CN1598166A - Hollow artificial hole digging bored concrete pile and its construction method - Google Patents
Hollow artificial hole digging bored concrete pile and its construction method Download PDFInfo
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- CN1598166A CN1598166A CN 200410024544 CN200410024544A CN1598166A CN 1598166 A CN1598166 A CN 1598166A CN 200410024544 CN200410024544 CN 200410024544 CN 200410024544 A CN200410024544 A CN 200410024544A CN 1598166 A CN1598166 A CN 1598166A
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Abstract
The invention relates to a perfusion concrete pile, especially a hollow artificial hole-digging perfusion pile and its construction method. It includes pile ring made of concrete is connected by many pile section, and the pile ring is hollow; main reinforcement made of reinforcing steel is embedded in the wall of the pile ring. Its construction method is as follows: pile bore is dug to the design diameter and height; the upper end of the main reinforcement is connected to the main reinforcement of the upper section pile ring, the bottom of the main reinforcement is inserted into the pre-moded hole of the bottom formwork; spiral stirrup is bounded at the outside of the main reinforcement; the raised internal template is laid concrete, pouring concrete is vibrated concrete vibrating, then remove shuttering after conserve. Then the next circle construction is done as the above. The advantage of the invention is that it can economize the concrete, sharply improve the bearing capacity of the pile, reduce the deadweight of the pile, and solve the problem of static load test of the pile at the heavy load condition.
Description
(1) technical field under
Patent of the present invention relates to a kind of pouring concrete pile, particularly a kind of hollow manually digging hole filling pile, and the job practices of castinplace pile.
(2) background technology
Present patent application openly reaches the manually digging hole filling pile that uses a few days ago on the market, divide former and later two operations.Preceding operation is the borehole retaining wall; Its operating procedure is: the wellhole external diameter is dug to 1100mm; Highly about 1000mm props up template then and builds concrete, and making and forming external diameter is that cylindrical, internal diameter is Frusto-conical concrete dado circle (the design stake that bore generally should satisfy 800mm it on directly).Treat the circle form removal after more down excavation section by section, formwork, build concrete, reach bearing course at pile end until whole hole, the form of structure of its retaining wall concrete is seen figure one.Back operation is a pile.Put into reinforcing cage after verifying, build the concrete and the pile that vibrates then.The structure of tradition manually digging hole filling pile is seen figure two.Because its process characteristic, the concrete dado circle that needs artificial underground work and safety measure institute to be provided with, a concrete large usage quantity that makes, concrete strength can not be given full play to.The purpose of this invention is to provide a kind of novel pile body structure of hollow and new pile-formation process method.
(3) summary of the invention
The present invention provides a kind of hollow manually digging hole filling pile that can save with the bearing capacity of concrete amount, the deadweight that alleviates stake, raising stake in order to overcome the deficiency of above technology, and its job practices.
The present invention realizes by following measure:
Hollow manually digging hole filling pile of the present invention comprises the concrete pile-making ring that is formed by connecting by some joints, and the stake circle is hollow shape; The circle wall of stake circle is embedded with the main muscle that some reinforcing bars are made.
Hollow manually digging hole filling pile of the present invention, a kind of scheme be, described every main muscle is formed by connecting by the plurality of sections reinforcing bar, and spiral spiral stirrup has been tied up in the outside of main muscle.
Hollow manually digging hole filling pile of the present invention, another kind of scheme be, there is a pre-pipe laying that is formed by connecting by some joint hollow tubes in the outside of each main muscle, and spiral spiral stirrup has been tied up in the outside of pre-pipe laying.
Hollow manually digging hole filling pile of the present invention can be according to the bearing capacity size or the geological condition of castinplace pile, plain concrete stake circle of the concrete system that is connected with in stake circle bottom and coxopodite, and plain concrete stake circle is a hollow shape, not main muscle in the circle wall of plain concrete stake circle, coxopodite are real core shape.
Hollow manually digging hole filling pile of the present invention for convenience carries out tension to main muscle, and the upper and lower end of described main muscle has ground tackle, an anchor head that is used for tension respectively.
Hollow manually digging hole filling pile of the present invention is in order to prevent the tenesmus of stake circle and improve frictional resistance that stake circle external surface is provided with the expansion limb that stretches out stake circle appearance.
