KR101347268B1 - Method of strengthening shearing force of precast concrete - Google Patents

Abstract

The present invention relates to a method for reinforcing the shearing force of precast concrete. When the 'b' shaped precast concrete member is composed of a horizontal member and a vertical member, the two 'b' shaped precast concrete members contact each horizontal member. The first end and the third end of the reinforcement beam are inserted between the vertical member and the upper beam of each of the two 'b' shaped precast concrete members, and the second end of the reinforcement beam. By positioning the and the fourth end to transmit the force to the vertical member of each of the two 'b' precast concrete member, it is possible to strengthen the shear force of the PC member as well as to strengthen the shear force of the existing upper beam.

Description

Method of strengthening shearing force of precast concrete}

The present invention relates to a method for reinforcing shear force of precast concrete (PC), and more particularly, by additionally reinforcing the beam to the vertical member of the beam member and the PC member installed between the column and the pillar, The present invention relates to a method of strengthening the shear force of a PC member while at the same time strengthening the shear force.

The fundamental concept of the damping damping method used in school buildings is to ensure that all structural parts are sufficiently reinforced and resisted under earthquake loads in accordance with the current seismic regulations. Its inherent purpose is to give residents time to evacuate under load. In other words, first of all, all the structural parts are sufficiently reinforced, and all the weak parts must be reinforced, so the cost is bound to increase.

It is unreasonable to apply the vacuum method to low-rise fragile structures such as schools. However, if one finds the reason for applying it, the vibration suppressor argues that the construction cost can be reduced since the external force is sufficiently reduced by the vibration control action so that no additional foundation reinforcement is required. However, most schools, including the current Gyeonggi area of Seoul, can meet the current standards without additional foundation reinforcement because of the solid ground, and even if the school building is weak, it will use the bearing strength improvement solution and reduce the foundation. Since the cost of replacing the foundation is about 20% of the low cost of the PC wall construction method, there is no reason to pay for the dust removal construction cost, which is 4-5 times more expensive than the PC wall construction method. In addition, there is a lack of experience in construction cases and the necessity of designing in accordance with the Japanese vibration suppression design standard that the domestic structural engineer does not know.

In addition, the domestic school building standards stipulate that the structure can not cover the window field, but the toggle damper has a problem in the usability, such as blocking the window view. Window type damping dampers have a double steel beam inserted in the upper part of the window, and the damper is located between them. Considering the current construction case, the window height is only 1m or less, so it can be said that it is very inferior in skylight compared to the existing window or similar sized PC wall window. Therefore, to solve the problem of this damper method, Constructed by the seismic method using the panel, a situation that needs to reinforce the shear force of the PC panel.

Accordingly, the problem to be solved by the present invention is to provide a method for strengthening the shear force of the PC member by additionally reinforcing the beam to the vertical member of the PC member installed between the beam and the beam and the pillar and the pillar.

In order to achieve the above object, the present invention, when the 'b'-shaped precast concrete member is composed of a horizontal member and a vertical member, the two' b 'shaped precast concrete member is arranged to abut each of the horizontal members and the pillar and the pillar Installing between; And inserting a first end and a third end of the reinforcement beam between the vertical member and the upper beam of each of the two 'b' shaped precast concrete members, and connecting the second and fourth ends of the reinforcement beam to the two ends. A method of reinforcing the shear force of a precast concrete comprising positioning it to transmit a force to a vertical member of each 'b' shaped precast concrete member.

According to one embodiment of the invention, it is preferable that the second end of the reinforcing beam is in contact with any one vertical member, and the fourth end of the reinforcing beam is spaced apart from the other vertical member by a predetermined distance. Do.

In addition, the reinforcement beam is preferably a 'T' shape when viewed from the front.

In addition, the reinforcing beam may be a precast concrete member or a steel frame member, and there may be an empty space in which concrete may be injected into the reinforcement beam.

In addition, the method may further include filling the spaced gap with concrete by attaching a formwork to the spaced gap between the fourth end portion and the other vertical member. At this time, the formwork is preferably iron plate, wooden board, or tape.

The present invention, to achieve the above object, the step of installing a precast concrete member between the bottom floor and upper floor beams; And joining the reinforcing bar in the precast concrete member and the reinforcing bar connected from below the bottom floor beam between the width length of the precast concrete member and the width length of the bottom floor beam. Is wider than the width of the bottom floor beams, and the joining of the reinforcing bars connected from the bottom floor beams to the reinforcing bars in the precast concrete members is performed on the steel plate installed in the precast concrete members. And it provides a method of installing precast concrete member to join by welding the reinforcing bar connected from below the bottom floor beams.

