CN203361150U - Composite anti-floating anchor pile - Google Patents

Composite anti-floating anchor pile Download PDF

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Publication number
CN203361150U
CN203361150U CN 201320370376 CN201320370376U CN203361150U CN 203361150 U CN203361150 U CN 203361150U CN 201320370376 CN201320370376 CN 201320370376 CN 201320370376 U CN201320370376 U CN 201320370376U CN 203361150 U CN203361150 U CN 203361150U
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China
Prior art keywords
pile
advocated
muscle
anchor rod
compound anti
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CN 201320370376
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Inventor
许平
孟令倩
任育林
田胜伟
毕继红
王荣芳
曹景
李菁
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TIANJIN SAIYING ENGINEERING CONSTRUCTION CONSULTING MANAGEMENT Co Ltd
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TIANJIN SAIYING ENGINEERING CONSTRUCTION CONSULTING MANAGEMENT Co Ltd
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Abstract

The utility model discloses a composite anti-floating anchor pile. An anchor core is arranged in the center of a cement mixing pile or a chemical churning pile and comprises a pouring pile pole composed of fine aggregate concrete and/or cement mortar. At least one stressed main rib is arranged in the pouring pile pole. A hooping winds around the main stressed rib which is positioned in the middle of the pouring pile pole through a positioning structure and evenly stressed. According to the composite anti-floating anchor pile, the cement mixing pile or the chemical churning pile which can boost bearing strength of the ground is ingeniously utilized, a hole is drilled in the cement mixing pile or the chemical churning pile, the anchor core is arranged and thus, the anchoring effect of a soil body on a anti-pulling system is improved. In addition, the composite anti-floating anchor pile is simple in construction equipment and high in construction speed.

