KR100373908B1 - Composition of precast concrete debonding wall and precast concrete column for outdoor to sustain external force - Google Patents

Abstract

The present invention relates to a precast concrete debonding outer wall system subjected to an external force, the outer pillar (10) and the outer pillar (10) made of precast concrete in a cross-sectional shape having a predetermined width, height and length to support the upper structure ( 10) and the external wall 20 to the external pillar 10 and the outer wall 20 to the external pillars 10 and the cast-in-place to the external column and having a predetermined width, height and length in cross-sectional shape In casting with concrete 30 and connecting them integrally, the outer wall 20 is composed of the outer concrete part 140 and the inner concrete part 130, and the inner concrete part from the outer concrete part 140 130 is composed of an inner inclined surface 50 having a ratio of a predetermined width and height, the outer concrete portion 140 is composed of an outer horizontal rebar 22, one end of which is exposed to the outside, the number of outer layers It is achievable by the precast concrete debonding outer wall system, characterized in that the flat rebar 22 has a debonding reduction joint in the outer concrete portion 140.

Description

COMPOSITION OF PRECAST CONCRETE DEBONDING WALL AND PRECAST CONCRETE COLUMN FOR OUTDOOR TO SUSTAIN EXTERNAL FORCE}

The present invention relates to a precast concrete debonding exterior wall system subjected to external forces, and in particular, precast concrete in the form of the site assembly can be connected to the outer wall and the outer pillar supporting the lateral pressure of the underground structure of the cast-in-place reinforced concrete structure The present invention relates to a precast concrete debonding outer wall system for underground structures, which is produced at the factory as a finished product and is simply assembled and connected at the site to complete the external structures integrally.

In general, the current underground structure construction is not precast concrete exterior walls and external pillars, but is usually made of cast-in-place reinforced concrete structures, so in order to construct underground structures with such cast-in-place reinforced concrete structures, After installing facilities, reinforcing steel bars of various diameters, installing formwork, placing concrete, curing concrete, removing formwork, removing fixtures, cleaning other sites, and fixing errors Etc.) was performed by the contractor in the field.

Therefore, in order to construct the outer wall of the underground structure with the reinforced concrete structure, processes such as formwork, reinforcing steel reinforcement, and concrete placing work are performed at the site, resulting in a longer construction period and reduced quality compared to the factory-precast concrete construction method. There was a problem that the efficiency is low in the field cleanup.

Particularly, in the case of the structure where the entire interior is precast except for the outer wall, the process such as formwork, reinforcing steel reinforcement, and concrete pouring work is performed separately in the same site to construct the underground structure with the reinforced concrete structure. Since the two processes are performed in parallel, the construction of the external wall of the cast-in-place reinforced concrete structure prolongs the construction period and has the problem of deterioration in quality and inefficiency in site cleanup.

Accordingly, the present invention has been made to solve the problems described above, by precast concrete to the external structure of the outer wall and the outer pillar for supporting the lateral pressure in the underground structure, etc. to produce in advance in the factory and to easily assemble it in the field It is a precast concrete outer wall system for underground structures that enables the quick and simple completion of external structures such as underground structures supporting lateral pressure by completing the connection by integration, and the continuous connection between the external walls and the external walls, and the external walls and external columns. The purpose of the present invention is to provide a precast concrete debonding exterior wall system that can easily be fixed between the two.

1 is an explanatory diagram for explaining a procedure for constructing an underground parking lot.

2 is an enlarged view illustrating an enlarged portion A of FIG. 1;

3 is an explanatory diagram for explaining the effect of earth pressure on the outer wall of the underground structure.

4 is a configuration diagram of the precast concrete exterior wall system presented in Korean Patent No. 2000-19365.

5 is an explanatory diagram for explaining the inconvenience in construction of the Korean Patent No. 2000-19365.

Figure 6 is a cross-sectional view for explaining the debonding technology of the precast concrete outer wall and the outer column joint of the present invention.