According to an embodiment of the present invention, the method may further include connecting the reinforcing bar connected to the bottom floor beam with the floor reinforcing bar forming the foundation of the structure.

In addition, two 'b' shaped precast concrete members are present between the lower floor beam and the upper floor beam, and the precast concrete members may be coupled to each other to form a 'U' shape.

In addition, the reinforcing reinforcing bar in the precast concrete constituting the 'U' shape and the reinforcing bar protruding down from the precast concrete located on the floor of the upper floor, the protruding reinforcement is located outside the upper floor floor beam It is desirable to.

The present invention, to achieve the above object, the step of installing a precast concrete member between the bottom floor and upper floor beams; Removing a side from the side surface of the bottom floor beam to the main root of the bottom floor beam and inserting reinforcing bars into the removed space; And joining the inserted reinforcing bar and the reinforcing bar of the precast concrete member, wherein the joining of the reinforcing bar connected from the bottom beam of the lower floor and the reinforcing bar in the precast concrete member is installed in the precast concrete member. It provides a precast concrete member installation method for joining by welding the reinforcing bar in the precast concrete member and the reinforcing bar connected from under the floor beam.

According to an embodiment of the present invention, the side surface of the bottom floor beam which is in contact with the precast concrete member may be removed, and reinforcing bars may be inserted.

In addition, the plurality of bonded reinforcing bars extending to the bottom of the bottom floor beams, it is possible to connect the plurality of bonded reinforcing bar and the bottom reinforcing bar forming the basis of the structure.

According to the present invention, by additionally reinforcing the beam to the vertical member of the PC member installed between the beam and the beam and the column and the pillar, it is possible to reinforce the shear force of the existing upper beam as well as the shear force of the PC member. In addition, according to the present invention, by utilizing a PC member that can save air and construction costs, it is possible to remodel the earthquake-resistant building having a natural strength of reinforced concrete at low cost.

1 shows the principal depth of the structure reinforcing the foundation.
FIG. 2 shows an example of the reinforcing PC wall 120 in the long side direction shown in FIG. 1.
Figure 3a shows a longitudinal cross-sectional view of a structure reinforced with a foundation in accordance with an embodiment of the present invention.
Figure 3b shows a longitudinal cross-sectional view of a structure reinforced with a foundation in accordance with another embodiment of the present invention.
4A is a cross-sectional view of a junction of an upper PC panel and a lower PC panel according to an embodiment of the present invention.
4B is a cross-sectional view of a junction of an upper PC panel and a lower PC panel according to another embodiment of the present invention.
5A illustrates a cross-sectional view of a structure reinforced with foundations in accordance with one embodiment of the present invention.
Figure 5b shows a cross-sectional view of the structure reinforced the foundation according to another embodiment of the present invention.
6 is a cross-sectional view of a floor beam according to another embodiment of the present invention.
Figure 7 is a flow chart of the precast concrete member installation method according to a preferred embodiment of the present invention.
8 is a flowchart illustrating a precast concrete member installation method according to another embodiment of the present invention.
9 illustrates a state where the 'b' character PC member is installed between the pillar and the pillar and between the beam and the beam.
10 shows a splice junction connecting the PC member and the beam.
It is a figure for demonstrating in detail a splice junction part.
12 shows a threaded joint connecting the PC member and the beam.
FIG. 13 shows that a steel plate is installed on the PC member to connect the PC member and the beam, and welded steel bars from the reinforcing bar and the lower beam of the PC member to the steel plate.
FIG. 14 is an enlarged view of a portion in which the reinforcing bar illustrated in FIG. 13 is welded to an iron plate.
FIG. 15 shows a state where the PC member and the PC member are joined by using a link member.
FIG. 16 illustrates a state in which the 'b' character PC member is installed between the pillar and the pillar and between the beam and the beam, and then the reinforcement beam 1610 is installed between the upper beam and the 'b' character PC member 120. will be.
FIG. 17 shows the coupling state between the reinforcing beam and the upper beam and the reinforcing beam and the PC member in detail from the front.
18 illustrates in detail the coupling state of the reinforcing beam and the existing beam.
19 shows a perspective view, side view, front view, back view, and top view of a reinforcing beam.
FIG. 20 illustrates the combination of the 'b' character PC member and the pillar using the 'b' character angle 1620.
Figure 21 shows that the upper or lower shear shear of the existing column during the earthquake.
Fig. 22 shows that the 'U' or 'ㅁ' shape is formed by using the 'b' PC member, and the reinforcing bars are continuous.
FIG. 23 illustrates a state in which a shear key installed on a beam or a column is coupled to a PC member by casting the inside of a PC member having a hollow shape into concrete as another embodiment of the PC member constituting the 'ㅁ' shape. It is shown.
FIG. 24 shows a cross section of the PC member shown in FIG.

