JP6417067B1 - Seismic composite wall - Google Patents

Abstract

[PROBLEMS] It is not necessary to use parts such as separators for placing concrete, and it is possible to secure earthquake resistance by using a thin iron plate. To provide an earthquake-resistant composite wall that can be constructed efficiently without the need to remove the frame.
A seismic composite wall includes an opposing outer plate formed by connecting each of opposing rectangular iron plates 2A and 2B in a lateral direction, and concrete 10 placed in a space between the outer plates. A plurality of rebar trusses 3 juxtaposed at predetermined intervals in the space between the steel plates 2A and 2B, and a fastening member 4 that restrains the rebar trusses 3 at a fixed position between the steel plates 2A and 2B are integrated. ing. Each reinforcing bar truss 3 includes two parallel reinforcing bars 31 </ b> A and 31 </ b> B extending vertically and a wave-shaped lattice bar 32 positioned between both reinforcing bars. One top of the wave of the lattice 32 is joined to one reinforcing bar 31A, and the other top of the wave is joined to the other reinforcing bar 31B by welding.
[Selection] Figure 3

Description

  TECHNICAL FIELD The present invention relates to a seismic wall that is structurally designed to resist earthquake shaking in a reinforced concrete structure. In particular, the present invention integrates a relatively thin steel plate and concrete to exhibit seismic resistance. It relates to the seismic composite wall.

  A conventional reinforced concrete seismic wall is formed by placing concrete between wooden wall forms, which are temporary materials, and the inside of the concrete penetrates the reinforcing bars in the vertical and horizontal directions. The wall formwork is fixed from the outside using square steel pipes and separators. After the concrete has hardened, it is necessary to disassemble the wall formwork and remove it. .

  There is a thing using a thin iron plate as a wall formwork, and in order to prevent the deformation of the iron plate due to the placement of concrete, a separator is attached through the iron plate. Since the steel plate for wall formwork needs to be removed after the concrete has hardened, the work efficiency is lowered.

  As a seismic wall, there is a steel plate concrete structure wall in which two steel plates are fastened by a headed stud and concrete is filled between the steel plates and integrated. Filled concrete acts as a constraining material that contributes to building rigidity and suppresses local buckling of the steel sheet, so that the proof stress of the steel sheet is maximized.

  Steel plate concrete structure walls are mainly used for buildings of nuclear facilities. Since this type of steel plate concrete structural wall requires shielding performance, the wall thickness is thicker than that of a general earthquake resistant wall, and a relatively high strength is required including the thickness of the steel plate. Further, since the steel plate and the concrete are integrated using the headed stud, a steel plate having a thickness capable of welding the headed stud is required, and a thin steel plate cannot be used.

  As a seismic composite wall using a thin steel plate, a steel plate concrete structure wall constructed using an embedded formwork with truss bars that plays a role as a temporary material has been proposed recently. This steel plate concrete structure wall has a plurality of embedded molds with truss bars back to back with appropriate spacing between steel plates (steel sheets), and the upper chord material of the truss bars in one embedded mold frame with truss bars, In the embedded form with truss bars, placed in the state of entering between the upper chord members of the truss bars, to constitute the wall formwork, and insert the dowel muscles between the upper chord members that have entered each other into the wall type After restricting the interval of the frames, the concrete is constructed by placing concrete inside the wall mold (see, for example, Patent Document 1). Before the embedded molds with truss bars are arranged back to back, the horizontal bars are arranged in one of the embedded molds with a truss tight and are bound to the lower chord material by iron wires.

Japanese Unexamined Patent Publication No. 7-54428

  In order to construct the steel plate concrete structure wall described in Patent Document 1, one embedding mold frame with truss bars is built in, and after the other embedding mold frame with truss bars is built in, the upper chords that enter each other Although the Giber muscle is inserted between the muscles, the operation of inserting the Giber muscle requires a lot of work, and the work efficiency is remarkably lowered. In addition, since the space between the formwork is regulated by holding the truss bars via the dowel bars, it is difficult to ensure accuracy in the wall thickness direction depending on how the dowel bars are inserted and how they contact the truss bars. In addition, it is necessary to slide the horizontal stripes one after the other using the one longer than the form width. Furthermore, the final action of the horizontal stripes is difficult and the work is difficult. Furthermore, when the concrete is placed, the side pressure applied to the embedded form with each truss bar increases as the lower layer of the wall. However, the steel plate concrete structure wall described in Patent Document 1 sufficiently withstands the side pressure of such concrete. It cannot be said that the structure is obtained. There is also a problem that the wall thickness is restricted by the height of the two truss bars.