Figure 7 is a cross-sectional view of the precast outer wall and the outer column joint before the concrete casting of the external cast precast concrete outer wall and the outer column connection method according to the present invention.

Figure 8 is a cross-sectional view of the precast outer wall and the outer column joint after the concrete cast of the external cast precast concrete external wall and the external column connection method according to the present invention.

* Explanation of symbols for main parts *

10: precast concrete outer column

11: Internal rebar of precast concrete outer column

12: External reinforcing bar to the outside of the precast concrete outer column

20: precast concrete exterior wall

21: Inner level horizontal rebar of precast concrete exterior wall

22-1, 22-2, 22: horizontal reinforcing bar of the precast concrete exterior wall

50: internal slope of the side of the precast concrete exterior wall

30: cast-in-place concrete 70: formwork

100: upper vertical end 110: lower vertical end

130: inner concrete part 140: outer concrete part

The object of the present invention is to support the upper structure and having a predetermined width, height and length in the cross-sectional shape made of precast concrete and the outer pillar 10 and the outer pillar 10 is disposed against the external force and predetermined The outer wall 20 is made of precast concrete and the outer wall 20 is cast into the cast-in-place concrete 30 on the outer pillar 10 in a cross-sectional shape having a width, a height, and a length. In the connection, the outer wall 20 is composed of the outer concrete portion 140 and the inner concrete portion 130, the ratio of the predetermined width and height from the outer concrete portion 140 to the inner concrete portion 130 It is composed of the inner inclined surface 50, the outer concrete portion 140 is composed of the outer horizontal reinforcing bar 22, one end is exposed to the outside, the outer horizontal reinforcing bar 22 is in the outer concrete part 140 Debonding Achievable by a precast concrete debonding outer wall system characterized by having a seam seam.

Hereinafter, with reference to the accompanying drawings, the present invention will be described in detail. 1 is an explanatory diagram for explaining a procedure for constructing a basement first floor parking lot according to the present invention. After the foundation floor slab is cast and nurtured, the precast columns, beams and wall casters are manufactured at the factory and brought to the site. After assembling the precast columns and beams brought to the site, assemble the half slabs on the floor of the roof layer. Then, after placing the vertical and horizontal joints of the outer walls of the first floor of the basement, and placing half-slabs to cure, the underground parking lot is completed. However, until now, the precast method could not be applied to the outer wall of the underground parking lot because it was difficult to manufacture and connect the precast outer wall to withstand earth pressure on the outer wall of the parking lot. FIG. 2 is an enlarged view of a portion A of FIG. 1 for explaining the outer wall system of the precast method of the present invention in detail. FIG.

3 is an explanatory diagram for explaining the effect of the earth pressure on the outer wall of the underground structure. As the depth goes down to the basement layer, the influence of earth pressure becomes larger and larger, so that the precast concrete outer wall 20 installed in the precast concrete outer pillar 10 is bent in the opposite direction to the earth pressure as described in FIG. 3. . In more detail, an external force exerts a tensile force in the direction of the arrow on the outer concrete portion 140 of the outer wall 20, and a compressive force in the direction of the arrow acts on the inner concrete part 130 to connect the upper concrete portion of the outer wall. The site is separated from the cast concrete. At this time, it can be seen that the external force transmitted to the bottom of the inner concrete part 130 is supported by the shear force by the pillar. In order to solve the above problems, an outer layer horizontal reinforcing bar 22 is installed in the outer layer concrete part 140 to function to connect the outer wall 20 adjacent to each other integrally, and the inner layer concrete part 130 The inner horizontal reinforcing bar (21) installed in the) is to be cut in the wall to facilitate wall fabrication and joining operation. At this time, the compressive force applied serves to support the concrete member.

The inventors of the present application have filed Korean Patent No. 2000-19365 (hereinafter referred to as “first application 19365”) as a solution to solve this problem, and a related precast concrete outer wall system is shown in FIG. 4. 4 is a cross-sectional view taken along the line B-B 'of FIG. 2 showing a precast concrete outer wall subjected to an external force and a basement 1 story precast outer wall and an outer column joint according to an external pillar connection method according to the first application 19365.