Prior to the description of the concrete contents of the present invention, for the sake of understanding, the outline of the solution of the problem to be solved by the present invention or the core of the technical idea is first given.

The method for reinforcing the shearing force of the precast concrete according to an embodiment of the present invention is a case in which the 'b' shaped precast concrete member consists of a horizontal member and a vertical member, each of the two 'b' shaped precast concrete members Arranging the abutment to install between the pillar and the pillar; And inserting a first end and a third end of the reinforcement beam between the vertical member and the upper beam of each of the two 'b' shaped precast concrete members, and connecting the second and fourth ends of the reinforcement beam to the two ends. And positioning it to transmit a force to the vertical member of each of the 'b' shaped precast concrete members.

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Hereinafter, preferred embodiments of the present invention will be described in detail with reference to the accompanying drawings. It will be apparent to those skilled in the art, however, that these examples are provided to further illustrate the present invention, and the scope of the present invention is not limited thereto.

BRIEF DESCRIPTION OF THE DRAWINGS The above and other objects, features and advantages of the present invention will become more apparent from the following detailed description of the present invention when taken in conjunction with the accompanying drawings, in which: It is to be noted that components are denoted by the same reference numerals even though they are shown in different drawings, and components of different drawings can be cited when necessary in describing the drawings. In the following detailed description of the principles of operation of the preferred embodiments of the present invention, it is to be understood that the present invention is not limited to the details of the known functions and configurations, and other matters may be unnecessarily obscured, A detailed description thereof will be omitted.

In the case of buildings with the same span and story height, such as school buildings, it is economical to use PC wall (Precast Concrete Wall Panel) members for seismic reinforcement. In addition, if there is a section where the outer wall of the target building is seismically reinforced by the PC member, the reinforced section requires much greater ground reaction force than the section not reinforced.

To this end, by reinforcing the stiffness of the perimeter of the long side direction, the cross section is extended to the PC side wall to meet the required load from the long side edge to the inner side column, and the short side direction is changed into the bearing wall. .

In order to calculate the correct strength under seismic loads, the long side shear wall and the changed short side shear wall with increased cross section in the column need to be reinforced from independent to continuous basis to cope with this.

In other words, existing columns are the independent basis for each column. This independent foundation must be improved to a continuous basis in response to changes in the superstructure so that the correct strength can be exerted.

1 shows the principal depth of the structure reinforcing the foundation.

Referring to FIG. 1, an existing column 100, an existing independent foundation 110, reinforcement PC walls 120 and 125, and a reinforcement continuous foundation 130 are shown.

Existing independent foundation 110 is connected to each existing pillar 100, and when the seismic remodeling is performed, the reinforcement PC wall 120 in the long side direction of the ground and the reinforcement PC wall 125 in the short side direction are connected to the existing pillar ( 100). In addition, the existing independent foundation 110 is connected to each other to form a reinforcement continuous foundation (130). That is, as shown in FIG. 1, it is sufficient to connect only the lower independent foundations 100 having the upper remodeled seismic walls located at both ends of the structure among the plurality of existing independent foundations. Continuous foundations include stem or whole basal.

The reinforcement PC walls 120 and 125 are examples of precast concrete members (hereinafter PC members) and will be discussed in greater detail in FIG. 2.

FIG. 2 shows an example of the reinforcing PC wall 120 in the long side direction shown in FIG. 1.

Referring to FIG. 2, the reinforcement PC wall 120 illustrated in FIG. 1 is formed in a "b" shape or a "b" shape to be installed between a pillar and a pillar and a beam and a beam, and installed to correspond to face each other from side to side. Is a "U" shaped structure.

The PC member 1 has a 'b' shape and is divided into a horizontal member 7 and a vertical member 6.

The linking member 8 is provided at the connecting portion 2 to constitute a stretch joint between the horizontal members 7 and 7 '.

The iron plate member 9 has a through hole 10 formed at both sides thereof. The anchor bolt is inserted into the through hole 10 so that the PC member 1 is coupled to the anchor member installed in the column and beam. Make sure that is firmly coupled to the columns and beams.

The reinforcing pin member 16 is sandwiched between the link member 8 and the link member 8 'to form a rigid joint structure.

The upper part 3, the splice joint 4, and the lower part 5 are included in the vertical member, and the upper part 3 and the lower part 5 are splice-joined by dotted lines. The lower root 5 can then be connected to the upper root of another reinforcing PC wall of the lower layer by penetrating the side of the floor beam.

"형인 것이 바람직하다. The recess 12 is a portion where the connecting member 8 is formed, the cross-sectional shape is "

"It is desirable to be in the form.

