JPH0366878A - Construction method for precast column and beam and precast anti-seismic wall - Google Patents

Abstract

PURPOSE:To provide a sufficient strength and rigidity by fitting the pillar mounting end part of a PC anti-seismic wall in a cotter-equipped groove in a pillar after completion of pillar erection, placing the anti-seismic wall, and pouring non-construction mortar in the plumb joint of the wall with pillar. CONSTITUTION:Pillar main rods 2 are arranged innermore than the normal position of pillar main rod, and grooves 1, 1 with cotter a little deeper than the wall thickness are furnished, and the outside is reinforced with a cotter reinforcing rod. Then a cotter 6 penetrating the section is furnished at the pillar mounting end faces of PC anti-seismic walls B, B, and reinforced with cotter reinforcing mild steel bar. After completion of erecting a pillar A, the pillar mounting end parts of the PC anti-seismic walls B, B are fitted in the grooves 1, 1 in the pillar A, and the PC walls B, B are placed, and then non- contraction mortar is poured in the plumb joint parts of walls B, B with pillar A. This provides consolidation of them in a single piece to give it a strength and rigidity equal to the case in which the anti-seismic wall is executed with consolidated placing concrete.

Description

DETAILED DESCRIPTION OF THE INVENTION (Field of Industrial Application) The present invention relates to a precast reinforced concrete structure and a method for constructing a shear wall.

(Prior Art) In reinforced concrete construction, the rigid frame prefabrication method, in which columns, beams, small beams, floor plates, etc. are made of precast members and assembled on site, is the most effective construction method for saving labor and shortening the construction period. Many methods have been developed for joining columns, beams, floor plates, etc., and many of these methods have proven their mechanical performance, but earthquake-resistant walls are often constructed using cast-in-place concrete.

(Problem to be solved by the invention) This is because when a shear wall is precast, the precast members are joined together, and in order to make the performance of the joint equal to that of cast concrete, it is necessary to match-weld the wall reinforcements and join them. The joining work is complicated and requires post-casting of concrete, so it has not been put into practical use.

The present invention was proposed in view of the above circumstances, and its purpose is to make earthquake-resistant walls precast, simplify the connection of precast columns and precast beams, and mechanically improve the mechanical performance of monolithic concrete. The object of the present invention is to provide a construction method for precast columns and beams and precast shear walls that can be made equivalent to the construction method and can save labor and shorten the construction period in rigid-frame prefabricated construction.

(Means for Solving the Problems) In order to achieve the above object, the method for constructing a precast column and beam and a precast shear wall according to the present invention includes arranging the main reinforcement on the shear wall mounting surface inside the normal column main reinforcement position. At the same time, we installed a precast reinforced concrete column in a predetermined position, which is made by providing a concave groove with a groove slightly deeper than the wall thickness on the same mounting surface and reinforcing the outside of the groove with a groove reinforcing bar. Precast reinforced concrete made by burying vertical reinforcing bars with reinforcing bar joining sleeves attached so that they protrude from the upper end of the wall plate, installing a cotter that penetrates the cross section on the column attachment end, and reinforcing a part of the cotter with reinforcing reinforcing bars. The structural shear wall is erected so that the column attachment end surface fits into the column's concave groove, and the vertical joint bar of the lower floor wall protruding from the floor is inserted into the reinforcing bar joint sleeve. Next, a precast reinforced concrete beam is installed on the shear wall, and the upper end protrusion of the vertical reinforcing bar of the shear wall is passed through a slit installed in the center of the cross section of the beam in the direction of the material axis. A precast reinforced concrete floor plate is installed, concrete IJ is poured on the slits of the beams and the intersections of the columns and beams, as well as on the upper surface of the floor plate, and non-shrinkage mortar is injected into the vertical joints of the columns and shear walls. It is composed of

(Function) According to the present invention, on the seismic wall mounting surface of a precast reinforced concrete column (hereinafter referred to as a PC column), the main reinforcing bars are arranged inside the normal column main reinforcing positions, and grooves with cotters are formed which are slightly deeper than the wall thickness. In addition, the outer side of the groove is reinforced with Kottar reinforcing bars, while the shear wall is made of precast reinforced concrete, and a part of the Kotoku that penetrates the cross section is provided at the end face where the column is attached, and a part of the Kotuta is reinforced with Kottar reinforcing bars. After completing the construction of the columns, the precast reinforced concrete shear walls (hereinafter referred to as PC shear walls) were erected so that the column attachment ends of the precast reinforced concrete shear walls (hereinafter referred to as PC shear walls) fit into the cocked concave grooves of the company. By injecting non-shrinkage mortar into the vertical joints of the shear walls and the columns, the shear walls and columns were joined together by the respective cotters provided on their joint surfaces, and the shear walls were constructed with single-piece concrete. The same strength and rigidity as the case can be obtained.

