CN104912061B - Carrier pile construction method - Google Patents
Carrier pile construction method Download PDFInfo
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- CN104912061B CN104912061B CN201510204046.XA CN201510204046A CN104912061B CN 104912061 B CN104912061 B CN 104912061B CN 201510204046 A CN201510204046 A CN 201510204046A CN 104912061 B CN104912061 B CN 104912061B
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Abstract
The invention aims to provide a carrier pile construction method. According to the characteristic that the soil layer where the pile end is located is harder, punning and compaction are conducted on the soil body of the pile end directly through kinetic energy, and the requirements of multiple geological conditions and design requirement change are met through the improvement of the pore-forming mode and the pile-forming mode. To achieve the purpose, the construction method includes the steps that 1, a pile casing or an outer tube is sunk into the set depth through power at the pile position; 2, punning is conducted on the soil body at the bottom of a pile hole through the hammering kinetic energy of a heavy hammer or an inner tube in the pile casing or the outer tube, and the soil body of the pile end is reinforced and compacted; 3, punning is conducted repeatedly, the penetration of several times of striking of the heavy hammer or the inner tube is measured, when the penetration measuring value meets the design value, punning is stopped, the soil body, within certain depth and range, below the pile end is reinforced and compacted, a pile end carrier is formed, and the equal calculation area Ae of the carrier pile is achieved; 4, pile body construction is conducted.
Description
Technical field
The present invention relates to field of civil engineering, more particularly to the construction of stake.
Background technology
A kind of new pile foundation technology is disclosed in patent No. ZL98101041.5 patent documentation, the pile-type includes complex carrier
The characteristics of with concrete pile body, the method is by the inserts such as building waste are inserted in casing, using weight to inserts
Rammed, and standard controlled by penetration and formed complex carrier at stake end, allow upper load effectively by stake and
Complex carrier below stake, is delivered on preferable supporting course, so as to improve the bearing capacity of stake, with bearing capacity of single pile height, cost
Economic the advantages of, therefore, the complex carrier of above-mentioned patented method is generally disposed in the shallower soft layer of buried depth.But with
The development of urban construction, skyscraper is more and more, the requirement for bearing capacity more and more higher to stake, while stake is long also increasing again and again
Plus, therefore above-mentioned patented method by stake it is long it is shorter limited, range of application receives certain restriction.Especially because pile body length
Be continuously increased, residing for stake end, the hardness of soil layer also gradually increases, such as boulder bed, gravel layer, middle air slaking strong-weathered rock soil layer,
The soil layers such as layer of sand, when now carrying out filler using above-mentioned patented method again and ramming, will produce that constructional difficulties, work efficiency reduce asks
Topic.Simultaneously because the unicity of the construction means and machinery of above-mentioned patented method, limited in pile body pore-forming and pile making method
It is larger, the demand of the change of geological conditions and design requirement can not be met.
The content of the invention
The present invention is proposed to solve the problems, such as above-mentioned, it is therefore intended that provide a kind of construction method of carrier pile,
For the harder characteristic of soil layer residing for stake end, compacting is directly carried out using kinetic energy to pile-end soil body compacted, and by pore-forming mode
With the improvement of pile mode, the demand of the change of various geological conditions and design requirement is adapted to, raising and the cost of work efficiency is realized
Saving.
To achieve these goals, a kind of construction method of carrier pile of the invention, comprises the steps：
1）At the stake position in ground, casing or outer tube are sunk to by power, until set depth；
2）In casing or outer tube, using the hammering kinetic energy of weight or inner tube, the soil body of stake holes bottom is rammed
Hit, make pile-end soil body obtain reinforcing compacted；
3）Above-mentioned steps 2 are repeated）Operation, and measure the pile penetration that the number of weight or inner tube hits, work as pile penetration
When measured value meets design load, stop ramming, be reinforced the soil body under an end in certain depth and scope closely knit, form stake end
Carrier, realizes the equal calculation area Ae of carrier pile, when pile penetration measured value is unsatisfactory for design load, continues to ram until injection
Degree measured value meets design standard value；
4）Carry out the construction of pile body.