The junction of the PC member 1 can be divided into a junction between the PC member and the PC member and a junction between the PC member and the reinforced concrete (RC) member.

The link member 8 is provided in the linking portion 2 to constitute a stretch joint between the PC members. The reinforcing pin member 16 is sandwiched between the link member 8 and the link member 8 to form a rigid joint structure.

The iron plate member 9 has a through hole 10 formed at both sides thereof. The anchor bolt is inserted into the through hole 10 so that the PC member 1 is coupled to the anchor member installed in the column and beam. Make sure that is firmly coupled to the columns and beams.

On the other hand, the upper part 3, the splice joining iron 4, and the lower part 5 are contained in the vertical member, and it has shown that the upper part 3 and the lower part 5 were splice-joined. The lower root 5 can then be connected to the upper root of another reinforcing PC wall of the lower layer by penetrating the side of the floor beam.

Figure 3a shows a longitudinal cross-sectional view of a structure reinforced with a foundation in accordance with an embodiment of the present invention.

Referring to FIG. 3A, the spool is connected in a way to connect the reinforcing bars passing through the side of the ground floor beam 420 and the outside of the ground floor slab 410 to the reinforcing bars in the PC member 120 on the ground floor. The rice connection iron 122 can be used.

The reinforcing bars 121 are arranged in two rows, one each on both sides of the first floor bottom beam 420, and the continuous reinforcing bars 121 are continuous from the existing independent foundation 110 by the restrained effect of the end plate. Synthetic action occurs with existing columns, further increasing the rigidity and strength of the columns.

In addition, the bottom portion of the first floor floor beams 420 may be concrete poured to form a partial over-hole foundation type or a conventional inverted T-shaped cross-section continuous foundation. At this time, it is preferable that the reinforcing bar 121 is fixed to the bottom reinforcing bar 132.

Figure 3b shows a longitudinal cross-sectional view of a structure reinforced with a foundation in accordance with another embodiment of the present invention.

Referring to FIG. 3B, splice connections are made in such a way that the reinforcing bars penetrating and protruding the sides of the ground floor beam 420 and the ground floor slab 410 can be connected to the PC wall 120 on the ground floor. Iron 122 may be used.

The reinforcing bars 121 are arranged in two rows, one on each side of the first floor floor beam 420, and the continuous reinforcing bars 121 are separated from the existing base 110 by the restrained effect of end plate. Synthesis occurs with the column, further increasing the rigidity and strength of the column.

In addition, the bottom portion of the first floor floor beams 420 may be concrete poured to form a partial over-hole foundation type or a conventional inverted T-shaped cross-section continuous foundation. At this time, it is preferable that the reinforcing bar 121 is fixed to the bottom reinforcing bar 132.

4A is a cross-sectional view of a junction of an upper PC panel and a lower PC panel according to an embodiment of the present invention.

FIG. 3A illustrates the connection state of the reinforcing bars 121 extending from the outside of the ground floor beam 420 to the existing independent foundation 110, FIG. 4A illustrates the lower PC panel 120 in the upper PC panel 120. The connection state of the reinforcing bars up to 120 ') is shown.

Referring to FIG. 4A, the reinforcing bars are connected to the reinforcing bars of the upper wall 120 and the reinforcing bars of the lower layer wall 120 'past the upper slab 500 and the upper beam 520, respectively.

The reinforcing bar is connected to the reinforcing bar of the upper wall 120 by splice hardware 122, and the reinforcing bar of the lower wall 120 'is connected through the rebar welding 530. However, welding between reinforcing bars and reinforcing bars may use any of splice hardware 122 or reinforcing bar welding 530. Meanwhile, the lower layer wall 120 ′ may be joined to an existing pillar using the joining hardware 540.

4B is a cross-sectional view of a junction of an upper PC panel and a lower PC panel according to another embodiment of the present invention.

3B illustrates a connection state of the reinforcing bars 121 passing through the ground floor beam 420 to the existing independent foundation 110, FIG. 4B illustrates the lower PC panel 120 ′ in the upper PC panel 120. The connection state of the reinforcing bars up to) is shown.

Referring to FIG. 4B, the reinforcing bar passes through the upper slab 500 and the upper beam 520 and is connected with the reinforcing bar of the upper wall 120 and the lower wall 120 ', respectively.

The reinforcing bar is connected to the reinforcing bar of the upper wall 120 by splice hardware 122, and the reinforcing bar of the lower wall 120 'is connected through the rebar welding 530. Meanwhile, the lower layer wall 120 ′ may be joined to an existing pillar using the joining hardware 540.

5A illustrates a cross-sectional view of a structure reinforced with foundations in accordance with one embodiment of the present invention.