Hollow manually digging hole filling pile of the present invention is bonded as one in order to make main muscle and pre-pipe laying, and the inside of pre-pipe laying is marked with cement mortar or cement paste.
Hollow manually digging hole filling pile of the present invention, the profile of described circle can be circle, ellipse or polygon, and the inner chamber of stake circle can be circle, ellipse or polygon.
A kind of job practices of above-mentioned hollow manually digging hole filling pile may further comprise the steps,
1. the stake hole is dug to intended diameter and height;
2. main muscle and soffit formwork are installed, and the main muscle that main muscle upper end and last joint stake circle is interior is connected, and insert in the preformed hole of soffit formwork the lower end of main muscle;
3. at main muscle outside binding spiral stirrup;
4. prop up inner formword, build concrete and vibrate maintenance back form removal;
5. carry out next circle construction as stated above.
The another kind of job practices of above-mentioned hollow manually digging hole filling pile may further comprise the steps:
1. the stake hole is dug to intended diameter and height;
2. pre-pipe laying and soffit formwork are installed, the upper end of pre-pipe laying are inserted in the interface of the pre-pipe laying of going up joint stake circle, insert in the preformed hole of soffit formwork the lower end of pre-pipe laying;
3. at pre-pipe laying outside binding spiral stirrup;
4. prop up inner formword, build concrete and vibrate maintenance back form removal;
5. carry out next circle construction as stated above;
6. when reaching the reinforcing bar projected depth, dig down earlier joint stake hole, main muscle is inserted in the hole of pre-pipe laying.
Thinking of the present invention is to make full use of retaining wall concrete circle.By suitable adjustment to retaining wall concrete thickness and intensity, make retaining wall concrete circle except playing in the construction stage the safety guarantee effect, after whole hole, change retaining wall concrete circle into load-carrying members, solve the problem that is provided with of reinforcing cage, this is a key problem in technology of the present invention.
Main structure explanation of the present invention: the hollow manually digging hole filling pile comprises stake circle and the coxopodite by collar, band spiral reinforcement, and plain concrete stake circle.Be not embedded with the pre-pipe laying that plastic pipe or steel pipe are made in the circle wall of stake circle, the internal diameter of pre-pipe laying should be greater than the external diameter 5～8mm of the main muscle of design, and an end should be with connection-peg.Main muscle is that reinforcing bar is made, and is generally the 6-8 root, and diameter 16-20mm, but total length configuration or part configuration pass that pre-pipe laying lower end is anchored at below a certain stake circle or through to the coxopodite of stake.Spiral stirrup is generally the reinforcing bar of diameter 6mm, around and be banded on the pre-pipe laying, spacing is approximately 200mm.Can have in conjunction with flange in the bottom of every section stake circle, the external surface of stake circle can be provided with the expansion limb that stretches out its external surface, can play tenesmus of stake circle and the effect that improves frictional resistance of preventing according to the soil property setting.When main muscle by stretch-draw, be fixed on collar when upper end with ground tackle, just become no bonded post tensioning and draw prestressing force manually digging hole hollow castinplace pile.Can carry out slip casing by pressure by the injected hole that is located at main muscle bottom, during slip casting, just becoming has bonded post tensioning to draw prestressing force manually digging hole hollow castinplace pile under the stretch-draw condition.During slip casting, just becoming has the non-prestressed manually digging hole hollow castinplace pile of bonding under non-stretch-draw condition.
The advantage of this invention:
1. saving concrete.Because stake is a hollow, can save a large amount of concretes than conventional manually digging hole filling pile.
2. Zhuan bearing capacity improves greatly.In the foundation pile design, the vertical bearing capacity and the frictional force of common manually digging hole filling pile retaining wall concrete circle are irrespective, and it only plays a temporary lining effect, has also just finished once concrete piles is built its mission that finishes.Therefore bearing capacity of single pile only calculates by the stake week and the stake end area in design stake footpath.The hollow stake is calculated bearing capacity with stake circumference and the full end face of stake circle, is reducing under the concrete total amount condition, and bearing capacity of single pile significantly improves on the contrary.As external diameter is 1200mm, and wall thickness is that the hollow stake of 200mm is compared with the common manually digging hole filling pile of diameter 800mm (the average thick 150mm of retaining wall concrete circle), and under the concrete situation of saving 34%, a stake girth is increased to 3768mm from original 2512mm, has increased by 50%.The stake end area is from 0.5m
2Bring up to 1.13m
2, increased by 126%.If in conjunction with expanding measures such as the end, hole enlargement, expansion limb, bearing capacity of single pile can further improve again.