Step 1 in the construction method of above-mentioned carrier pile）In, the construction of above-mentioned pile body pore-forming includes following various sides
One of method or combination：
1. by the movement of falling object of weight or inner tube in casing or outer tube, foundation soil body is punched out,
Form stake holes and be lowered into casing or outer tube backward, until projected depth；
2., by the way of vibration or hammering, the casing with pile top or outer tube are drowned into into set depth；
3., by the way of vibration or hammering, the casing or outer tube of bottom end opening are sunk to into pore-forming, and passes through spiral
The soil body in casing or outer tube is discharged by drill bit or soil sampler；
4. casing or outer tube are sunk in stake holes after rotating pore-forming using augers or churning driven；
5. drive inner tube to ram outer tube using diesel hammer or hydraulic hammer or automatic mallet, inner and outer tubes is synchronously sunk to
To projected depth.
Step 2 in the construction method of above-mentioned carrier pile）In, the hammering kinetic energy of above-mentioned utilization weight or inner tube,
The soil body of stake holes bottom is rammed, weight or the inner tube for weight being adopted for 2 tons～20 tons is referred to, lifts weight or interior
Weight or inner tube free-falling are made after pipe certain altitude, the soil body of stake holes bottom is rammed using impact energy, is made stake
The soil body in bottom hole portion obtains reinforcing compacted.
Step 2 in the construction method of above-mentioned carrier pile）In, the hammering kinetic energy pair of above-mentioned utilization weight or inner tube
When the soil body of stake holes bottom is rammed, by casing or outer tube simultaneously to being lowered into.
Step 3 in the construction method of above-mentioned carrier pile）In, the injection that the number of above-mentioned measurement weight or inner tube hits
Degree, after referring to weight or inner tube with the identical height free-falling impact soil body, the sinking numerical value of weight or inner tube, as
1 pile penetration hit, the counting criteria of measurement is cm or mm, the quantity of measurement hit for 3～10 hits.
Step 3 in the construction method of above-mentioned carrier pile）In, above-mentioned pile penetration measured value meets design load, refers to 3
Hit～total value of the 10 pile penetration measured values for hitting is equal to or less than design load, the span of design load is 1cm～100cm.
Step 3 in the construction method of above-mentioned carrier pile）In, the above-mentioned soil made under an end in certain depth and scope
Body is reinforced closely knit, refers to 3～5 meters of an end depth below, and the soil body in the range of 2～3 meters of diameter is compacted, and ensures construction ground
Face is not swelled, and adjacent stake carrier is not destroyed.
Step 3 in the construction method of above-mentioned carrier pile）In, the above-mentioned equal calculation area Ae for realizing carrier pile,
Ae values are determined with the soil nature for being reinforced soil layer according to penetration.
Step 4 in the construction method of above-mentioned carrier pile）In, the construction of above-mentioned pile body include following various methods it
One：
1. steel reinforcement cage is inserted, pressure is filled or pours into a mould pile concrete vibration compacting；
2. pressure is filled or pours into a mould pile concrete, the anti-plug steel reinforcement cage in concrete；
3. precast pile is sunk to, precast pile is filled up with surrounding space cement mixture or firming agent.
The characteristics of construction method of above-mentioned carrier pile and advantage are：
1. when pile-end soil layer in such as boulder bed, gravel layer, middle air slaking strong-weathered rock soil layer, layer of sand etc. are compared with hard stratum when,
The operation construction rammed after being not required to carry out filler again, but using the hammering kinetic energy of weight or inner tube directly to stake holes bottom
The soil body is rammed, and is made pile-end soil body obtain reinforcing compacted, is significantly improved work efficiency and speed of application；2. compare using weight punching
Forming hole method, the present invention can adopt various methods and various machinerys carry out the construction of pile body pore-forming, by multiple choices
Improve construction efficiency；3. the difference according to the machinery for selecting, may be selected three to hit, five hits, ten hit various methods such as pile penetration
To check a degree of compaction for end carrier；4. the requirement in construction method according to execution conditions and design, choosing multiple side
Method is carrying out the construction of pile body, including cast-in-place concrete pile body, precast concrete pile body etc., expands the application type of carrier pile.
