KR100430243B1 - Prestressed composition pile and the manufacturing process - Google Patents

Abstract

The present invention supports the two ends connecting the bending moment section or both ends of the bending moment section of the upper pile of the cantilevered earth wall, the anchored earth wall by the free end support method, and the anchored earth wall by the fixed end support method. After the bending tension is generated on one side flange of I-beams with the maximum bending moment point as the load action point, the casing concrete is cast on the flange where the bending tension has occurred, the load is removed, and the casing is applied to the remaining steels in pile units. The present invention provides a prestressed composite pile and a manufacturing method thereof in which a prestressed resistance component corresponding to a bending moment distribution is introduced into a concrete coated pile by curing the concrete. According to the present invention, it is possible to minimize the occurrence of corrosion of the steel, to increase the economics by reducing the cross-sectional area of the steel, to minimize or avoid the use of the brace to reduce the obstacles in the working space, the bending moment of the pile due to the earth pressure of the earth wall The present invention provides a synthetic pile having a resistance moment distributed therein and a method of manufacturing the same.

Description

Prestressed composite pile and its manufacturing method {PRESTRESSED COMPOSITION PILE AND THE MANUFACTURING PROCESS}

The present invention relates to a bending moment-adaptive prestressed composite pile for constructing an earth wall or a quay wall, and a manufacturing method thereof.

To support the underground construction safely and smoothly, and to prevent the inflow of excavation wall and earth and sand, the supporting pile of the earth wall was mainly made of I-shaped steel to resist the earth pressure. The I-beam, which is installed as a supporting pile of the earth wall, is in contact with the soil and is usually connected to the groundwater, so that the corrosion is high, and the deeper the excavation depth, the larger the cross section to resist the large earth pressure, and a large number of struts are installed. To prepare for transverse deformation. These braces are obstacles to the work space and require installation and removal work, which can increase construction costs and construction periods.

The lateral pressure distribution to be considered in the composite pile is shown in FIG. 3 cantilevered earth wall moment, anchored earth wall bending moment by the free end support method and anchored earth wall bending moment by the fixed end support method. These bending moments suggest the point of action when the constructed pile is subjected to critical lateral pressure. The composite pile is not designed to be pressure-sensitive, but must be manufactured to meet the bending moment to indicate the maximum critical brace stress. it means.

However, if the prestressed composite pile is manufactured in the side pressure response type, as shown in Fig. 4, when the maximum moment point is located at 0.2L from the free end, the bending moment must be made to be 1.25 times more than the actual maximum moment. It is very uneconomical.

An object of the present invention is to provide a composite pile for supporting earth walls applying I-shaped steel and concrete by applying prestress stress to concrete to apply the mechanical and mechanical advantages of steel and concrete.

Another object of the present invention is to minimize the occurrence of corrosion by coating concrete on the steel of the support pile, to reduce the cross-sectional area of the steel to increase the economics, to minimize or avoid the use of the brace earth wall that can reduce the obstacle of the work space In providing a supporting composite file.

Another object of the present invention is to provide a composite pile which is constructed on a cantilevered earth wall, an anchored earth wall by the free end support method, or an anchored earth wall by the fixed end support method, and the bending moment of the pile due to the earth pressure of these earth walls. It is an object of the present invention to propose a synthetic file and a method of manufacturing the same.

1 is a lateral pressure distribution diagram applied to a soil wall support pile

Figure 2 is a prestress composite file manufacturing process

3 is a general bending moment diagram of a cantilevered earth wall

Figure 4 is a general moment diagram of the anchored earth wall by the free end support method

Fig. 5 is a process chart of manufacturing prestressed composite piles for anchored earth walls by the cantilever type earth walls and free end support method.

6 is a manufacturing process chart of the prestressed composite pile for anchored earth wall by the cantilever type earth wall and free end support method

Figure 7 is a general bending moment diagram of the anchored earth wall by the fixed end support method

8 is a manufacturing process diagram of the upper prestressed composite pile for anchored earth wall by the fixed end support method

9 is a manufacturing process diagram of the upper prestressed composite pile for anchored earth walls by the fixed end support method

10 is a manufacturing process diagram of the lower prestress composite pile for anchored earth wall by the fixed end support method

11 is a process diagram of the upper and lower pile coupling for anchored earth wall by the fixed end support method

1 is a side pressure distribution diagram applied to the earth wall support pile, and FIG. 2 shows a process of manufacturing the prestressed composite pile for supporting the earth wall.

Fig. 2 (a) is a state diagram in which two I-beams sintered downwards are bolted together to make two preflex composite beams at the same time, and the center part is inverted so as to be mounted on the support points at both ends. .

Figure 2 (b) is to apply a load P to the upper flange 30 in the connecting portion in the center so that the bending tension occurs in the lower flange 20 of the I-shaped steel. The flexural tension inherent in I-beams is an isosceles triangle with vertices as the integral.

