CN201232193Y

CN201232193Y - Wind motor tower foundation anchor pile structure on rock foundation

Info

Publication number: CN201232193Y
Application number: CNU2008200140596U
Authority: CN
Inventors: 钱自力
Original assignee: Individual
Current assignee: Individual
Priority date: 2008-07-16
Filing date: 2008-07-16
Publication date: 2009-05-06
Anticipated expiration: 2018-07-16

Abstract

Disclosed is a foundation anchor pile structure of a wind power generation tower on a rock foundation; the rock masses under the earth's surface corresponding to a concrete foundation and a concrete cushion are provided with reinforcement cages along the vertical direction and the oblique direction; concretes are charged between the reinforcement cages and rock masses under the earth's surface to form a vertical anchor pile and an oblique anchor pile; the lower parts of the vertical anchor pile and the oblique anchor pile are located in a micro-decomposed rock mass; the upper parts of the reinforcement cages are located in the concrete foundation and weaved into reinforcement racks with the steel reinforcements in the concrete foundation; the oblique anchor pile is located on a circular conical surface, with lower end vertical to the outside of the anchor pile. The advantages are as follows: such geological environments as mountains and hills are fully used as rock; the iron towers on the concrete foundations are firmly inserted in rock through the anchor pile structural system like the roots of big trees; the balance manner of force system is changed; the utility model takes small land and has short time limit for a project, little workload and safe construction; and the foundation engineering amount and foundation engineering cost are 50% lower than that using conventional method.

Description

Wind-power electricity generation tower foundation anchoring pile structure on the rock foundation

Technical field

The utility model relates to wind-power electricity generation tower foundation anchoring pile structure on a kind of rock foundation.

Background technology

Along with resource days such as oil, coal are becoming tight, the exploitation of new forms of energy more and more is much accounted of.At present, the wind generating technology maturation in the new forms of energy is widely used.The cast-in-place basis of steel concrete staged is adopted on wind-power electricity generation pylon basis, is that the tolerance with its weight and planar dimension adapts to whole overturning or slip resistance analysis under the design wind regime, satisfies stable needs.For this cubic meter excavation and filling amount is big, the land occupation area is big, and majority needs bursting work, and long in time limit, the concrete work workload is big, and amount of reinforcement is also big, and working security is poor, and soil erosion is unfavorable for environment.For geological environments such as mountain area, hills majority is rock, still adopts the said method construction, and difficulty of construction is big, poor stability, construction cost height.

Summary of the invention

The purpose of this utility model is to solve the problems referred to above that prior art exists, and provides a kind of work operations amount little, and the duration is short, and the land occupation area is little, and cost is low, wind-power electricity generation tower foundation anchoring pile structure on the rock foundation of construction safety.

The utility model is achieved in that it has a concrete foundation, on concrete foundation, be provided with the pylon built-in fitting, described concrete foundation Lower Half locates below ground level, under concrete foundation, be concrete cushion, its special character is: the subsurface layer corresponding with concrete foundation and concrete cushion vertically with the oblique cage of reinforcement that is equipped with, filling has concrete to form vertical anchoring pile and oblique anchoring pile between cage of reinforcement and the subsurface layer, vertical anchoring pile and oblique anchoring pile bottom are positioned at the slightly weathered rock layer, described cage of reinforcement top be positioned at concrete foundation and with the concrete foundation reinforcing bar formation bar frame that is woven together, oblique anchoring pile is positioned on the taper seat and oblique anchoring pile lower end is positioned at the Vertical Anchor stake outside.

Wind-power electricity generation tower foundation anchoring pile structure on the above-mentioned rock foundation, one of them vertical anchoring pile is positioned on the center line of concrete foundation, and remaining vertical anchoring pile is circle distribution.

Wind-power electricity generation tower foundation anchoring pile structure on the above-mentioned rock foundation, the angle of slope of described oblique anchoring pile is 55-65 °.

Wind-power electricity generation tower foundation anchoring pile structure on the above-mentioned rock foundation, described oblique anchoring pile quantity are 6-16.