3. the hollow stake has significantly reduced the deadweight of stake, helps the raising of bearing capacity of single pile.
4. can solve the static load test problem of following of big loading condition.Because the design bearing capacity of large diameter pile is all than higher, traditional pile testing method must be provided with anchoring pile, waste time and energy, and as static load test method at the bottom of the employing hole, because of the stake hole depth is big, the laying of dowel bar also bothers.Patent of the present invention, can utilize a stake circle counter-force to carry out easily at the bottom of static load test (can measure pile side friction simultaneously), save time, laborsaving, convenient and swift.
(4) description of drawings
Fig. 1 is the structural representation of the castinplace pile retaining wall concrete of prior art
Fig. 2 is the structural representation of the castinplace pile of prior art
Fig. 3 is the structural representation of a kind of embodiment of the present invention
Fig. 4 is the constructing structure schematic diagram of the stake circle of Fig. 3 embodiment
Fig. 5 for hollow stake of the present invention carry out at the bottom of structural representation during static load test
Fig. 6 is the structural representation of another kind of embodiment of the present invention
Among the figure, 1 collar; 2 circles; 3 plain concrete stake circles; 4 foundation rings; 5 pre-pipe layings; 6 main muscle; 7 spiral stirrups; 8 ground tackles; 9 anchor heads; 10 enlarge limb; 11 soffit formworks, 12 inner formwords; 13 injected holes.
(5) specific embodiment
Below in conjunction with the drawings and specific embodiments the present invention is made specific description.
Embodiment 1
As shown in Figure 3, present embodiment is example with the standard knot, and the internal diameter of stake circle 2 is 800mm; The wall thickness of hollow stake circle 2 can be designed to 200mm; The external diameter 1200mm of design stake circle 2; The single-unit length of stake circle 2 is 1000mm-1200mm.Concrete strength grade is C30.
The present invention realizes its technical scheme by following processing step:
1. the stake hole is dug to intended diameter and height, checks each size;
2. pre-pipe laying 5 of 6-8 root and soffit formwork 11 are installed, the upper end of pre-pipe laying 5 are inserted in the interface of the pre-pipe laying 5 of going up joint stake circle.(when adopting the fixing main muscle 6 of stretching method, fluid sealant should be smeared in the joint of pre-pipe laying 6, infiltrates in the hole corrosion reinforcing bar to prevent groundwater table.) lower end of pre-pipe laying 6 inserts in the preformed hole of soffit formwork 11, should keep pre-pipe laying 5 to be in plumbness; As shown in Figure 4.
After 3 pre-pipe layings 5 install, binding spiral stirrup 7
4. prop up inner formword 12, build concrete and vibrate.Last circle concrete is built collapsible die after 24 hours, carries out next circle construction;
5. when reaching reinforcing bar design hole depth, dig down earlier joint stake hole, main muscle 6 is inserted in the hole of pre-pipe laying 5, install the anchor head 9 (when employing has the bonding grouting process, injected hole 13 should be set) of main muscle lower end in main muscle 6 lower ends.And then mounting template is built concrete.(plain stake circle 3 does not have the operation that pre-pipe laying 6 and binding spiral stirrup 7 are installed, and other operations are the same.)
6. should carry out back cover after stake reaches the bearing stratum hole depth, the height of the circle end 4 back cover concretes should not carry out less than design stake footpath or by the design drawing requirement.
7. can carry out following operation respectively according to different situations: 1. ground tackle is fixed on the collar upper end, main muscle is carried out stretch-draw,, just become no bonded post tensioning and draw prestressing force manually digging hole hollow castinplace pile.2. can carry out slip casing by pressure by the injected hole 13 that is located at main muscle 6 bottoms, during slip casting, just becoming has bonded post tensioning to draw prestressing force manually digging hole hollow castinplace pile under the stretch-draw condition; During slip casting, just becoming has the non-prestressed manually digging hole hollow castinplace pile of bonding under non-stretch-draw condition.To stretch-draw, anchoring or the grouting of reinforcing bar 6, should enclose in stake and carry out after concrete all reaches design strength.