However, in order to use the wall horizontal reinforcing bar fixing method of the method shown in Fig. 4, the outer horizontal reinforcing bar should be protruded from the precast concrete wall by a sufficient length. Significant difficulties arise in the process, which may increase costs and workforce. More specifically, in the structure of overlapping the outer horizontal reinforcing bar 22 shown in the prior application 19365 will be described inconvenient in construction.

In theory, the outer horizontal reinforcing bar 22 emanating from the precast concrete wall 20 located on the left and right sides should be constructed to be exactly crossed with each other, as shown in FIG. 2, but the construction of the site is not an accurate flat surface. When the precast concrete wall 20 is coupled to each other, the inconvenience of construction occurs that the outer horizontal rebars 22 protruding from both the precast concrete walls 20 collide with each other or are stuck.

FIG. 5 is a view showing the inconvenience of construction for the prior application 19365. In the field construction, as shown in the drawing, the workers have to lay out the outer horizontal rebar 22 extending from the wall before joining the precast concrete walls 20 to each other. Bend forward to protrude forward and then combine both precast concrete walls 20, after the reinforcement is to work rebar parallel horizontally as shown in FIG.

Therefore, in the present invention, by moving the critical section due to the bending stress to a position other than the end of the precast concrete wall in order to minimize the protruding length, the outer horizontal reinforcing bars emanating from both precast concrete walls 20 are formed. We present a precast concrete debonding exterior wall system which eliminates the overlapping part of each other.

The critical section is the location of the cross section where the magnitude of the acting moment and the strength of the member are the same. In general, when a load is applied to the bending member, the maximum bending moment is generated at the end of the member, and the required reinforcing bar is disposed according to the magnitude of the moment. Thus, the critical section is located at the end of the member. However, in order to continuously use the precast concrete member beyond the support point, the rebar must be protruded out of the member in consideration of the continuity of the rebar. If the critical section is located at the end of the member, then the anchoring length of the reinforcing bar must be secured from this position. However, if the position of the critical section can be moved to the inside of the member, the length of the reinforcing bar that must protrude from the end of the member can be reduced because the fixing length for the length moved inward can be secured in advance. Therefore, the economical efficiency, workability, fabrication, and transportability of the exterior wall P.C method can be improved, and as a result, quality improvement can be expected.

In the present invention, in order to move the position of the critical section was used a debonding technique to reduce the adhesion of the reinforcement at the appropriate position (debonding technique), Figure 6 is a cross-sectional view for explaining the debonding technique. FIG. 6 (a) shows the configuration of the prior application 19365, and FIG. 6 (b) shows the configuration of the precast outer wall system of the present invention to which the debonding technique is applied. In the outer wall system as shown in FIG. 6 (a), the position of the break point (the position under the highest stress when the external force is applied) is a connection portion between the precast concrete outer pillar 10 and the precast concrete outer wall 20. It becomes the part marked with "P". Therefore, in consideration of such breakdown point, the minimum extension length of the external horizontal reinforcing bar extending outwards should have the fixing length "Ld" from the breaking point "P". In this configuration, the total length of the outer horizontal reinforcing bar 22 emanating from the precast outer wall 20 is provided as "Pd", which brings about the above-described problems in transportation, manufacturing and field construction.

In order to solve this problem, as shown in FIG. 6 (b), the outer horizontal reinforcing bar 22 embedded in the precast concrete outer wall 20 is physically loosened. That is, a debonding connecting means 29 is used in which two outer horizontal rebars 22-1 and 22-2 are weakly bonded to each other. Examples of the connection include a method of bundling two rebars with a cloth, or winding a tape around the rebars to reduce adhesion to concrete. By loosely connecting the outer horizontal reinforcing bars 22-1 and 22-2 with each other, the break point is formed in the debonding area when the external force is applied, that is, moved to the point "P" inside the precast concrete outer wall 20. Will have an effect. If the outer horizontal rebar 22-1 is provided with the minimum extension length "Ld" of the outer horizontal reinforcement from this breakdown point, the total length of the outer horizontal rebar 22 emanating from the precast outer wall 20 is "Td". Can be configured to be considerably shorter than "Pd" in FIG. 6 (a).