  The present invention has been made paying attention to the above problems, and it is not necessary to use parts such as a separator for placing concrete, and it is possible to ensure earthquake resistance using a thin iron plate. A further object of the present invention is to provide a seismic composite wall that can be efficiently constructed without the need for reinforcement work at the construction site or removal of the wall formwork.

The seismic composite wall according to the present invention includes an opposing outer surface plate formed by connecting the opposing rectangular iron plates in the lateral direction, and concrete placed in a space between the outer surface plates between the iron plates. A plurality of rebar trusses juxtaposed at a predetermined interval in the space and a fastening member that restrains each rebar truss at a fixed position between the steel plates are integrated. Each rebar truss includes two parallel rebars extending vertically and a corrugated lattice located between the two rebars, with one top of the lattice wave on one rebar and the other top of the wave Are joined to the other rebar by welding. The binding members are arranged horizontally on the inner surface of one iron plate at predetermined intervals, and horizontally on the inner surface of the other iron plate at predetermined intervals. A plurality of second binding muscles. Each of the first and second binding muscles is integrally provided with a linear valley portion fixed by welding on the steel plate and a plurality of peak portions that are continuous at intervals matching the array interval of the reinforcing bar trusses, Each reinforcing bar truss is held between the peak portion of the binding muscle and the peak portion of the second binding muscle.

The seismic composite wall according to the present invention, for example, a plurality of rebar trusses arranged in parallel in the space between opposing steel plates and each rebar truss constrained at a fixed position between steel plates by a fastening member, These are built on site and constructed by placing concrete after building the outer plate. As for the wall thickness, the truss bars are combined in the factory, the position is secured, and the iron plate is resistance-welded, so that accuracy is secured.
When placing concrete, the combination of truss bars and binding members prevents the deformation of the two steel plates and acts as a separator that receives the lateral pressure during concrete placement. The distance between the opposing steel plates is maintained. Be drunk. The opposing iron plate functions as a wall form to secure the shape to support the semi-fluid concrete until it hardens and becomes self-supporting.
After the concrete is hardened, the opposing steel plate and concrete are integrated through a plurality of trusses and a fastening member that restrains each truss in place between the steel plates. Reinforcing bars resist each. In addition, since each steel bar of the reinforcing bar truss and the concrete are integrated to prevent buckling of the steel plate, shear strength is secured by the steel plate, and the ability to resist horizontal load (side pressure) of the earthquake is obtained. Directional rebar can be omitted. In addition, when the adjacent iron plates are welded, the shear strength of the iron plates is increased.
Furthermore, the reinforcing bars and lattice bars of the rebar truss are placed in the concrete thickness, and the steel plate and the concrete are integrated so that the concrete prevents the temperature of the reinforcing bar and the steel plate from rising. Secured.

  In one embodiment of the present invention, the lattice truss of the reinforcing bar truss is welded to the opposing surface of the reinforcing bar, but each peak of the wave may be welded to the side of the reinforcing bar.

In a preferred embodiment, the first and second binding bars are welded to the inner surface of the iron plate in order to increase the welding amount between the first and second binding bars and the iron plate to prevent buckling of the iron plate. The troughs are superimposed on the reinforcing bars that are fixed horizontally, and fixed by flare welding.

  Since the lateral pressure applied to each iron plate as a wall formwork when placing concrete increases in the lower layer, the reinforcing bars and the first and second binding bars have a vertical space below the upper layer of the wall. It is desirable to arrange the side to be smaller, so that the amount of welding on the lower layer side of the wall is higher than the upper layer side of the wall.