Wind-power electricity generation tower foundation anchoring pile structure on the above-mentioned rock foundation, the center to center distance that is positioned at two adjacent on the same circumference vertical anchoring piles is 1-1.5 rice.

Wind-power electricity generation tower foundation anchoring pile structure on the above-mentioned rock foundation, the center to center distance of two radially adjacent vertical anchoring piles is 1-1.5 rice.

Advantage of the present utility model is: making full use of geological environments such as mountain area, hills is the characteristics of rock, make imitative the taking root of the metal pylon that is installed on the concrete foundation embed rock mass securely by anchoring pile structural system as big tree, changed the mode of force system in equilibrium, the land occupation area is little, need not bursting work, the duration is short, and the work operations amount is little, construction safety reduces Foundation Design amount and Foundation Design cost more than 50% relatively according to conventional method.

Description of drawings

Fig. 1 is structural representation of the present utility model (corresponding embodiment 1);

Fig. 2 is the vertical view of Fig. 1 (removing concrete foundation);

Fig. 3 is structural representation of the present utility model (corresponding embodiment 2);

Fig. 4 is the vertical view of Fig. 3 (removing concrete foundation).

Among the figure: vertical anchoring pile 1, oblique anchoring pile 2, bar frame 3, pylon built-in fitting 4, concrete foundation 5, concrete cushion 6, subsurface layer 7, in the slightly weathered rock layer 701, concrete eight.

The specific embodiment

Embodiment 1:

As Fig. 1, shown in Figure 2, the utility model has a stepped concrete foundation 5, described concrete foundation 5 Lower Halves locate below ground level, in concrete foundation is for 5 times concrete cushion 6, on concrete foundation 5, be provided with pylon built-in fitting 4, with concrete foundation 5, the subsurface layer 7 of concrete cushion 6 correspondences vertically with the oblique cage of reinforcement that is respectively equipped with, this cage of reinforcement is welded together and form by stirrup is fastening by many reinforcing bars, in described cage of reinforcement inserts subsurface layer 7 partly with subsurface layer 7 between filling have concrete eight to form vertical anchoring pile 1 and oblique anchoring pile 2, vertical anchoring pile 1 and oblique anchoring pile 2 bottoms are positioned at slightly weathered rock layer 701, and the angle of slope of oblique anchoring pile 2 angle of horizontal plane (promptly with) is 55-65 °.Cage of reinforcement top is positioned at concrete foundation 5 (cage of reinforcement in the outside tilts to the inside to be located at concrete foundation 5) and is woven into bar frame 3 with concrete foundation 5 reinforcing bars.One of them vertical anchoring pile 1 is positioned on the center line of concrete foundation 5, and remaining vertical anchoring pile 1 is distributed on two circumference, distributes eight on the inner periphery, distributes 16 on the excircle.The center to center distance that is positioned at two adjacent on the same circumference vertical anchoring piles 1 is 1-1.5 rice, and the center to center distance of two radially adjacent vertical anchoring piles 1 is 1-1.5 rice.Oblique anchoring pile 2 quantity are six-16, present embodiment is an example with eight, oblique anchoring pile 2 is positioned on the taper seat and oblique anchoring pile 2 bottoms are positioned at outside the vertical anchoring pile 1 formed excircle in the outside, and oblique anchoring pile 2 upper ends are positioned on the same circumference near reinforced concrete foundation 5 outer rims and with the vertical anchoring pile 1 in the outside.

Specific implementation method is:

1, earth and stone digging is to foundation bed and bed course, and the concreting bed course is done unwrapping wire location, back, determines and indicates a hole central cross line.

2, in order to compressed air be the down-the-hole hammer of power to make a hole forming, aperture be Φ 210mm, hole depth 9m.Outside the diffusing aggregate chips tap in the forming process, and take dust suppression, this dry method pore-forming technique speed fast (2-3 hour pore-forming time), hole quality are good, and hole wall is a pitted skin, are beneficial to anchoring, cost is low.

3, prefabricated cage of reinforcement is put into hole complete back placing of concrete and ram-jolt, maintenance, the concrete foundation of just can constructing after a day with crane.