The shear wall is integrally joined to the lower floor shear wall by inserting the vertical joining reinforcing bars of the lower floor wall into the reinforcing steel joint sleeves provided at the legs of the vertical reinforcing bars built into the shear wall, Further, the upper end protrusion of the vertical reinforcing bar is passed through a slit provided in the axial direction at the center of the cross section of a precast reinforced concrete beam (hereinafter referred to as PC beam) installed on the shear wall,
By pouring concrete on the semi-finished precast reinforced concrete floor plates (hereinafter referred to as half-PC floor plates) placed on the beams, the slits of the beams, and the intersections of columns and beams, the shear walls, columns, and beam slabs are constructed. are joined together.

(Example) The present invention will be described below with reference to the illustrated embodiments.

As shown in FIGS. 13 to 15, when a horizontal force acts on the pure rigid frame columns, a bending moment acts on each column. Therefore, the bending strength of the independent column (a) will be greater if the main tension reinforcement is arranged far from the neutral axis position, so it is advantageous to arrange the main reinforcement of the column (b) as far outside the column cross section as possible. be.

However, as shown in Figures 16 to 18, the frame to which the shear wall (C) is attached resists as an I-shaped cross section along with the columns when a horizontal force is applied, so the main reinforcement of the column is Even if reinforcement is placed inside, it has little effect on the bending resistance of the holy cross-section member.

In the present invention, such cross-sectional performance is applied, and a groove (1a) with a groove (1a) slightly deeper than the thickness of the wall is provided on the end face of the PC column (4) where the earthquake-resistant wall is attached. The main reinforcing bars (2) on the surface where the grooves (1) are provided are arranged inside the normal column main reinforcing positions, and the grooves (1) are provided slightly deeper than the wall thickness of the shear wall, which will be described later. (Fig. 6) (Reference) When the depth of the concave groove (1) with a cotter is increased in this way, the same concave groove (1) is increased.
) will be unreinforced, so the outside of the groove (1) will be sufficiently reinforced with cotter reinforcing bars (4) in addition to the column reinforcements (3).

Figure 7 shows a cross section of a column without a shear wall, Figure 8 shows a case where a shear wall is installed in one direction, and Figures 9 and 10 show a shear wall installed on two adjacent sides of the column as well as a column. When installing on two opposing sides, the first
Figures 1 and 12 show cross-sections of each column when seismic walls are attached to three and four sides of the column, respectively.

A reinforcing bar joining sleeve is attached to the lower end of the column main reinforcement (2), and the upper end protrudes from the column head by an amount equal to the thickness of the slab plus the length required for joining the main reinforcement.

(Bl is a PC earthquake-resistant wall, and the column attachment end face is provided with a cotter (6) that penetrates the cross section, and the cotter (6) part is reinforced with a cotter reinforcing bar (8) in addition to the wall reinforcement (7). At the same time, vertical reinforcing bars 00) with reinforcing bar joining sleeves (9) attached to the legs were buried, and the upper end of the vertical reinforcing bars 0 It just stands out. (See Figures 4 and 5) The lower floor main reinforcement that protrudes from the column position on the floor is connected to the column reinforcement that is attached to the leg of the column main reinforcement (2) built into the column (G). said pillar (4) to be inserted into the sleeve for
The company will be fixed by injecting non-shrinkage mortar into the sleeve.

After completing the erection of the column (2), the end of the shear wall (a) where the cotter (6) of the shear wall fB+ is installed is the concave groove with cotter (1) of the column (4). ) and installed so that the vertical joint reinforcement (10'l) of the wall protruding from the floor surface at the shear wall position is inserted into the reinforcing steel joint sleeve (9) in the shear wall fil.

Next, a PC beam (0) having a sulin [111] provided in the center of the cross section in the direction of the material axis is installed so that the upper end protrusion of the vertical reinforcing bar 00 passes through the slit (11) of the beam,
After installing the half-PC floorboard on the beam (Q and performing the prescribed reinforcement work, the PC beam (0 Surin) was installed on the top of the shear wall fil (Part 111, Column-beam intersection) , pour concrete 0 on the top of the floorboards and complete the erection of the first floor.

Note that the vertical joint between the PC column (4) and the PC wall +B+ is integrated by injecting non-shrinkage mortar after sealing the periphery.

02) in the figure is mortar.