Embodiment 2
Structure of the present invention also can be as shown in Figure 6, and the internal diameter of stake circle 2 is 800mm; The wall thickness of hollow stake circle 2 can be designed to 200mm; The external diameter 1200mm of design stake circle 2; The single-unit length of stake circle 2 is 1000mm-1200mm.Concrete strength grade is C30.
Its concrete structure and job practices are as follows:
1. the stake hole is dug to intended diameter and height, checks each size;
2. 6-8 root master's muscle 6 and soffit formwork are installed, cover links together the upper end of main muscle 6 and the main muscle 6 of last joint stake circle by being threaded, perhaps the main muscle of main muscle in last joint stake circle is welded as by welding, insert in the preformed hole of soffit formwork the lower end of main muscle 6, should keep main muscle 6 to be in plumbness;
After 3 main muscle 6 install, binding spiral stirrup 7
4. prop up inner formword, build concrete and vibrate.Last circle concrete is built collapsible die after 24 hours, carries out next circle construction;
5. after main muscle 6 reaches designing requirement, as required, continue the construction not plain stake circle 3 of hollow of main muscle and the foundation ring 4 of real core.
Claims (10)
1. a hollow manually digging hole filling pile comprises the concrete pile-making ring (2) that is formed by connecting by some joints, and stake circle (2) is a hollow shape; It is characterized in that: the circle wall of stake circle (2) is embedded with the main muscle (6) that some reinforcing bars are made.
2. hollow manually digging hole filling pile according to claim 1 is characterized in that: described every main muscle (6) is formed by connecting by the plurality of sections reinforcing bar, and spiral spiral stirrup (7) has been tied up in the outside of main muscle (6).
3. hollow manually digging hole filling pile according to claim 1 is characterized in that: there is a pre-pipe laying (5) that is formed by connecting by some joint hollow tubes in the outside of each main muscle (6), and spiral spiral stirrup (7) has been tied up in the outside of pre-pipe laying (5).
4. according to claim 1,2 or 3 each described hollow manually digging hole filling piles, it is characterized in that: described stake circle (2) bottom is connected with plain concrete stake circle (3) of concrete system and coxopodite (4), plain concrete stake circle is a hollow shape, and not main muscle in the circle wall of plain concrete stake circle, coxopodite (4) are real core shape.
5. hollow manually digging hole filling pile according to claim 3 is characterized in that: the upper and lower end of described main muscle (6) has ground tackle (8), an anchor head (9) that is used for tension respectively.
6. hollow manually digging hole filling pile according to claim 1 is characterized in that: stake circle (2) external surface is provided with the expansion limb (10) that stretches out stake circle appearance.
7. hollow manually digging hole filling pile according to claim 1 is characterized in that: the inside of pre-pipe laying (5) is marked with cement mortar or cement paste.
8. hollow manually digging hole filling pile according to claim 1 is characterized in that: the profile that (2) are enclosed in described stake is circle, ellipse or polygon, and the inner chamber of stake circle (2) is circle, ellipse or polygon.
9. the job practices of the described hollow manually digging hole filling pile of claim 2 is characterized in that: may further comprise the steps,
1. the stake hole is dug to intended diameter and height;
2. main muscle (6) and soffit formwork are installed, and the main muscle that main muscle upper end and last joint stake circle is interior is connected, and insert in the preformed hole of soffit formwork (11) lower end of main muscle;
3. at main muscle (6) outside binding spiral stirrup (7);
4. prop up inner formword, build concrete and vibrate maintenance back form removal;
5. carry out next circle construction as stated above.
