CN102286971A - Concrete-filled steel tube core column socketed pile - Google Patents
Concrete-filled steel tube core column socketed pile Download PDFInfo
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- CN102286971A CN102286971A CN2011101981557A CN201110198155A CN102286971A CN 102286971 A CN102286971 A CN 102286971A CN 2011101981557 A CN2011101981557 A CN 2011101981557A CN 201110198155 A CN201110198155 A CN 201110198155A CN 102286971 A CN102286971 A CN 102286971A
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Abstract
The invention discloses a concrete-filled steel tube core column socketed pile, which consists of a light structure wharf main tube, expansive concrete, a short steel tube and bored concrete in sequence from outside to inside, wherein the diameter of the short steel tube is 2.60 meters; the wall thickness of the short steel tube is 32 millimeters; the expansive concrete is poured outside the short tube; concrete is poured into the short tube; the socketed pile has a continuous high pile beam plate structure; a pile foundation is a large-diameter steel tube pile of which the diameter is 2.80 meters; the thickness of a sludge-clay-full weathered rock-strongly weathered rock covering layer on a lower foundation is approximate 10 meters; and a socketed rock bearing layer is slightly weathered granite. In the invention, rock embedding for a concrete-filled steel tube core column is realized by using the short steel tube, so that the horizontal bearing capability of a socketed structure is improved, the pile foundation quantity is reduced, and the engineering cost is saved.
Description
Technical field
The present invention relates to a kind of steel tube concrete core pillar embedding rock, a kind of specifically steel tube concrete core pillar socketed pile.
Background technology
Socketed pile is often referred to the pile body of stake end build-in above rock of weathering in hard in the engineering, socketed pile can be classified by the job practices and the structure etc. of pile shaft material, stake, and common sorting technique comprises according to pile shaft material and classifies or classify according to job practices:
1) presses the pile shaft material classification
Socketed pile can be divided into embedding rock prestressed concrete pile and embedding rock piling bar by pile shaft material.Prestressed concrete pile can be divided into prestressed concrete square pile and major diameter prestressed concrete pipe pile again.The stake of this type only is used for medium-sized with lower terminal owing to be subjected to the restriction of intensity own usually.Steel pipe pile has advantages such as the current of being subjected to, wave force are little, so embedding rock piling bar all adopts steel pipe pile.The used material of piling bar is generally common straightcarbon steel, the brilliant weldable structure steel of ordinary low-alloy steel and high-intensity fine, and the harbour depth of water is big more, also just is necessary to adopt high strength material steel more.
2) by the job practices classification
Socketed pile can be divided into conventional driven pile, hole to plant into stake and brill knotting and close stake etc. by job practices.
So-called boring is planted into stake, promptly adopts suitable hole creating technology, and to prescribed depth, stake is transferred in the hole, again joints cement mortar in the annular space between stake and hole wall than the big hole of stake size for one of subdrilling.
So-called bore knotting and close stake, promptly use the conventional method pile sinking to certain depth (with pile penetration control), with suitable hole creating technology from the pile tube internal drilling to projected depth.Again with the stake strike-on to design elevation (still with pile penetration control).The geological conditions that the socketed pile of this type is suitable for that certain covering layer is arranged on the batholith or meets big erratic boulder.
Existing technical scheme is generally perfusion type socketed pile structure or steel pipe pile embedded type socketed pile structure:
Perfusion type socketed pile structure adopts concrete perfusion to connect the embedding rock structural shape of pile foundation and rock texture.Its specific design is seen accompanying drawing 1, and wherein 1 is the rock stratum face, and 2 is reinforcing cage, and 3 is steel pipe pile, and 4 is covering layer.
Although perfusion type socketed pile generally can satisfy the requirement of vertical bearing capacity, but for the steel pipe pile structure of bearing big horizontal force, face position, rock stratum moment of flexure is bigger, but this position exactly steel pipe pile to the weak node of embedding rock pouring concrete pile structural transition, the concrete perfusion structure bear the horizontal loading ability a little less than.