Referring to Figure 5a, the bottom portion of the first floor floor beams 420 is arranged the bottom reinforcing bar 132 for the continuous foundation and bent on the base bottom of the reinforcement pillar 90 degrees to settle on the base bottom and then the shear reinforcement In the planned section (lower part of the slab), formwork is installed and concrete is cast in the part of the entire foundation type or in the existing inverted T-type continuous foundation type.

As shown in FIG. 5A, the width of the upper reinforcing wall 120 is suitably larger than the diameter of the reinforcing bar than the first floor beam 420. As the PC member to be utilized, any member that reinforces the pillar side such as a U-shaped, a K-shaped, or 4-a shaped can be used.

Most buildings will only be applied to the ground floor of the first floor, but the second floor will satisfy the resistance to lateral forces without continuity of the reinforcing bars. However, when using 2-B (U-shape method) to reproduce the same shape as the existing building, there is no compression strut on the top of the K-shaped panel.

The main continuum is to be splice joints and hardware is required to be connected to the PC panel at the top and bottom of the column. If a sieve wall PC is used, a splice joint is required at the shear surface of the beam. In this case, head rebar may be used to reduce the cost.

Figure 5b shows a cross-sectional view of the structure reinforced the foundation according to another embodiment of the present invention.

Referring to Figure 5b, the bottom of the first floor floor beams 420 is arranged the bottom reinforcing bar 132 for the continuous foundation and bend the reinforcement column of the reinforcement pillar 90 degrees to settle on the base bottom and then the shear reinforcement In the planned section (lower part of the slab), formwork is installed and concrete is cast in the part of the entire foundation type or in the existing inverted T-type continuous foundation type.

The width of the upper reinforcing wall 120, such as the cross section shown in FIG. 5B, is preferably equal to or greater than 2-4 cm of the first floor beam 420. As the PC member to be utilized, any member that reinforces the pillar side such as a U-shaped, a K-shaped, or 4-a shaped can be used.

Reinforcing bar insertion holes 430 are formed on both sides of the beam in a portion of the existing beam 420, and the reinforcing bar 121 is inserted into the formed space, thereby reinforcing the reinforcing bar and the reinforcing bar 121 of the PC member 120. Can be combined.

6 is a cross-sectional view of a floor beam according to another embodiment of the present invention.

Existing reinforced concrete beam-column cross section is 25 ~ 35cm wide and 50 ~ 60cm deep. If the beam is drilled through the reinforcing bar as shown in FIG. 6A, not only the breakage of the beam is concerned but also the strength of the beam is reduced due to damage such as shear reinforcement and the work is also extremely difficult. Therefore, since the covering thickness of the beam is at least 4 ~ 7 cm as shown in Figure 6b, if the penetrating through the side of the beam to the visible side of the main beam has a depth of at least 5 ~ 9 cm from the surface of the beam can be worked without damaging the existing beam Do.

Figure 7 is a flow chart of the precast concrete member installation method according to a preferred embodiment of the present invention.

In step 700, the precast concrete member is installed between the lower floor beam and the upper floor beam. In this case, as the precast concrete member to be utilized, all of the U-shaped, K-shaped, or 4-a is possible.

In step 710, the reinforcing bar in the precast concrete member and the reinforcing bar connected from the bottom of the bottom floor beam are joined between the width of the precast concrete member and the length of the bottom floor beam. That is, when the width of the precast concrete member is larger than the width of the bottom floor beams, the reinforcing bars protrude from the remaining portions of the precast concrete members, so that the bars can be joined together without damaging or deforming the floor beams.

The reinforcement is inserted into the splice joints at the bottom of the precast concrete member and the reinforcing bar extending over the slab extending from the lower floor beam and joined with high strength mortar. At this time, the junction is preferably a splice junction, but is not limited thereto.

In step 720, the reinforcing bar connected to the lower floor beam is connected with the floor reinforcing bar forming the foundation of the structure. Base roots are installed at regular intervals.

Later, the formwork can be installed at the bottom of the floor beams and concrete can be poured.

8 is a flowchart illustrating a precast concrete member installation method according to another embodiment of the present invention.

In step 800, precast concrete members are installed between the first and second floor beams. In this case, as the precast concrete member to be utilized, all of the U-shaped, K-shaped, or 4-a is possible.

In step 810, the side concrete from the side surface of the first floor floor beam to the main root of the first floor floor beam is removed in a groove shape, a reinforcement is inserted into the removed space to protrude a predetermined length over the perforated slab, and the hole is filled with mortar.

In step 820, the reinforcing bar is extended from the side of the first floor beam and the reinforcing bar is inserted into the splice joint of the lower side of the precast concrete member and joined with high strength mortar. At this time, the junction is preferably a splice junction, but is not limited thereto.