Description of the drawings
Fig. 1 is the schematic diagram of one embodiment of the construction method of the carrier pile of the present invention；
Fig. 2 is the schematic diagram of another embodiment of the construction method of the carrier pile of the present invention；
In Fig. 1 and Fig. 2,1 is outer tube or casing, and 2 is inner tube or weight, and 3 is stake end carrier, and 4 is steel reinforcement cage, and 5 are
Concrete, 6 is precast reinforced concrete pile body, and 7 is cement mortar.
Specific embodiment
Fig. 1 is the schematic diagram of one embodiment of the construction method of the carrier pile of the present invention, first, as shown in a in Fig. 1,
By the movement of falling object of the weight 2 in casing 1 at stake position, foundation soil body is punched out, to sinking after formation stake holes
Enter casing 1；Then, as shown in b in Fig. 1, casing 1 and weight 2 are sunk to up to set depth, and casing 1 is hit into 2 bottom of weight
End certain distance；Then, as shown in c in Fig. 1, in casing 1, using the hammering kinetic energy of weight 2, the soil body of stake holes bottom is entered
Row is rammed, and makes pile-end soil body obtain reinforcing compacted；Then, as shown in d in Fig. 1, be repeated it is above-mentioned ram operation, and measure weight
Three pile penetrations hit of hammer 1, when penetration measured value meets design load, stop ramming, make under an end certain depth and
In the range of the soil body be reinforced closely knit, form stake end carrier 3, realize the equal calculation area Ae of carrier pile；Then, such as e in Fig. 1
It is shown, weight 1 is proposed, steel reinforcement cage 4 is sunk in casing 2；Finally, as shown in f in Fig. 1, concrete 5 is poured into a mould in casing 1, is carried
Go out casing 1 and to 5 vibration compacting of concrete.
Fig. 2 is the schematic diagram of another embodiment of the construction method of the carrier pile of the present invention, first, such as a institutes in Fig. 2
Show, at stake position, drive the impact outer tube 1 of inner tube 2 synchronous to being lowered into using diesel hammer；Then, as shown in b in Fig. 2, by inner tube
2 and outer tube 1 sink to until set depth, and inner tube 2 is hit into 1 bottom certain distance of outer tube；Then, as shown in c in Fig. 2,
In outer tube 1, using the hammering kinetic energy of inner tube 2, the soil body of stake holes bottom is rammed, make pile-end soil body obtain reinforcing compacted；
Then, as shown in d in Fig. 2, be repeated it is above-mentioned ram operation, and measure the ten of inner tube 1 pile penetration hit, hit pile penetration when ten
When measured value meets design load, stop ramming, be reinforced the soil body under an end in certain depth and scope closely knit, form stake end
Carrier 3, realizes the equal calculation area Ae of carrier pile；Then, as shown in e in Fig. 2, inner tube 1 is proposed, water is injected into outer tube 2
After cement mortar 7, precast reinforced concrete pile body 6 is put into；Finally, as shown in f in Fig. 2, after proposing outer tube 2, precast reinforced coagulation
Space cement mortar 7 between native pile body 6 and stake holes wall is filled up.
Claims (5)
1. a kind of construction method of carrier pile, comprises the steps：
1）At the stake position in ground, casing or outer tube are sunk to by power, until set depth；
2）In casing or outer tube, using the hammering kinetic energy of weight or inner tube, the soil body of stake holes bottom is rammed, is made
Pile-end soil body obtains reinforcing compacted；The hammering kinetic energy of above-mentioned utilization weight or inner tube, rams to the soil body of stake holes bottom,
Refer to weight or the inner tube for weight being adopted for 2 tons～20 tons, make weight or interior after lifting weight or inner tube certain altitude
Pipe free-falling, is rammed to the soil body of stake holes bottom using impact energy, makes the soil body of stake holes bottom obtain reinforcing compacted；
3）Above-mentioned steps 2 are repeated）Operation, and measure the pile penetration that the number of weight or inner tube hits, when pile penetration is measured
When value meets design load, stop ramming, be reinforced the soil body under an end in certain depth and scope closely knit, form stake end and carry
Body, realizes the equal calculation area Ae of carrier pile, when pile penetration measured value is unsatisfactory for design load, continues to ram until pile penetration
Measured value meets design standard value；
The above-mentioned soil body made under an end in certain depth and scope is reinforced closely knit, refers to 3～5 meters of an end depth below, diameter 2
The soil body in the range of～3 meters is compacted, and ensures that construction ground is not swelled, and adjacent stake carrier is not destroyed；
The pile penetration that the number of above-mentioned measurement weight or inner tube hits, is referred to weight or inner tube and is rushed with the free-falling of identical height
After hitting the soil body, the sinking numerical value of weight or inner tube, as 1 pile penetration hit, the counting criteria of measurement is cm or mm, is measured
Quantity hit for 3～10 hit；
Above-mentioned pile penetration measured value meets design standard value, refer to 3 hit～total value of the 10 pile penetration measured values for hitting be equal to or
Less than design load, the span of design load is 1cm～100cm；
4）Carry out the construction of pile body.