Precasting is implanted socketed pile and is meant now bores the rock pore-forming on the stake position, goes into preformed pile at inner hole deposition then, adopts concrete perfusion or the fixed pile body of mud jacking method and the stake that forms.In the preparation, the employing pile driving equipment is beaten prefabricated steel pipe pile to scar or is partly squeezed into scar, adopt rig pore-forming in stake, and pierce the rock stratum certain depth, adopt again pile driving equipment with the steel pipe pile strike-on to the stake end, adopt slag absorbing device clear hole bed rock slag, build inner concrete at last, this method has been applicable to certain tectal soft rock.Concrete technological process with reference to the accompanying drawings 2, wherein step is as follows: a) steady stake; B) boring; C) strike-on; D) clear hole, pouring underwater concrete anchoring; Reference numeral: 1-pre-manufactured steel pile tube; 2-covering layer end face; 3-scar layer; The 4-inner concrete.
Steel pipe pile embedded type socketed pile structure mainly contains two shortcomings:
1) needs piling repeatedly, working procedure tissue difficulty, pile foundation construction progress are difficult to guarantee that can construct by flowing water for the bridge pier of pile foundation negligible amounts overcome the influence of driving piles repeatedly to the duration, but for the big and intensive dock structure of pile foundation quantity, this difficulty is difficult to overcome.
2) the brill ichor degree of construction period is had relatively high expectations, need determine to bore the size of rock boring according to the hardness of rock, should satisfy construction period pile foundation stability requirement, convenient again follow-up pile foundation is squeezed into, and there have slightly to be improper, all can increase very big construction trouble.
Summary of the invention
The invention discloses a kind of steel tube concrete core pillar socketed pile, solved following technical problem:
1) the horizontal bearing capacity problem of solution perfusion type socketed pile;
2) the constructional difficulties problem of solution embedded type socketed pile;
3) economy problems of solution socketed pile.
Steel tube concrete core pillar socketed pile disclosed by the invention, it is from being made of following assembly successively outside to inside: the lightweight structures harbour is responsible for, expansive concrete, short steel pipes and concrete perfusion.
According to the needs that practical application is produced, those skilled in the art can select parameters such as the size, length of each suitable assembly, and are preferred, described in the present invention short steel pipes diameter is 2.60m, wall thickness is 32mm, concrete perfusion in the short tube outer filling expansive concrete, short tube.
On the basis of the above, socketed pile of the present invention adopts formula high-pile beam structure in flakes, pile foundation is the large diameter steel pipe pile of diameter 2.80m, bottom ground mud, clay, completely decomposed rock, the about 10m of strong-weathered rock overburden cover, and embedding rock bearing stratum is a gentle breeze granite.
On the basis of the above, the embedding rock degree of depth of the preferred described socketed pile of socketed pile of the present invention is got 8m, short steel pipes length overall 16m, and its embedding petrosa branch length is 8m.
Further, most preferred, it is shown in the following table that maximum internal force design load is held in steel tube concrete core pillar socketed pile of the present invention stake:
| Maximal bending moment (kN.m) | Respective shaft power (kN) | Corresponding shearing (kN) |
| 55720 | -26124 | 8163 |
| Maximum pull (kN) | Corresponding moment of flexure (kN.m) | Corresponding shearing (kN) |
| 8014 | 35566 | 1532 |
| Maximum shear (kN) | Respective shaft power (kN) | Corresponding moment of flexure (kN.m) |
| 8163 | -26124 | 55720 |
Steel tube concrete core pillar socketed pile of the present invention, by adopting short steel pipes embedding rock, pouring concrete within steel pipe increases substantially embedding petrosa branch pile foundation stress performance.
Description of drawings
Fig. 1 is a perfusion type socketed pile schematic diagram of the prior art;
Fig. 2 is the brill rock strike-on piled anchor of the prior art schematic diagram of constructing admittedly;
Fig. 3 is the steel tube concrete core pillar embedding rock structural representation among the present invention.
The specific embodiment
In conjunction with following embodiment, purpose that can better understand the present invention and technical scheme and effect.It will be appreciated by those skilled in the art that device of the present invention not only can be used for socketed pile; also can be used to the place that other can be suitable for; following embodiment only is a preferred implementation method of the present invention; for the person of ordinary skill of the art; under the prerequisite that does not break away from the principle of the invention; can also make some improvement and variation, these improvement and variation also should be considered as protection scope of the present invention, and protection scope of the present invention is contained by the equivalents of its claim and claim.
Following with reference to the accompanying drawing embodiment that develops simultaneously, the present invention is described in more detail.