In step 830, the joined reinforcing bar extending below the ground floor beam is connected to the floor reinforcing bar forming the foundation of the structure. Base roots are installed at regular intervals.

In step 840, formwork is installed in the lower part of the first floor floor beam and concrete is poured.

9 illustrates a state where the 'b' character PC member is installed between the pillar and the pillar and between the beam and the beam.

The PC member and the column are joined by steel plate welding, and the PC member and the PC member 920 are joined using a link member, and the PC member and the beam 910 are splice joints, threaded joints, or steel bars to the steel plate. Can be connected by welding.

10 shows a splice junction connecting the PC member and the beam.

By inserting the reinforcing bar to be joined to the splice joint and filling the mortar, the reinforcing bar and the bar may be connected.

FIG. 11 is a view for explaining a splice joint in more detail. Referring to FIG. 11, a state where reinforcing bars are included in a PC member and a state where reinforcing bars are raised from a lower floor beam is illustrated.

12 shows a threaded joint connecting the PC member and the beam.

In the case of mechanically connecting the reinforcing bar and the reinforcing bar, splice joining can be performed, but since the splice rebar cost is high, rebar joining can be performed by threading the end of the bar. Generating threads in rebar has the advantage of lower processing costs.

FIG. 13 shows that a steel plate is installed on the PC member to connect the PC member and the beam, and welded steel bars from the reinforcing bar and the lower beam of the PC member to the steel plate.

FIG. 14 is an enlarged view of a portion in which the reinforcing bar illustrated in FIG. 13 is welded to an iron plate.

FIG. 15 shows a state where the PC member and the PC member are joined by using a link member.

Referring to Figure 15, the reinforcing pin member is sandwiched between the connecting member of the reinforcement PC wall 120 to form a rigid joint structure.

FIG. 16 illustrates a state in which the 'b' character PC member is installed between the pillar and the pillar and between the beam and the beam, and then the reinforcement beam 1610 is installed between the upper beam and the 'b' character PC member 120. will be.

FIG. 17 shows the coupling state between the reinforcing beam and the upper beam and the reinforcing beam and the PC member in detail from the front.

Referring to FIGS. 16 and 17, the reinforcement beam 1610 includes a first end 1710, a second end 1720, a third end 1730, and a fourth end 1740.

The shear force reinforcement method shown in FIG. 16 is a method of obtaining additional shear force by the shear force of the reinforcing bars by continually reinforcing the bars in the upper and lower reinforcement PC members.

The first end 1710 is inserted between the upper beam and the left 'b' character PC member 120 so that a portion of the first end 1710 contacts the column 100 and the upper beam.

Between the first end 1710 and the pillar, the reinforcing bar connecting the PC member 120 and the upper beam passes, and is then filled with concrete. At this time, it is preferable to install a stirrup 1612 around the reinforcing bar connecting the PC member 120 and the upper beam.

Meanwhile, the reinforcing bar of the upper beam and the reinforcing bar of the PC member 120 may be connected by threaded coupling 1613 or splice joint.

A predetermined gap may occur between the end of the second end 1720 and the 'b' character PC member 120. The predetermined spacing can facilitate the insertion of the reinforcement beam 1610 between the upper beam and the 'b' character PC member 120.

On the other hand, by attaching the formwork iron plate at the predetermined interval, and filling the concrete, the gap can be filled. In addition, instead of the form iron plate (tape) may be attached to the predetermined interval to fill the concrete, if the material that can withstand the pressure of the concrete can be used to replace the form iron plate.

The third end 1730 is inserted between the upper beam and the right 'b' character PC member 120 so that a portion of the third end 1730 contacts the column 100 and the upper beam.

Between the third end 1730 and the pillar, a reinforcing bar connecting the PC member 120 and the upper beam passes and is then filled with concrete. At this time, it is preferable to install a stirrup 1612 around the reinforcing bar connecting the PC member 120 and the upper beam.

The end of the fourth end 1740 may be in contact with the 'b' character PC member 120.

As described above, the second end 1720 is spaced apart from the PC member by a predetermined distance, and the fourth end 1740 is in close contact with the PC member. However, on the contrary, the second end 1720 may be in close contact with the PC member, and the fourth end 1740 may be spaced apart from the PC member by a predetermined distance. In addition, both the second end 1720 and the fourth end 1740 may be spaced apart from the PC member by a predetermined distance.

Accordingly, the first end 1710 or the third end 1730 reinforces the shear force of the column 100 or the upper beam, and the second end 1720 or the fourth end 1740 is the 'b' character PC member ( 120) to reinforce the shear force.