  The reinforcing reinforcing bars are preferably fixed by resistance welding to ribs extending in the vertical direction formed at predetermined intervals on the inner surface of the steel plate. More preferably, each 1st, 2nd binding muscle is hold | maintained by welding each rebar of each rebar truss to the inner surface of the top part of a peak part in the position of the top part of a lattice muscle.

  According to this invention, it is not necessary to use parts such as a separator for placing concrete. Moreover, it became possible to ensure earthquake resistance by using a thin iron plate and integrating with concrete through a reinforcing bar truss and a binding member. Furthermore, it is possible to construct an earthquake-resistant composite wall efficiently without the need for reinforcement work at the construction site or removal of the wall formwork.

It is the front view which abbreviate | omitted and showed the seismic composite wall of one Embodiment. It is the rear view which abbreviate | omitted and showed the earthquake-resistant synthetic | combination wall of one Embodiment. It is a top view which expands and shows the earthquake-resistant synthetic | combination wall of embodiment of FIG. It is sectional drawing which follows the AA line of FIG. It is sectional drawing which follows the BB line of FIG. It is sectional drawing which expands and shows the joining state of the trough part of a binding muscle, and a reinforcing steel bar, and the joining state of a reinforcing steel bar and a steel plate.

  FIG. 1 and FIG. 2 show the appearance of the front surface and the back surface of a seismic composite wall 1 according to an embodiment of the present invention. In addition, the figure has shown a part of earthquake-resistant synthetic | combination wall 1, and is continuing to right and left in the figure. As shown in FIGS. 1, 2, and 3, the seismic composite wall 1 is a space between the outer plates 1A, 1B formed by connecting the opposing iron plates 2A, 2B in the lateral direction and the outer plates 1A, 1B. The concrete 10 to be placed on the steel plate 2A, a plurality of rebar trusses 3 arranged side by side with a certain interval p in the space between the steel plates 2A and 2B, and the rebar trusses 3 are positioned between the steel plates 2A, 2B (see FIG. In the example shown, it is integrated through a fastening member 4 constrained to a central position). In the following description, the direction in which the iron plates 2A and 2B are connected is referred to as the “width direction”, and the direction orthogonal to the width direction, that is, the longitudinal direction of the iron plates 2A and 2B is referred to as the “length direction” or the “height direction”. "

  Each iron plate 2A, 2B opposes at a certain distance d. As shown in FIG. 1, the adjacent one of the iron plates 2A and 2A is connected by overlapping the plate 11 between the edges to be connected and welding between the plate 11 and the edge of each iron plate 2A. However, it is also possible to connect using reinforcing bars for joining. The connection between the other adjacent iron plates 2B, 2B is also as shown in FIG. 2, and the description thereof is omitted here. In the following description, one iron plate 2A may be referred to as “first iron plate 2A” and the other iron plate 2B may be referred to as “second iron plate 2B”.

  Each iron plate 2A, 2B is a relatively thin rectangular iron plate having a width that is good for transportation and workability, a length (height) of 2000 to 4000 mm, and a thickness of 0.8 to 2.2 mm. In order to maintain the performance for many years, a plated steel sheet excellent in corrosion resistance and rust prevention effect, specifically, a hot dip galvanized steel sheet specified in JIS standard is used. On opposite surfaces (inner surfaces) of the iron plates 2A and 2B, ribs 21 extending in the vertical direction are formed over the entire width at a constant interval t in accordance with the required welding amount. As shown in FIG. 6, each rib 21 in the illustrated example is formed by bending and folding the iron plates 2 </ b> A and 2 </ b> B inward, and the cross-sectional shape orthogonal to the length direction is a triangular shape with a sharp tip edge. is there.