The technical program can be applied to complete straight stake harbour engineering and bridge pier engineering, mainly solves the steel pipe pile foundation embedding rock problem under the big situation of horizontal loading.
Embodiment 1: complete straight stake harbour engineering
The steel tube concrete core pillar socketed pile, it is from being made of following assembly successively outside to inside: the lightweight structures harbour is responsible for, expansive concrete, short steel pipes and concrete perfusion.Adopt formula high-pile beam structure in flakes, pile foundation is the large diameter steel pipe pile of diameter 2.80m, bottom ground mud, clay, completely decomposed rock, the about 10m of strong-weathered rock overburden cover, and embedding rock bearing stratum is a gentle breeze granite.
Table 1 a maximum internal force design load of end
| Maximal bending moment (kN.m) | Respective shaft power (kN) | Corresponding shearing (kN) |
| 55720 | -26124 | 8163 |
| Maximum pull (kN) | Corresponding moment of flexure (kN.m) | Corresponding shearing (kN) |
| 8014 | 35566 | 1532 |
| Maximum shear (kN) | Respective shaft power (kN) | Corresponding moment of flexure (kN.m) |
| 8163 | -26124 | 55720 |
The embedding rock degree of depth is calculated according to the constant method, and the calculating parameter value is as follows:
Steel pipe pile diameter D=2.600m
Steel pipe pile wall thickness δ=0.032m
Steel pipe pile bending rigidity I=0.213m
4
Elastic modulus E=200000000kPa
Flexible rigidity EI=42568892kNm
2
Rock counter-force COEFFICIENT K=5000000kN/m
3
β＝0.526m
-1
Lt＝3Kd/＝6.85m
According to above result of calculation, the embedding rock degree of depth is got 8m.
The saturated compressive strength f of rock
Rc=8000kPa is according to the resistance to compression Design of Bearing Capacity value Q of " port works socketed pile design and construction rules " calculating
Cd=58534kN, anti-pulling capacity design load Q
Td=29551kN, bearing capacity meets the demands.
Adopt the structural shape of steel tube concrete core pillar, embedding rock short steel pipes diameter is 2.60m, and wall thickness is 32mm, outer filling expansive concrete in the short tube, and the bearing capacity of embedding rock structure calculates by encased structures, and main formulas for calculating is as follows:
N
u＝φ
1φ
2N
0
N
0＝f
cA
c(1+θ
0.5+θ)
θ＝f
aA
a/f
cA
c
Structure is in precarious position when maximal bending moment respective shaft power and shearing, gets a stake end moment M=55720kNm, and a stake end axle power N=26124kN and a stake end shear Q=8163kN calculate.As calculated, N
u=65286kN, the stake end axle power N less than calculating adopts steel tube concrete core pillar embedding rock to meet design requirement, and embedding rock form sees Fig. 3 for details.
The beneficial effect that technical solution of the present invention is brought
1) solved horizontal loading than the embedding rock problem under the big situation
Steel tube concrete core pillar embedding rock structure not only has good vertical load supporting capacity, and can bear bigger horizontal loading, is applicable to the complete straight stake harbour of major diameter under the large diameter steel pipe pile embedding rock, particularly batholith shallow embedding situation.
2) made things convenient for the construction of large diameter steel pipe pile socketed pile
Steel tube concrete core pillar embedding rock structure can be adjusted the short steel pipes diameter according to structural internal force, the inside and outside perfusion plain concrete that only needs of steel pipe, more traditional perfusion type embedding rock and embedded type embedding rock have reduced reinforcing cage transfers and pile foundation operation such as injection repeatedly, has made things convenient for construction largely.
3) effectively reduce construction costs
Because steel tube concrete core pillar embedding rock structure has good vertical, level to supporting capacity, this use for large diameter pile foundation provides condition, thereby effectively reduce stake in quantity, increase efficiency of construction, save construction costs, for 20 ton ore terminals under the batholith shallow embedding condition, it is about 22% to reduce the pile foundation cost than perfusion type embedding rock, reduces pile foundation cost about 16% than embedded type embedding rock.
Steel tube concrete core pillar embedding rock design basic ideas---utilize short steel pipes to realize steel tube concrete core pillar embedding rock, improve the Its ultimate bearing capacity of embedding rock structure, thereby reduce pile foundation quantity, save construction costs.