The reinforcement beam 1610 has a 'T' shape when viewed from the front, and there is an empty space in which the concrete is filled. The reinforcing beam 1610 and the upper beam (existing beam) are joined by filling concrete between the upper beam where the head reinforcement 1611 is installed and the reinforcing beam 1610 having an empty space therein.

The 'b' shaped angle 1620 may be connected using the 'b' shaped angle 1620 because the width of the 'b' shaped PC member 120 is greater than the width of the pillar 100.

The iron plate connecting portion 1630 is connected to the steel plate by welding the reinforcing bars of the 'b' character PC member 120 and the reinforcing bars in the lower beam. The iron plate connection 1630 is shown in more detail in FIG. 14.

18 illustrates in detail the coupling state of the reinforcing beam and the existing beam.

Referring to FIG. 18, it can be seen that the existing beam and the reinforcing beam 1610 are connected by the head reinforcement and concrete.

19A is a perspective view of the reinforcing beam 1610 from above, and FIG. 19B is a perspective view of the reinforcing beam from below.

19C is a side view of reinforcing beam 1610, FIG. 19D is a front view of reinforcing beam 1610, and FIG. 19E is a rear view of reinforcing beam 1610. 19F is a view from above of the reinforcement beams 1610.

FIG. 20 illustrates the combination of the 'b' character PC member and the pillar using the 'b' character angle 1620.

Referring to FIG. 20, since the width of the 'b' character PC member 120 is greater than the width of the pillar 100, the 'b' character angle 1620 may be connected to each other.

When viewed from the front, the 'b'-shaped PC member 120 and the pillar 100 are joined by an angle 1620, but the rear side similarly the' b 'shaped PC member 120 and the pillar 100 at an angle ( 1620).

Figure 21 shows that the upper or lower shear shear of the existing column during the earthquake.

Referring to FIG. 21, when a PC member is inserted in a 'ㅁ' or 'U' shape between a pillar and a pillar or between a beam and a beam, shear failure occurs at an upper or lower portion of the existing pillar when an earthquake occurs. The cross-sectional shear force of is the limit of the yield strength.

Fig. 22 shows that the 'U' or 'ㅁ' shape is formed by using the 'b' PC member, and the reinforcing bars are continuous.

FIG. 22A illustrates a method of obtaining the shear force of the rebar as an additional shear force by continually reinforcing the reinforcing bars on the upper and lower reinforcing PC members forming the 'ㅁ' shape.

As an example, the reinforcing bars of the upper 'B' PC member and the reinforcing bars of the upper beam are joined by coupler coupling (threaded coupling), and the reinforcing bars of the lower 'B' shaped PC member and the lower beams are connected by steel plate welding. It can be seen that.

FIG. 22B illustrates a method of obtaining the shear force of the rebar as an additional shear force by continually reinforcing the bars in upper and lower reinforcement PC members forming a 'U' shape.

FIG. 23 shows another embodiment of the PC member constituting the 'ㅁ' shape, and the shear key 1611 and the PC member installed on the beam or the column by casting the inside of the PC member 2330 having an empty interior in concrete. 2330 illustrates a coupled state.

Referring to Figure 23, by using the four 'b' shape or 'b' shape of the PC member between the pillar and the pillar or between the beam and the beam, to configure the 'ㅁ' shape, the pillar or The shear key 1611 and the PC member 2330 are connected by concrete pouring between the shear key 1611 and the PC member 2330 installed in the beam. At this time, the inside of the PC member 2330 should be empty.

In more detail, among the PC members constituting the 'ㅁ' shape, the cross section of the PC member which is in contact with the upper beam may be a '∪' shape, and the cross section of the PC member that is in contact with the lower beam may be a '∩' shape. . In addition, the cross section of the PC member abutting the left pillar may have a '⊃' shape, and the cross section of the PC member abutting the right pillar may have a '둥' shape.

Shear keys 1611 are provided on the upper beams, the lower beams, the left columns, and the right columns, and when the cast-in-place concrete is filled between the shear keys 1611 and the PC members, they are integrated with the existing columns or beam PC members. . Therefore, the shear force is increased by the shear key 1611, and thus a larger yield strength may be obtained. A detailed view between the PC member 2330 and the shear key 1611 is shown in detail in FIG. 18.

On the other hand, a part of the link member 2310 provided at the end of each PC member overlap each other, by inserting the reinforcing pin member 2320 through the overlapping portion, the connection between the PC member and the PC member is made.

FIG. 24 shows examples of cross sections of the PC member shown in FIG.

24A may be a cross section of an upper PC member, and FIG. 24B may be a cross section of an upper PC member.

The concrete to be cast in the field can be poured to each PC member using a good flow. On the other hand, it can be injected into the concrete as shown in Figure 24a, it may be injected as shown in Figure 24b.

