method according to claim 1, is characterized in that, above-mentioned steps 4) in method 3. in, when sinking to prefabricated square bar reinforced concrete pile body, add neonychium or protective sleeve at the pile crown end face of precast pile.
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106400774A (en) * | 2016-08-30 | 2017-02-15 | 中铁十九局集团矿业投资有限公司 | Construction method and device for strengthening soft foundation |
| CN106555396A (en) * | 2016-06-15 | 2017-04-05 | 刘献刚 | Pressure type pile body construction method of shaking and the vibration hammer equipment for the construction method |
| CN114541373A (en) * | 2021-11-02 | 2022-05-27 | 北京波森特岩土工程有限公司 | Construction method of concrete pile |
| CN115233658A (en) * | 2022-05-11 | 2022-10-25 | 邵良荣 | Construction method of dry-operation bottom-expanded cast-in-situ bored pile |
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| CN102080374A (en) * | 2009-12-01 | 2011-06-01 | 中冶交通工程技术有限公司 | Construction method of concrete filling piles |
| CN102505684A (en) * | 2011-11-02 | 2012-06-20 | 河海大学 | Hollow stiffness-core slurry-solidified discrete material pile and construction method thereof |
| CN102733378A (en) * | 2012-04-25 | 2012-10-17 | 王继忠 | Construction method of concrete pile |
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| KR0136958B1 (en) * | 1994-10-28 | 1998-05-15 | 임성철 | Piles comprising both precast concrete portions and concrete portions cast in situ |
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| CN102080374A (en) * | 2009-12-01 | 2011-06-01 | 中冶交通工程技术有限公司 | Construction method of concrete filling piles |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN106555396A (en) * | 2016-06-15 | 2017-04-05 | 刘献刚 | Pressure type pile body construction method of shaking and the vibration hammer equipment for the construction method |
| CN106400774A (en) * | 2016-08-30 | 2017-02-15 | 中铁十九局集团矿业投资有限公司 | Construction method and device for strengthening soft foundation |
| CN114541373A (en) * | 2021-11-02 | 2022-05-27 | 北京波森特岩土工程有限公司 | Construction method of concrete pile |
| CN115233658A (en) * | 2022-05-11 | 2022-10-25 | 邵良荣 | Construction method of dry-operation bottom-expanded cast-in-situ bored pile |
| CN115233658B (en) * | 2022-05-11 | 2024-01-05 | 邵良荣 | Construction method of dry-operation bottom-enlarging bored pile |
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Application publication date: 20151118 |