Claims (5)
1. steel tube concrete core pillar socketed pile is characterized in that: it is from being made of following assembly successively outside to inside: the lightweight structures harbour is responsible for, expansive concrete, short steel pipes and concrete perfusion.
2. steel tube concrete core pillar socketed pile as claimed in claim 1 is characterized in that: described short steel pipes diameter is 2.60m, and wall thickness is 32mm, concrete perfusion in the short tube outer filling expansive concrete, short tube.
3. steel tube concrete core pillar socketed pile as claimed in claim 1, it is characterized in that: this socketed pile adopts formula high-pile beam structure in flakes, pile foundation is the large diameter steel pipe pile of diameter 2.80m, bottom ground mud, clay, completely decomposed rock, the about 10m of strong-weathered rock overburden cover, embedding rock bearing stratum is a gentle breeze granite.
4. steel tube concrete core pillar socketed pile as claimed in claim 3 is characterized in that: the embedding rock degree of depth of described socketed pile is got 8m, short steel pipes length overall 16m, and its embedding petrosa branch length is 8m.
5. steel tube concrete core pillar socketed pile as claimed in claim 1 is characterized in that: the maximum internal force design load of stake end is as shown in the table:
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN2011101981557A CN102286971A (en) | 2011-07-15 | 2011-07-15 | Concrete-filled steel tube core column socketed pile |
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| CN2011101981557A CN102286971A (en) | 2011-07-15 | 2011-07-15 | Concrete-filled steel tube core column socketed pile |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103422489A (en) * | 2012-05-15 | 2013-12-04 | 张家口市冀诚工程技术有限公司 | Pile-end tube composite foundation and construction method thereof |
| CN104153384A (en) * | 2014-08-22 | 2014-11-19 | 熊翱 | On-sea sandwich steel pipe pile foundation and construction method |
| CN107299632A (en) * | 2017-05-25 | 2017-10-27 | 中国电建集团华东勘测设计研究院有限公司 | Marine rock drilling strike-on type large diameter pile structure and construction method |
| CN110847047A (en) * | 2019-11-21 | 2020-02-28 | 中交第二航务工程局有限公司 | Open sea bare rock trestle construction method |
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| CN1896383A (en) * | 2005-07-14 | 2007-01-17 | 胡柏英 | Steel-pipe concrete assembled pile of predrilled hole rock-embedded and its construction |
| JP2008031772A (en) * | 2006-07-31 | 2008-02-14 | Jfe Steel Kk | Construction method of precast pile, and cover for use in the construction method |
| CN102086645A (en) * | 2009-12-07 | 2011-06-08 | 中交第三航务工程勘察设计院有限公司 | Socketed pile and construction method thereof |
| CN202187340U (en) * | 2011-07-15 | 2012-04-11 | 中交水运规划设计院有限公司 | Socketed pile with concrete-filled steel tube core column |
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2011
- 2011-07-15 CN CN2011101981557A patent/CN102286971A/en active Pending
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN1896383A (en) * | 2005-07-14 | 2007-01-17 | 胡柏英 | Steel-pipe concrete assembled pile of predrilled hole rock-embedded and its construction |
| JP2008031772A (en) * | 2006-07-31 | 2008-02-14 | Jfe Steel Kk | Construction method of precast pile, and cover for use in the construction method |
| CN102086645A (en) * | 2009-12-07 | 2011-06-08 | 中交第三航务工程勘察设计院有限公司 | Socketed pile and construction method thereof |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103422489A (en) * | 2012-05-15 | 2013-12-04 | 张家口市冀诚工程技术有限公司 | Pile-end tube composite foundation and construction method thereof |
| CN104153384A (en) * | 2014-08-22 | 2014-11-19 | 熊翱 | On-sea sandwich steel pipe pile foundation and construction method |
| CN107299632A (en) * | 2017-05-25 | 2017-10-27 | 中国电建集团华东勘测设计研究院有限公司 | Marine rock drilling strike-on type large diameter pile structure and construction method |
| CN110847047A (en) * | 2019-11-21 | 2020-02-28 | 中交第二航务工程局有限公司 | Open sea bare rock trestle construction method |
| CN110847047B (en) * | 2019-11-21 | 2021-11-26 | 中交二航局第一工程有限公司 | Open sea bare rock trestle construction method |
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Application publication date: 20111221 |