Figure 7 is a cross-sectional view of the precast concrete outer wall and the outer pillar joint before the concrete cast of the external cast precast concrete external wall and the external pillar connection method according to the present invention, Figure 8 is an external force precast concrete external wall according to the present invention Sectional view of the precast outer wall and outer column junction after concrete casting by wall and outer column connection method.

As shown in these figures, the external force precast concrete external wall and the external column connection method according to the present invention supports the superstructure and is made of precast concrete in a rectangular cross-sectional shape having a predetermined width, height and length. Precast concrete outer wall (10) and precast concrete outer wall (10) which is located on the precast concrete outer pillar (10) and supports the earth pressure and is made of precast concrete in a cross-sectional shape having a predetermined width, height and length ( 20) and the space exposed to the outside of the precast concrete outer column 10 and the precast concrete wall 20 is cast by the cast-in-place concrete 30, characterized in that the construction is integrally connected between them. .

Here, as shown in FIGS. 7 and 8, the precast concrete outer wall 20 having the precast concrete outer column 10 and the outer horizontal bar 22 debonded 29 is already factory Using a ready-made product produced by the company, and connecting them in the form of interlocking latching jaw supporting the lateral pressure of the precast concrete outer wall 20 in the state that the precast concrete outer pillar 10 is standing in the field, the precast The concrete outer wall 20 is connected between the left and right precast concrete outer wall 20, while securing the tensile steel anchoring joint strength, the precast concrete outer pillar 10 and the left and right precast concrete outer wall 20 A space part for securing the integrity of each member is configured to pour the liver into the cast-in-place concrete 30.

That is, as shown in Figs. 7 and 8, the outer layer horizontal in the horizontal direction near the outer wall surface to which the earth pressure acts in order to effectively exhibit the bending strength of the left and right precast concrete outer wall 20 against the external lateral earth pressure Reinforcing bar 22 to secure the anchoring performance, the inner horizontal reinforcing bar (21) to be lowered below the precast concrete outer wall 20 to facilitate the connection between them, the precast concrete outer wall by the external earth pressure In order to exert the shear strength of (20), after shear bonding in such a state in engagement with the precast concrete outer column 10, the precast concrete outer wall 20 and the precast concrete outer column ( 10) by placing the space portion with the cast concrete 30 to ensure the integrity with the precast concrete outer pillar (10).

In more detail, when manufacturing the outer wall, the debonding treatment 29 is performed so that the outer horizontal rebar 22 has a break point in the precast concrete outer wall 20, and the outer horizontal side of the left and right precast walls In order to facilitate construction by making the reinforcing bars not intersect with each other, and on the compression side inside the wall, concrete effectively supports the compressive force. Therefore, the inner horizontal reinforcing bar 21 has an outer precast wall surface ( 20) has a configuration that is cut off. That is, the break point present at the junction of the precast concrete outer wall 20 and the precast concrete outer column 10 is guided to the inside of the precast concrete outer wall 20 so that the outer layer rebars 22 do not overlap each other. It was configured.

In this case, the inner reinforcing bar 11 and the outer reinforcing bar 12 are provided inside the outer column, and the outer reinforcing bar is preferably formed so as to extend to the portion where the outer horizontal bar 22 is engaged. Since the outer horizontal rebar 22 and the outer reinforcing bar 12 are buried in an adjacent area, the outer column 10 and the outer wall 20 are formed as one member. As illustrated in FIGS. 7 and 8, the outer walls 20 that meet the outer pillars 10 maintain the distance L2 from each other, and the other surfaces of the outer walls 20 are formed to be spaced apart from each other by the distance L3. In addition, L2 and L3 are formed to be stepped with each other as shown in Fig. 7 and 8 to secure a space in which concrete is to be placed in the future, it is formed in a structure that can withstand the transverse pressure by engaging with the pillar.