Figure 2 (c) is to cover the casing concrete 20 to the I-shaped steel lower flange in the state of applying the load P to cure.

Fig. 2 (d) is a state diagram in which the load P is removed and the connecting portion in the center is separated. When the load P is removed, the flexural tension inherent in the lower flange is converted to the prestressed stress of the casing concrete, and when the two I-beams are separated, the resistance moment distribution becomes a right-angled triangle over the majority of the I-beams as an integral.

In Figure 2 (e) to cover the concrete 40 to the remaining steel to complete the composite pile. The prestressed stress is distributed in the shape of a right triangle to the completed composite file, thereby obtaining a composite file corresponding to the lateral pressure distribution of FIG. 1.

Fig. 2 (f) is an oblique view of the completed composite file. On one side flange of this pile is inherent the resistive prestress stress of the lateral pressure response distribution.

The prestressed composite pile as shown in FIG. 2 is a side pressure distribution-responsive composite pile of FIG. 1, which has a drawback in that the critical support stress is lowered when the pile is not subjected to side pressure after construction.

In order to make the bending moment-responsive composite pile, first of all, the type of bending moment of the pile due to earth pressure is shown. The general bending moment due to the earth pressure of the cantilevered earth wall of FIG. 3 and the anchor by the free end supporting method of FIG. The general bending moment due to the earth pressure of the static moment section of the earthquake wall is similar. Earth wall composite piles with similar bending moments can be produced by the same manufacturing process.

The manufacturing method of the composite pile corresponding to FIG. 3, FIG. 4 bending moment is demonstrated as an Example of FIG.

5 (a) is a state diagram in which two I-beams sintered downwardly are bolted together to form two preflex composite beams at the same time, and the center part is inverted so as to be mounted on the support points at both ends. . The prestressed I-beam support points are the opposite ends of the compressive force generation section L on the bending moment. In detail, in the bending moment of FIG. 3, both ends of the bending generation section are located at both ends of the connected I-beam. In the bending moment of Fig. 4, the bending occurrence point is a bending moment inflection point, which is a moment inflection point that enters the anchor parent section a at one end of the I-beam and the other end of the I-beam. When the support point is set as the moment inflection point, the bending tension and the prestress compressive force are not fed back into the interval α.

FIG. 5 (b) applies loads P and P to the maximum moment point Mmax indicated in FIGS. 3 to 4 to the connected I-shaped steel upper flange 30 so that bending tension may occur in the lower flange 10. At this time, one or more load points in the vicinity of the maximum bending moment may occur. It can be seen that the loading points P and P become both end points of the trapezoidal parallel short side in the integral degree of the bending tensile force inherent in the I-beam.

Fig. 5 (c) is a state diagram in which casing concrete 20 is poured into the lower flange 10 of the I-beams in which bending tension is generated. Concrete is slightly biased to one side in the bending moment section (L).

5 (d) after the concrete 20 placed on the lower flange 10 of the I-shaped steel is cured, the load P is removed and the connected center is separated and the lower flange of the I-shaped steel with the restoring force of the I-shaped steel ( 10) prestressed compressive force was introduced into the concrete 20 wrapped. The integral degree of compressive force, that is, the resistance moment, is located in a part of the bending moment section L and shows that it becomes an isosceles triangle corresponding to the bending moment.

5 (e) is a state diagram in which two piles are completed by pouring and curing concrete 40 surrounding the upper flange 30 of the I-shaped steel. The compression force integrals shown in the finished composite file show that they correspond to the bending moment in the bending moment section (L).

Fig. 5 (f) is a perspective view of the completed prestressed composite pile. The bending moment-adaptive compressive force described above is introduced into the casing concrete of one flange of the composite pile, and the compressive force is not introduced into the concrete on the other side.

As such, the present invention precisely uses the material engineering properties of concrete and steel to precisely match the resistance moment distribution inherent in the composite pile to the bending moment distribution caused by earth pressure so that it can respond economically and effectively to the bending force generated during the construction of the earth wall. It is.

Another embodiment will be described with reference to Figure 6 the manufacturing method of the bending moment corresponding composite file.

Fig. 6 (a) shows a state in which one I-shaped steel which is fired so that its center is floated is mounted on a support point. At this time, the supporting point is the bending moment inflection point and the other end of the I-shaped steel located inside the anchor parent moment section α shown in Figure 4 from one side of the I-shaped steel.

The piles required for cantilevered piles are to be supported at both ends of section I steel.

FIG. 6 (b) shows a bending tension in the lower flange 10 by applying a load P to the maximum moment point Mmax of FIGS. 3 and 4 on the upper flange 30 of the I-beam. At this time, one or more load points in the vicinity of the maximum bending moment may occur. In the integral diagram below, it can be seen that the bending tension distribution by the load P becomes a triangle with the bending moment section (L) as the base and the load point P as the vertex.