Description

A kind of compound anti-float anchor rod stake
Technical field
The utility model relates to the protective device of a kind of basis or foundation structure, specifically, relates to a kind ofly prevent that basis or foundation structure are subject to the anti-float anchor rod stake of upward hydraulic pressure.
Background technology
The construction of underground structure in the higher area of groundwater table, as tunnel, basement, underground or semi-underground pond etc., in the situation that dead load is not enough to resist suffered buoyancy force of underground water, must carry out special Anti-floating design to structure.
The measure of anti float of general structure self has following several types: 1. increase ballast and resist buoyancy.2. resist buoyancy with uplift pile.3. carry out anchoring with anchor pole, resist buoyancy.Above several method commonly used have respectively its separately shortcomings and limitations are arranged: increase the thickness that ballast normally increases structure, or increase ballast in inside, mostly uneconomical in situation; Adopting uplift pile or anchor pole is that the anchored force of having utilized its frictional resistance or embedding rock stratum to form realizes, this just needs shallow layer surface that the situation of rock stratum is arranged, and there is significant limitation in the area poor for the shallow-layer soil property.
But the considerable coastal cities of China belong to soft clay area, 50 meters, earth's surface does not have rock stratum substantially with interior, and groundwater table is higher, and 0.5~1.5 meter, general earth's surface just has underground water to occur, buoyancy is larger, must carry out special Anti-floating design.
The utility model content
To be solved in the utility model is the technical problem that the measure of anti float of existing underground structure is difficult to be applied to soft clay area, a kind of novel compound anti-float anchor rod stake is provided, can directly apply in the soft clay area underground construction, safe and reliable and can reduce construction costs, have a extensive future.
In order to solve the problems of the technologies described above, the utility model is achieved by following technical scheme:
A kind of compound anti-float anchor rod stake, comprise rotary churning pile or cement mixing pile, described rotary churning pile or described cement mixing pile center are provided with the anchor pole core, described anchor pole core comprises the castinplace pile bar that pea gravel concreten and/or cement mortar form, be provided with at least one muscle of being advocated in described castinplace pile bar, the described muscle external rings of being advocated is wound with stirrup, and the described muscle of being advocated is located in described castinplace pile bar middle part by location structure, makes its uniform stressed.
When the described muscle of being advocated is one, around the described muscle of being advocated, radial equipartition has the spacer bars that is located at described castinplace pile bar center.
When the described muscle of being advocated during at least two, described castinplace pile bar center is provided with positioning steel tube, around described positioning steel tube, radial equipartition has the spacer bars that is located at described castinplace pile bar center, and the described muscle of being advocated is welded in all sides of described positioning steel tube.The diameter of described rotary churning pile or cement mixing pile is 50~70cm.
The diameter of described anchor pole core is 5~40cm.
The diameter of the described muscle of being advocated is 12~28mm.
The described muscle of being advocated is 1~10.
The beneficial effects of the utility model are:
Usually need to carry out the engineering of Anti-floating design, its on-site groundwater table is higher, and foundation soil mostly is muddy soft soil, and bearing capacity of foundation soil own is lower, in engineering design, in order to improve its bearing capacity of foundation soil, need to beat rotary churning pile or cement mixing pile.
Compound anti-float anchor rod stake of the present utility model utilizes dexterously and improves rotary churning pile or the cement mixing pile that bearing capacity of foundation soil is used, in rotary churning pile or cement mixing pile centre-drilling hole and the anchor pole core is set, the interface of anchor pole and rotary churning pile/cement mixing pile can significantly improve the cohesion of unit area, realize larger uplift resistance, simultaneously on the interface of rotary churning pile/cement mixing pile and foundation soil, cohesion and uplift pile in the past are similar to foundation soil, but comprehensive cost is relatively low, therefore this programme has effectively improved the anchorage effect of soil body antagonism pulling body system on the basis that reduces cost.
In addition, the rotary churning pile/cement mixing pile in compound anti-float anchor rod of the present utility model can be constructed in advance before foundation dredging, after excavation, only in pile center, hole, and aperture is less, so construction equipment is simple, speed of application is fast.
The utility model is compared with the measure of anti float that increases the structure ballast, can not affect the use function, has avoided increasing the cutting depth of foundation ditch and the waste of concrete amount, more economically, prevents the quality problems that casting of concrete in mass easily occurs.
The utility model is compared with the measure of anti float that uplift pile is set, and construction costs significantly reduces.The uplift pile of 0.6 meter of diameter of take is example, and its cost is 900 yuan/linear meter(lin.m.) approximately, and the comprehensive cost of compound anti-float anchor rod stake is (rotary churning pile cost+anchor pole core cost=160 yuan+120 yuan) 280 yuan/linear meter(lin.m.).Visible, when directly utilizing cement mixing pile in ground or rotary churning pile, single cost is than being 900:120; When engineering location soil property still can and when doing rotary churning pile, rotary churning pile is merely for the needs of compound anti-float anchor rod stake, single cost is than being 900:280.
The utility model is compared with the measure of anti float that anchor pole carries out anchoring, and uplift resistance significantly strengthens, and cost is lower.
The accompanying drawing explanation
Fig. 1 is the structural representation of compound anti-float anchor rod stake provided by the utility model;
Fig. 2 is the sectional view of Fig. 1;
Fig. 3 is the structural representation of anchor pole core in compound anti-float anchor rod stake provided by the utility model;
Fig. 4 is the sectional view of Fig. 3;
Fig. 5 is the first construction sequence schematic diagram of compound anti-float anchor rod stake provided by the utility model;
Fig. 6 is the second construction sequence schematic diagram of compound anti-float anchor rod stake provided by the utility model.
In figure: 1, rotary churning pile; 2, the anchor pole core; 3, the muscle of being advocated; 4, stirrup; 5, positioning steel tube; 6, spacer bars.
The specific embodiment
For further understanding content of the present utility model, characteristics and effect, hereby exemplify following examples, and coordinate accompanying drawing to be described in detail as follows:
As depicted in figs. 1 and 2, the present embodiment discloses a kind of compound anti-float anchor rod stake, adopts rotary churning pile 1(or cement mixing pile commonly used on engineering).Rotary churning pile 1 is to be performed by special construction machinery, a kind of mixture of constructed rear formation cement and undisturbed soil, due to admixture in undisturbed soil cement, so every mechanical index such as its tension, shear strength are all significantly higher than undisturbed soil.Rotary churning pile 1 footpath commonly used is 50~70cm, and stake is long is 8~20m, and spacing is 3~10m, can adopt quincuncial arrangement or rectangular arrangement, and the Qi Zhuanwei center is compound anti-float anchor rod Zhuan center.
Rotary churning pile 1 center is provided with anchor pole core 2, and anchor pole core 2 is similar to the castinplace pile of minor diameter, is equal to the anchor pole on conventional conception, and its internal structure is reinforcing bar (or prestressed reinforcement) and fine concrete.As shown in Figure 3 and Figure 4, anchor pole core 2 comprises the castinplace pile bar that pea gravel concreten, cement mortar or pea gravel concreten and cement mortar blend form.Castinplace pile bar center is arranged at intervals with many positioning steel tubes 5 from top to bottom, that around every positioning steel tube 5, radially divides equally is furnished with three measure-alike spacer barss 6, spacer bars 6 outsides are resisted against the drill hole inner wall at rotary churning pile 1 center, thereby make positioning steel tube 5 remain on the center of castinplace pile bar.What three muscle 3 of being advocated were radially divided equally is arranged in around positioning steel tube 5, and is welded with positioning steel tube 5 sidewalls, thereby can guarantee that uniform stressed master muscle 3 is stressed.Advocated muscle 3 outsides by stirrup 4 around.
Usually the diameter of anchor pole core 2 is 5~40cm, and the quantity of the muscle 3 of being advocated is 1~10, and the diameter of the muscle 3 of being advocated is 12~28mm.When the muscle 3 of being advocated only has one, the muscle 3 of being advocated is arranged at the center of anchor pole core 2, on every side radial equipartition be welded with spacer bars 6, to guarantee its uniform stressed.
During construction, as shown in Figure 5 and Figure 6, rotary churning pile 1 intensity of having constructed surpasses 30%, and after generally being greater than 3 days the length of time, heart position boring therein, can carry out smoothly to guarantee boring.Drilling depth equals the design length of anchor pole core 2, general and close the getting final product of rotary churning pile 1 length.
Then construction anchor pole core 2 in the boring of rotary churning pile 1, first lay the reinforcing bar that prior welding or colligation are good, then concrete perfusion.As required, in some soil layer, (as mucky soil matter etc.), carry out secondary grouting, and grouting pressure is between 0.5~15MPa.
Finally carry out the uplift resistance check of compound anti-float anchor rod stake, according to the ultimate pullout capacity provided in design drawing, choose the Composite Bolt stake of specified quantity, carry out the uplift resistance test, the test result feedback.
Although the above is described preferred embodiment of the present utility model by reference to the accompanying drawings; but the utility model is not limited to the above-mentioned specific embodiment; the above-mentioned specific embodiment is only schematic; be not restrictive; those of ordinary skill in the art is under enlightenment of the present utility model; not breaking away from the scope situation that the utility model aim and claim protect, can also make the concrete conversion of a lot of forms, within these all belong to protection domain of the present utility model.