Embodiment 2:

As Fig. 3, shown in Figure 4, the utility model has a stepped concrete foundation 5, described concrete foundation 5 Lower Halves locate below ground level, in concrete foundation is for 5 times concrete cushion 6, on concrete foundation 5, be provided with pylon built-in fitting 4, the subsurface layer 7 corresponding with concrete foundation 5 and concrete cushion 6 vertically with the oblique cage of reinforcement that is equipped with, this cage of reinforcement is welded together and form by stirrup is fastening by many reinforcing bars, in this cage of reinforcement inserts subsurface layer 7 partly with subsurface layer 7 between filling have concrete eight to form vertical anchoring pile 1 and oblique anchoring pile 2, vertical anchoring pile 1 and oblique anchoring pile 2 bottoms are positioned at slightly weathered rock layer 701, and the angle of slope of oblique anchoring pile 2 is 55-65 °.Described cage of reinforcement top is positioned at concrete foundation 5 (cage of reinforcement in the outside tilts to the inside to be located at concrete foundation 5) and is woven into bar frame 3 with concrete foundation 5 reinforcing bars.One of them vertical anchoring pile 1 is positioned at the center line of concrete foundation 5, and remaining vertical anchoring pile 1 is distributed on two circumference, distributes eight on the inner periphery, distributes 16 on the excircle.The center to center distance that is positioned at two adjacent on the same circumference vertical anchoring piles 1 is 1-1.5 rice, and the center to center distance of two radially adjacent vertical anchoring piles 1 is 1-1.5 rice.Oblique anchoring pile 2 quantity are six-16, present embodiment is an example with 16, oblique anchoring pile 2 is positioned on the taper seat and oblique anchoring pile 2 bottoms are positioned at the vertical anchoring pile of excircle 1 outside, oblique anchoring pile 2 upper ends near reinforced concrete foundation 5 outer rims and be positioned at the outside vertical anchoring pile 1 formed excircle inboard.Job practices is with embodiment 1.

Do the effect contrast with φ 82m/1.5Mw wind-power generating unit tower basis:

Claims

1, wind-power electricity generation tower foundation anchoring pile structure on a kind of rock foundation, comprise concrete foundation (5), on concrete foundation (5), be provided with pylon built-in fitting (4), described concrete foundation (5) Lower Half locates below ground level, under concrete foundation (5) concrete cushion (6), it is characterized in that: the subsurface layer (7) corresponding with concrete foundation (5) and concrete cushion (6) vertically with the oblique cage of reinforcement that is equipped with, filling has concrete (8) to form vertical anchoring pile (1) and oblique anchoring pile (2) between cage of reinforcement and the subsurface layer (7), vertical anchoring pile (1) and oblique anchoring pile (2) bottom are positioned at slightly weathered rock layer (701), described cage of reinforcement top is positioned at concrete foundation (5) and is woven into bar frame (3) with concrete foundation (5) reinforcing bar, and oblique anchoring pile (2) is positioned on the taper seat and oblique anchoring pile (2) lower end is positioned at Vertical Anchor stake (1) outside.

2, wind-power electricity generation tower foundation anchoring pile structure on the rock foundation according to claim 1, it is characterized in that: one of them vertical anchoring pile (1) is positioned on the center line of concrete foundation (5), and remaining vertical anchoring pile (1) is circle distribution.

3, wind-power electricity generation tower foundation anchoring pile structure on the rock foundation according to claim 1, it is characterized in that: the angle of slope of described oblique anchoring pile (2) is 55-65 °.

4, according to wind-power electricity generation tower foundation anchoring pile structure on claim 1 or the 3 described rock foundations, it is characterized in that: described oblique anchoring pile (2) quantity is 6-16.

5, wind-power electricity generation tower foundation anchoring pile structure on the rock foundation according to claim 1, it is characterized in that: the center to center distance that is positioned at two vertical anchoring piles (1) adjacent on the same circumference is 1-1.5 rice.

6, wind-power electricity generation tower foundation anchoring pile structure on the rock foundation according to claim 1, it is characterized in that: the center to center distance of radially adjacent two vertical anchoring piles (1) is 1-1.5 rice.