  As shown in FIGS. 3 to 5, a plurality of reinforcing reinforcing bars 22 </ b> A are fixed to the inner surface of the first iron plate 2 </ b> A horizontally and in parallel with each other at a predetermined interval s. On the inner surface of the second iron plate 2B, a plurality of reinforcing bars 22B are fixed horizontally and parallel to each other at a predetermined interval s, differing in height from the reinforcing bars 22A of the first iron plate 2A. Has been. By these reinforcing reinforcing bars 22A and 22B, the first and second iron plates 2A and 2B are prevented from buckling, the shear strength is increased, and the seismic strength of the iron plates 2A and 2B is further increased. 4 is a cross-sectional view taken along the line AA in FIG. 3, and FIG. 5 is a cross-sectional view taken along the line BB in FIG. 3, but the illustration of the concrete 10 is omitted in each figure.

  For example, steel bars having a diameter of about 13 mm are used as the reinforcing bars 22A and 22B. The reinforcing troughs 22A and 22B fixed to the first and second iron plates 2A and 2B are fixed by welding the straight valley portions 51 of the first and second binding muscles 5A and 5B described later. Is done. As shown in FIG. 6, the reinforcing reinforcing bars 22 </ b> A and 22 </ b> B are subjected to resistance welding (indicated by X in the drawing) between the plurality of ribs 21 protruding from the inner surfaces of the iron plates 2 </ b> A and 2 </ b> B. Is fixed to the iron plates 2A and 2B.

  Each iron plate 2A, 2B serves as a wall formwork when placing concrete. Since the lateral pressure applied to each iron plate 2A, 2B increases in the lower layer, it is desirable to set the vertical space s between the reinforcing reinforcing bars 22A, 22B so that the lower layer side of the wall is smaller than the upper layer of the wall. As a result, the density of the reinforcing bars 22A and 22B and the amount of welding are increased stepwise on the lower layer side of the wall from the upper layer of the wall, and can sufficiently counter the side pressure.

  In this embodiment, four rebar trusses 3 are provided in parallel between the steel plates 2A and 2B, and the interval p between the adjacent rebar trusses 3 and 3 is set to an equal value. Each reinforcing bar truss 3 includes two straight reinforcing bars 31A and 31B extending in parallel in the vertical direction and a lattice bar 32 positioned between both reinforcing bars 31A and 31B. In the following description, the reinforcing bar 3A of the reinforcing bar truss 3 near the first reinforcing plate 2A is referred to as "first reinforcing bar 3A", and the reinforcing bar 3B of the reinforcing bar truss 3 close to the second reinforcing plate 2B is referred to as "second reinforcing bar". 3B ".

  Each of the reinforcing bars 31A and 31B is a straight steel material having a circular cross-sectional shape. In this embodiment, for example, a deformed steel bar of JIS G3112 standard product is used. In addition, for the lattice muscle 32, for example, a JIS G3532 standard iron wire is used. The lattice muscle 32 has a waveform shape that vibrates in the same plane with the same amplitude. Each top 32a of the wave is joined to the first reinforcing bar 31A and each other top 32b of the wave is joined to the second reinforcing bar 31B by resistance welding. The period of the wave coincides with the vertical distance s between the reinforcing bars 22A and 22B, and the lower layer side of the wall is smaller than the upper layer of the wall.

  Each reinforcing bar truss 3 is constrained by a binding member 4 at a central position between the steel plates 2A and 2B. The binding member 4 reinforces the inner surface of the second iron plate 2B and a plurality of first binding muscles 5A arranged horizontally on the inner surface of the first iron plate 2A at the same interval as the interval s of the reinforcing reinforcing bars 22A. A plurality of second binding muscles 5B arranged horizontally at the same interval as the interval s of the reinforcing bars 22B. Since the first and second binding muscles 5A and 5B are fixed to the inner surfaces of the first and second iron plates 2A and 2B via the reinforcing reinforcing bars 22A and 22B, respectively, the first binding muscles 5A and 5B The space s between 5A and the space s between the second binding muscles 5B and 5B are smaller on the lower layer side of the wall than the upper layer of the wall.