10. the job practices of the described hollow manually digging hole filling pile of claim 3 is characterized in that: may further comprise the steps,
1. the stake hole is dug to intended diameter and height;
Pre-pipe laying (5) and soffit formwork (11) 2. are installed, the upper end of pre-pipe laying are inserted in the interface of the pre-pipe laying of going up joint stake circle, insert in the preformed hole of soffit formwork (11) lower end of pre-pipe laying;
3. at pre-pipe laying (5) outside binding spiral stirrup (7);
4. prop up inner formword (12), build concrete and vibrate maintenance back form removal;
5. carry out next circle construction as stated above;
6. when reaching the reinforcing bar projected depth, dig down earlier joint stake hole, main muscle (6) is inserted in the hole of pre-pipe laying (5).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2004100245448A CN100415997C (en) | 2004-08-10 | 2004-08-10 | Hollow artificial hole digging bored concrete pile and its construction method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNB2004100245448A CN100415997C (en) | 2004-08-10 | 2004-08-10 | Hollow artificial hole digging bored concrete pile and its construction method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN1598166A true CN1598166A (en) | 2005-03-23 |
| CN100415997C CN100415997C (en) | 2008-09-03 |
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| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CNB2004100245448A Expired - Fee Related CN100415997C (en) | 2004-08-10 | 2004-08-10 | Hollow artificial hole digging bored concrete pile and its construction method |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102373803A (en) * | 2011-11-15 | 2012-03-14 | 天津大学 | Novel precast concrete pipe die and construction method thereof |
| CN102605763A (en) * | 2012-03-19 | 2012-07-25 | 葛洲坝集团第一工程有限公司 | Construction method for bottomless formwork of concrete protecting wall of slide-resistant pile |
| CN102953373A (en) * | 2012-11-23 | 2013-03-06 | 中冶集团武汉勘察研究院有限公司 | Construction method for manual digging filling pile under quick sand condition |
| CN103243733A (en) * | 2013-05-09 | 2013-08-14 | 中铁六局集团天津铁路建设有限公司 | Pile foundation construction method for working mountainous areas foundation with multilayer distributing hard rock strata |
| CN103898839A (en) * | 2014-03-03 | 2014-07-02 | 福建省建筑工程质量检测中心有限公司 | Bridge supplementary pile preloading consolidation method |
Family Cites Families (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPS587022A (en) * | 1981-07-03 | 1983-01-14 | 林 ▲あ▼哲 | Stake constructing method and apparatus |
| SE445755B (en) * | 1984-11-28 | 1986-07-14 | Arjeng Elektromekan | BACK VALVE ON DRILL Cuffs |
| CN2182196Y (en) * | 1994-01-31 | 1994-11-09 | 邓祥林 | Hollow precast reinforced pile |
| CN2412036Y (en) * | 2000-04-06 | 2000-12-27 | 阎慧奎 | Improved assembling precast hole digging pile protecting wall |
| CN1112484C (en) * | 2001-08-30 | 2003-06-25 | 上海市建工设计研究院 | Prestressed underground continuous Wall |
| CN2719915Y (en) * | 2004-08-10 | 2005-08-24 | 山东省机械施工公司 | Hollow artificial hole-digging bored concrete pile |
-
2004
- 2004-08-10 CN CNB2004100245448A patent/CN100415997C/en not_active Expired - Fee Related
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102373803A (en) * | 2011-11-15 | 2012-03-14 | 天津大学 | Novel precast concrete pipe die and construction method thereof |
| CN102605763A (en) * | 2012-03-19 | 2012-07-25 | 葛洲坝集团第一工程有限公司 | Construction method for bottomless formwork of concrete protecting wall of slide-resistant pile |
| CN102605763B (en) * | 2012-03-19 | 2014-10-08 | 葛洲坝集团第一工程有限公司 | Construction method for bottomless formwork of concrete protecting wall of slide-resistant pile |
| CN102953373A (en) * | 2012-11-23 | 2013-03-06 | 中冶集团武汉勘察研究院有限公司 | Construction method for manual digging filling pile under quick sand condition |
| CN102953373B (en) * | 2012-11-23 | 2015-09-09 | 中冶集团武汉勘察研究院有限公司 | Quicksand condition For Artificial Excavation Caisson Pile construction |
| CN103243733A (en) * | 2013-05-09 | 2013-08-14 | 中铁六局集团天津铁路建设有限公司 | Pile foundation construction method for working mountainous areas foundation with multilayer distributing hard rock strata |
| CN103898839A (en) * | 2014-03-03 | 2014-07-02 | 福建省建筑工程质量检测中心有限公司 | Bridge supplementary pile preloading consolidation method |
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| Publication number | Publication date |
|---|---|
| CN100415997C (en) | 2008-09-03 |
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Granted publication date: 20080903 Termination date: 20100810 |