Fig. 6 (c) is a state diagram in which the compressed concrete 20 is poured into the lower flange 10 of the I-shaped steel in which bending tension is generated under the load P.

Figure 6 (d) is a state diagram in which the prestress compression force is introduced to the lower flange concrete cured by removing the load P. It can be seen that the prestressed compressive force becomes a triangle with the bending moment section (L) as the base and the load point P as the vertex.

6 (e) is a state diagram in which one pile is completed by pouring concrete 40 surrounding the upper flange 30 of the I-beam. The prestressed compressive force is distributed in a triangle with the bending moment section (L) as the base and the load point P as the vertex.

Thus, the distribution of the resistance moment distributed in the completed composite pile is to precisely correspond to the distribution of the bending moment due to the earth pressure, so that the earth pressure can be economically and efficiently handled.

Fig. 6 (f) is a perspective view of the completed prestressed composite pile.

7 is a bending moment diagram of the earth pressure of the anchored earth wall by the fixed end support method.

The inflection points in FIG. 7 are the inflection point inside the anchor parent section [alpha] and two A portions inside the fixed end section.

Fig. 7 After the bending point A of Fig. 7 is divided into two piles of the upper pile and the lower pile in order to fabricate the bending pile corresponding composite, and the prestress stress is introduced into the flange casing concrete by the process of Figs. The composite files produced as shown in Fig. 11 are connected to each other to obtain a compound file corresponding to the flexural component of Fig. 7.

The upper pile is manufactured according to FIGS. 8 and 9 in the same manner as the method of manufacturing the prestressed synthetic pile for anchored earth wall of the free end supporting method. 8 and 9 are similar to those of FIGS. 5 and 6, respectively. The lower pile is manufactured according to FIG. The manufacturing process of FIG. 10 follows the manufacturing process of FIG.

FIG. 11 is a process diagram of combining the upper prestressed composite file produced in FIGS. 8 and 9 and the lower prestressed composite file produced in FIG.

In Fig. 11 (a), the I-beams of the upper prestressed composite pile and the lower prestressed composite pile are connected.

In the connection state, the distribution of the prestressed compressive force of the composite pile is shown in Fig. 11 (a) (1) and the distribution of the resistance moment combining the upper pile manufactured in FIG. 8 and the lower pile manufactured in FIG. Distribution of the resistance moment combining the upper pile and the lower pile manufactured in FIG. 10 is shown in FIG. 11 (a) (2). Since the resistance moments are arranged in opposite directions, the composite pile of FIG. 11 is similar to the bending moment distribution due to the earth pressure of FIG. 7, thereby obtaining a prestress composite pile having economical and reliable reliability.

As described above, the present invention is to provide a composite pile for supporting the earth wall to apply I-shaped steel and the concrete to the concrete and to apply the prestress stress to the concrete to apply the material mechanical advantages of the steel and concrete, to cover the steel of the support pile This minimizes the occurrence of corrosion, reduces the cross-sectional area of the steel, improves the economy, and minimizes or avoids the use of braces, thereby reducing obstacles in the work space.Furthermore, anchors using cantilevered earth walls and free end support The present invention provides a composite pile fabricated on a fixed earth wall or anchored earth wall by a fixed end support method, and provides a composite pile manufactured in a manner corresponding to the bending moment of a pile due to earth pressure of these earth walls, and a manufacturing method thereof.

Claims (3)

Both ends of the bending part section or the connecting part of the bending part section of the upper pile of the cantilever type earth wall, the anchored earth wall by the free end support method, and the anchored earth wall by the fixed end support method are used as the supporting points at both ends of the bending moment section. Load the casing concrete to the flange where the bending tension has occurred while bending tension is generated on one side flange of the I-beam with the load acting point near the bending moment point, then remove the load and cast the casing concrete to the remaining steel in the pile unit. A prestressed composite pile incorporating a prestressed resistance component corresponding to the flexural moment distribution on a concrete-coated pile. Combine the lower pile with the composite file with the prestressed resistance component corresponding to the flexural load distribution as the upper pile, and the lower pile with the combined pile with the resistance component to correspond to the lateral pressure distribution. A prestressed composite pile obtained by placing concrete in the connecting part by making the corresponding direction of the prestressing compressive force corresponding to the bending moment of the anchored earth wall by the fixed end support method. Both ends of the bending part section or the connecting part of the bending part section of the upper pile of the cantilever type earth wall, the anchored earth wall by the free end support method, and the anchored earth wall by the fixed end support method are used as the supporting points at both ends of the bending moment section. Load the casing concrete to the flange where the bending tension has occurred while bending tension is generated on one side flange of the I-beam with the load acting point near the bending moment point, then remove the load and cast the casing concrete to the remaining steel in the pile unit. A method of manufacturing a prestressed synthetic pile, characterized by forming a prestressed resistance component corresponding to the bending moment distribution on the coated pile.