(Effects of the Invention) According to the present invention, as described above, a footer attachment groove is provided on the seismic wall mounting surface of the PC column, and a part of the footer is provided in the groove that penetrates the cross section of the PC earthquake-resistant wall. The PC shear wall is integrally joined to the PC column by inserting the attached end face of the column and injecting non-shrink mortar into the joint between the shear wall and the column, and the strength is the same as that of the cast-in-place concrete method. , rigidity is obtained.

According to the present invention, there is no work such as welding or post-cast concrete placement at the vertical joints of the shear walls, which significantly saves labor in the joining work and shortens the construction period.

The seismic wall mounting surface of the column has the main reinforcing bars arranged inside the normal column main reinforcing positions, and the outer side of the groove grooves with cotters is reinforced with kotta reinforcing bars, so that the cotter is slightly deeper than the wall thickness. It is possible to provide grooves with grooves without any structural concerns, and since the reinforcement reinforcing bars are arranged on the column attachment end face of the shear wall, the cock part that penetrates the cross section of the shear wall can be installed without any structural concerns. It can be provided without.

Furthermore, since the shear wall has reinforcing bar joining sleeves attached to the legs of the vertical reinforcing bars built into the same wall, by fitting the vertical joining bars of the lower floor wall into the sleeves, the shear wall can be fixed to a predetermined position. The upper end of the vertical reinforcing bar of the shear wall is firmly fixed in place, and the upper end protrusion of the vertical reinforcing bar of the shear wall is penetrated through a slit provided in the center of the cross section of the precast reinforced concrete beam installed on the shear wall, extending in the direction of the timber sleeve. Half-PC installed in
The earthquake-resistant wall, columns, beams, and slabs are integrally joined by pouring concrete on the floorboards, in the slits, and at the intersections of columns and beams.

[Brief explanation of drawings]

Fig. 1 is a longitudinal front view showing the implementation status of one embodiment of the method for constructing precast columns and beams and precast shear walls according to the present invention, Fig. 2 is a longitudinal side view thereof, Fig. 3 is a cross-sectional plan view thereof, and Fig. 3 is a longitudinal sectional side view thereof. Figure 4 is a perspective view of a PC shear wall, Figure 5 is a partial vertical cross-sectional view thereof, Figure 6 is a perspective view of a PC column, Figure 7 is a cross-sectional plan view of a conventional PC column, and Figures 8 to 12. is p in the present invention
c A cross-sectional plan view showing each example of the column, FIG. 13 is a front view showing the state of the pure frame when horizontal force is applied, FIG. 14 is a cross-sectional plan view thereof, FIG. 15 is a stress distribution diagram of the column, 16
The figure is a front view of the wall-mounted frame, FIG. 17 is a cross-sectional plan view thereof, and FIG. 18 is a stress distribution diagram thereof. Capacity...PC column, (Bl...PC shear wall, (0...PC beam, (D+-...concrete, (1)...concave groove with pitcher, (2)...
・Main reinforcement (4)...Kotter reinforcing bar, (5)...Sleeve for joining reinforcing bars, (6)...Kotter (8)...Footer
Reinforcement bar, (9)... Sleeve for joining reinforcing bar, qO)... Vertical reinforcing bar, (11)... Slit.

Claims (1)

[Claims] The main column reinforcement on the seismic wall mounting surface is placed inside the normal column main reinforcement position, and a concave groove with a cotter is provided on the mounting surface, which is slightly deeper than the wall thickness, and the outside of the groove is reinforced with cotter reinforcing bars. After erecting a precast reinforced concrete column in a predetermined position, vertical reinforcing bars with reinforcing bar joining sleeves attached to the legs are buried so as to protrude from the upper end of the wall board, and a cotter that penetrates the cross section is installed at the end of the column. A precast reinforced concrete shear wall made by reinforcing the cotter part with cotter reinforcing steel is built so that the column mounting end surface fits into the cotter groove of the column, and a sleeve for joining the reinforcing bars is installed from the floor surface. The projecting vertical reinforcement of the lower floor wall is installed so that it is inserted, and then a precast reinforced concrete beam is installed on the shear wall, and the shear wall is inserted into a slit installed in the center of the cross section of the beam in the direction of the material axis. The upper end protrusion of the vertical reinforcing bars is passed through, and then a semi-finished precast reinforced concrete floor plate is installed on the beam, and concrete is poured on the slit of the beam and the intersection of the column and beam as well as the upper surface of the floor plate, and the column and earthquake-resistant A method for constructing precast columns and beams and precast shear walls, characterized by injecting non-shrinkage mortar into vertical joints of walls.