Claims (7)

1. a compound anti-float anchor rod stake, comprise rotary churning pile or cement mixing pile, it is characterized in that, described rotary churning pile or described cement mixing pile center are provided with the anchor pole core, described anchor pole core comprises the castinplace pile bar that pea gravel concreten and/or cement mortar form, and is provided with at least one muscle of being advocated in described castinplace pile bar, and the described muscle external rings of being advocated is wound with stirrup, the described muscle of being advocated is located in described castinplace pile bar middle part by location structure, makes its uniform stressed.
2. a kind of compound anti-float anchor rod stake according to claim 1, is characterized in that, when the described muscle of being advocated is one, around the described muscle of being advocated, radial equipartition has the spacer bars that is located at described castinplace pile bar center.
3. a kind of compound anti-float anchor rod stake according to claim 1, it is characterized in that, when the described muscle of being advocated during at least two, described castinplace pile bar center is provided with positioning steel tube, around described positioning steel tube, radial equipartition has the spacer bars that is located at described castinplace pile bar center, and the described muscle of being advocated is welded in all sides of described positioning steel tube.
4. a kind of compound anti-float anchor rod stake according to claim 1, is characterized in that, the diameter of described rotary churning pile or cement mixing pile is 50~70cm.
5. a kind of compound anti-float anchor rod stake according to claim 1, is characterized in that, the diameter of described anchor pole core is 5~40cm.
6. a kind of compound anti-float anchor rod stake according to claim 1, is characterized in that, the diameter of the described muscle of being advocated is 12~28mm.
7. a kind of compound anti-float anchor rod stake according to claim 1, is characterized in that, the described muscle of being advocated is 1~10.
CN 201320370376 2013-06-25 2013-06-25 Composite anti-floating anchor pile Active CN203361150U (en)

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Cited By (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104929117A (en) * 2015-06-26 2015-09-23 建研地基基础工程有限责任公司 Concrete pole body compound anchor rod and construction method thereof
CN110952541A (en) * 2019-11-28 2020-04-03 成都四海岩土工程有限公司 Construction method of large-diameter anti-floating anchor rod combining vibration immersed tube and high-pressure rotary spraying
CN111608210A (en) * 2020-06-04 2020-09-01 中冶成都勘察研究总院有限公司 Construction method of pressure bearing type anti-floating anchor rod in water-saturated silt stratum

Cited By (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN104929117A (en) * 2015-06-26 2015-09-23 建研地基基础工程有限责任公司 Concrete pole body compound anchor rod and construction method thereof
CN104929117B (en) * 2015-06-26 2016-10-26 建研地基基础工程有限责任公司 A kind of construction method of concrete shaft Composite Bolt
CN110952541A (en) * 2019-11-28 2020-04-03 成都四海岩土工程有限公司 Construction method of large-diameter anti-floating anchor rod combining vibration immersed tube and high-pressure rotary spraying
CN111608210A (en) * 2020-06-04 2020-09-01 中冶成都勘察研究总院有限公司 Construction method of pressure bearing type anti-floating anchor rod in water-saturated silt stratum

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