That is, one side of the cross-sectional shape at the bottom of the precast outer wall 20, the wide inner layer concrete portion 130, and the other side cross-sectional shape of the narrow outer layer concrete portion 140 with respect to the center of the precast outer wall 20 to withstand the transverse earth pressure ) And the inner inclined surface 50 on the side of the precast concrete outer wall having a predetermined width and height ratio from the outer concrete portion 140 to the inner concrete portion 130. In addition, the inner inclined surface 50 is one end is bent vertically upward from the lower portion of the outer concrete portion 140 and the upper vertical end portion 100 and the other end is vertically bent downward from the upper portion of the inner concrete portion 130 Lower vertical end portion 110 was to be configured. The inclined surface is preferably formed to be 0 degrees to 60 degrees with respect to the horizontal plane of the outer column (10). Although the outer wall 20 has been described as being divided into the outer concrete part 140 and the inner concrete part 130 for convenience of description, it is configured as one material in actual use.

Although the present invention has been described with reference to the embodiments shown in the drawings, this is merely exemplary and should be understood by those skilled in the art that various modifications and equivalent other embodiments are possible. . Therefore, the true scope of protection of the present invention should be defined by the technical spirit of the appended claims.

For example, the present invention has been described with respect to the precast concrete outer wall system used in the underground structure, it can be widely used in the precast concrete outer wall installed in the area where the external force is applied to function as a structure.

As described above, the precast concrete exterior wall and exterior column connecting method for underground structures according to the present invention produces the precast concrete exterior wall and exterior pillar at the factory, thereby improving quality, repeatable production, mass production, and field construction. It can shorten the period and increase productivity.

In addition, by simply assembling and connecting in the field, the labor cost of the site is reduced, material input amount is reduced, and the site is easy to clean up. In addition, since the precast concrete outer wall and the precast concrete outer pillar are integrally connected, there is an advantage that stability can be secured by generating the same bearing strength as the existing reinforced concrete structure.

In addition, the protruding length of the outer horizontal reinforcing bar 22 of the precast concrete outer wall has an advantage of easy manufacturing and matching adjustment.

Claims (4)

Supporting the upper structure and having a predetermined width, height and length in the cross-sectional shape made of precast concrete and the outer pillar 10 and the outer pillar 10 is disposed against the external force and the predetermined width, height and length In the sectional shape of the plurality of outer walls 20 made of precast concrete and the outer pillar 10 to the outer wall 20 in the cast-in-place concrete (30) in the connection between them integrally, The outer wall 20 is composed of an outer concrete part 140 and an inner concrete part 130, the inner inclined surface having a ratio of a predetermined width and height from the outer concrete part 140 to the inner concrete part 130 Consists of 50, the outer concrete portion 140 is composed of the outer horizontal reinforcing bar 22, one end is exposed to the outside, the outer horizontal reinforcing bar 22 is de-bonded in the outer concrete part 140 A precast concrete debonding exterior wall system, having a reduced seam. The method of claim 1, Precast concrete debonding outer wall system, characterized in that the outer horizontal reinforcing bar (22) exposed from the plurality of outer wall (20) do not overlap each other in the site-cast concrete (30) area. The method according to claim 1 or 2, The inner concrete part 130 is a precast concrete debonding outer wall system, characterized in that consisting of the inner horizontal reinforcing bar 21 is embedded therein. The method of claim 2, The outer reinforcement 12 is exposed from the outer pillar 10 toward the outer wall 20, and the outer reinforcement 12 is integrated with the outer layer horizontal reinforcement 22 and integrated as in-situ concrete casting. Concrete debonding exterior wall system.