2. construction method according to claim 1, it is characterised in that above-mentioned steps 1）In, the construction bag of above-mentioned pile body pore-forming
Include one of following various methods or combination：
1. by the movement of falling object of weight or inner tube in casing or outer tube, foundation soil body is punched out, is formed
Stake holes is lowered into casing or outer tube backward, until projected depth；
2., by the way of vibration or hammering, the casing with pile top or outer tube are drowned into into set depth；
3., by the way of vibration or hammering, the casing or outer tube of bottom end opening are sunk to into pore-forming, and passes through augers
Or the soil body in casing or outer tube is discharged by soil sampler；
4. casing or outer tube are sunk in stake holes after rotating pore-forming using augers or churning driven；
5. drive inner tube to ram outer tube using diesel hammer or hydraulic hammer or automatic mallet, inner and outer tubes is synchronously sunk to and set
Meter depth.
3. construction method according to claim 1, it is characterised in that above-mentioned steps 2）In, above-mentioned utilization weight or inner tube
Hammering kinetic energy when ramming to the soil body of stake holes bottom, by casing or outer tube simultaneously to being lowered into.
4. construction method according to claim 1, it is characterised in that above-mentioned steps 3）In, it is above-mentioned to realize the equivalent of carrier pile
Reference area Ae, Ae value is determined with the soil nature for being reinforced soil layer according to penetration.
5. construction method according to claim 1, it is characterised in that above-mentioned steps 4）In, under the construction of above-mentioned pile body includes
State one of various methods：
1. steel reinforcement cage is inserted, pressure is filled or pours into a mould pile concrete vibration compacting；
2. pressure is filled or pours into a mould pile concrete, the anti-plug steel reinforcement cage in concrete；
3. precast pile is sunk to, precast pile is filled up with surrounding space cement mixture or firming agent.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510204046.XA CN104912061B (en) | 2015-04-27 | 2015-04-27 | Carrier pile construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510204046.XA CN104912061B (en) | 2015-04-27 | 2015-04-27 | Carrier pile construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN104912061A CN104912061A (en) | 2015-09-16 |
| CN104912061B true CN104912061B (en) | 2017-05-03 |
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Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| GB196957A (en) * | 1921-12-03 | 1923-05-03 | Henry Percy Lancaster | Improvements in preparatory piles used in the construction of concrete piles |
| CN100497842C (en) * | 2006-01-09 | 2009-06-10 | 立基工程有限公司 | Bottom impacting type steel pipe concrete pole and construction method thereof |
| CN100434597C (en) * | 2006-08-25 | 2008-11-19 | 中机工程勘察设计研究院 | Construction method of immersed tube club-footed bored concrete pile |
| CN100532733C (en) * | 2007-12-12 | 2009-08-26 | 刘清洁 | Diving casting cast-in-place pile construction method for constructing in scree layer and sand layer |
| CN103981880A (en) * | 2014-05-16 | 2014-08-13 | 郑玉辉 | Treatment method of composite foundation using top-enlarged and bottom-enlarged CFG piles |
| CN104074186B (en) * | 2014-07-22 | 2016-02-17 | 王继忠 | The casing device of pore-forming and construction method thereof in a kind of building lot |
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Effective date of registration: 20170904 Address after: 102218, Beijing, Changping District East small town Taiping homes, building 31 Patentee after: BEIJING PUISSANT GEOTECHNICAL ENGINEERING CO., LTD. Address before: 102218 Beijing city Changping District East Town Taiping home building No. 31 Beijing possente Geotechnical Engineering Co. Ltd. Patentee before: Wang Jizhong |