As described above, the present invention has been described by specific embodiments such as specific components and the like. For those skilled in the art, various modifications and variations are possible from these descriptions. Accordingly, the spirit of the present invention should not be construed as being limited to the embodiments described, and all of the equivalents or equivalents of the claims, as well as the following claims, belong to the scope of the present invention .

1 PC member 2 Connection part
3: upper root 4: splice joint hardware
5: lower root 6: vertical member
7 horizontal member 8 connecting member
9: iron plate member 10: through hole
12: groove portion 16: rebar pin member
100: existing pillar 110: existing independent foundation
120: PC member 121: rebar
122: splice connecting iron 130: continuous reinforced foundation
132: floor reinforcement 410: first floor floor slab
420: first floor floor beams 440: reinforcing bar reinforcement
500: upstairs slab 520: upstairs beams
530: rebar welding 540: joined steel
1610: reinforcement beam 1620: angle
1630: iron plate connecting portion 1710: first end
1720: second end 1730: third end
1740: fourth end

Claims (16)

When the precast concrete member is composed of a horizontal member and a vertical member, arranging the horizontal member of each of the two precast concrete members to abut and installing the pillars between the pillars and the pillars; And
Inserting a 'T' shaped reinforcement beam between the vertical member and the upper beam of each of the two precast concrete members,
First and third ends, both ends of the horizontal portion of the 'T' shaped reinforcement beam, are located between the end of the vertical member of each of the two precast concrete members and the upper beam, and in the opposite direction to the upper beam. Second and fourth ends, both side ends of the vertical portion of the formed reinforcing beam, are located between the vertical members of each of the two precast concrete members,
The precast concrete member is a 'b' shaped precast concrete member, characterized in that the reinforcement of the shear force of the precast concrete. The method of claim 1,
The second end of the reinforcing beam is in contact with any one vertical member, and the fourth end of the reinforcing beam is reinforced with the other vertical member by a predetermined distance to reinforce the shear force of the precast concrete. How to. delete The method of claim 1,
And said reinforcing beam is a precast concrete member or a steel frame member. The method of claim 1,
How to reinforce the shear force of the precast concrete, characterized in that there is an empty space for injecting concrete inside the reinforcing beam. 3. The method of claim 2,
Attaching formwork to the spaced spaces between the fourth end and the other vertical member to fill the spaced spaces with concrete to reinforce the shear force of the precast concrete. The method according to claim 6,
The formwork is a method of reinforcing the shear force of the precast concrete, characterized in that the iron plate, wood plate, or tape. The method of claim 1,
Joining the reinforcing bars connected from below the lower beam and the reinforcing bars in the precast concrete member between the width length of the precast concrete member and the width length of the lower beam,
The width of the precast concrete member is greater than the width of the lower beams,
Joining of the reinforcing bar connected from the bottom of the lower beam and the reinforcing bar in the precast concrete member is joined by welding the reinforcing bar connected from the bottom of the lower beam and the reinforcing bar in the precast concrete member How to reinforce the shear force of the precast concrete, characterized in that. The method of claim 8,
And connecting the reinforcing bar connected to the bottom of the lower beam with the bottom reinforcing bar forming the foundation of the structure. delete The method of claim 8,
Reinforcing the reinforcing force of the precast concrete, characterized in that the reinforcing reinforcing reinforcement from the precast concrete member and the reinforcing reinforcement from the precast concrete located above, the protruding reinforcement is located outside the upper beam How to. The method of claim 1,
Removing a side from the side surface of the lower beam to the main root of the lower beam and inserting reinforcing bars into the removed space; And
Bonding the reinforcement of the inserted reinforcement with the precast concrete member;
Joining of the reinforcing bar connected from the bottom of the lower beam and the reinforcing bar in the precast concrete member is joined by welding the reinforcing bar connected from the bottom of the lower beam and the reinforcing bar in the precast concrete member How to reinforce the shear force of the precast concrete, characterized in that. 13. The method of claim 12,
And removing side surfaces of the lower beam that is in contact with the precast concrete member, and inserting reinforcing bars. 13. The method of claim 12,
And a plurality of bonded reinforcing bars extending downward of the lower beam, and connecting the plurality of bonded reinforcing bars with a bottom reinforcing bar forming a foundation of the structure. The method of claim 1,
Connecting the shear key and the precast concrete member by placing concrete between the shear key and the precast concrete member installed on the column or beam,
And the interior of the precast concrete member is hollow. The method of claim 15,
A method of reinforcing the shear force of precast concrete, characterized in that an injection hole for injecting concrete into the precast concrete member is formed in the precast concrete member.

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