  Each of the first and second binding muscles 5A and 5B is formed in such a form that a mountain is bent by bending an iron wire having a diameter of 6 mm, and the first and second reinforcing reinforcing bars 22A and 22B are formed on the first and second reinforcing bars 22A and 22B. A linear trough portion 51 that is overlapped and fixed by flare welding and a plurality of (four in this embodiment) peak portions 52 that are connected at a distance that matches the interval p of the reinforcing bar truss 3 are integrally provided. Yes. In FIG. 6, W indicates a joint by flare welding. The top portions 52 a and 52 b of each mountain portion 52 form an acute angle, the inner surface of the top portion 52 a is formed in a curved surface that follows the outer shape of the second rebar 31 B of the reinforcing bar truss 3, and the inner surface of the top portion 52 b is the first reinforcing bar 31 A of the reinforcing bar truss 3. It is formed in a curved surface along the outer shape. The height h of each top 52a, 52b from the trough 51 is the height at which each top 52a, 52b exceeds the center line c between the steel plates 2A, 2B, specifically, half the width of the rebar truss 3. The height reaching 1 is set.

  The first binding bar 5A is held by welding the second reinforcing bar 31B of each reinforcing bar truss 3 to the inner surface of the top part 52a at the position of one top part 32b of the lattice bar 32 of the reinforcing bar truss 3. The second binding muscle 5B is held by welding the first reinforcing bar 31A of each reinforcing bar truss 3 to the inner surface of the top part 52b at the position of the other apex 32a of the lattice 32 of the reinforcing bar truss 3. Thereby, each rebar truss 3 is hold | maintained in the state pinched | interposed between the peak part 52 of 5 A of 1st binding muscles, and the peak part 52 of 2nd binding muscles 5B.

The seismic composite wall 1 configured as described above has a plurality of rebar trusses 3 juxtaposed in a space between opposing steel plates 2A and 2B, and each rebar truss 3 is constrained to a fixed position between the steel plates 2A and 2B by a fastening member 4. A plurality of products are produced in a factory, and these are connected at the site to construct the outer plates 1A and 1B, and then are constructed by placing concrete.
At this time, the combination of the truss bar 3 and the binding member 4 serves to prevent deformation of the iron plates 2A and 2B and to serve as a separator that receives a side pressure when placing concrete. The distance between the opposing iron plates 2A and 2B Is preserved. When placing concrete in the space between the outer plates 1A and 1B, the opposing iron plates 2A and 2B are wall molds that secure the shape to support the semi-fluid concrete until it hardens and becomes self-supporting. Function as.

  After the concrete has hardened, the iron plates 2A and 2B are left without being removed. The facing iron plates 2A and 2B and the concrete 10 are a plurality of trusses 3 and each truss 3 is fixed between the iron plates 2A and 2B. The first and second binding muscles 5A and 5B of the binding member 4 constrained in position are integrated with each other. Concrete is mainly used for compressive force, and reinforcing bars 31A and 31B are mainly used for tensile force. resist. Further, since the reinforcing bars 31A, 31B of the reinforcing bar truss 3 and the concrete 10 are integrated to prevent buckling of the steel plates 2A, 2B, the shear strength is secured by the iron plates 2A, 2B, and the horizontal load (side pressure) of the earthquake. The ability to withstand resistance is obtained, and the horizontal reinforcing bars can be omitted.

  The reinforcing bars 31A and 31B and the lattice bars 32 of the reinforcing bar truss 3 are placed in the thickness of the concrete 10, and the steel plates 2A and 2B and the concrete 10 connect the reinforcing bars 5A and 5B of the reinforcing bar truss 3 and the binding member 4, respectively. Since the concrete 10 prevents the reinforcing bars 31A and 31B and the iron plates 2A and 2B from rising in temperature, the fire resistance is ensured.

DESCRIPTION OF SYMBOLS 1 Seismic composite wall 1A, 1B External plate 2A, 2B Iron plate 3 Reinforcement truss 4 Tightening member 5A, 5B Tightening muscle 21 Rib 22A, 22B Reinforcing bar 31A, 31B Reinforcement 32 Lattice muscle

Claims (6)

The opposing outer surface plates formed by connecting the opposing rectangular iron plates in the lateral direction and the concrete placed in the space between the outer surface plates form a predetermined interval in the space between the iron plates. A plurality of rebar trusses arranged side by side and a fastening member that restrains each rebar truss at a fixed position between steel plates, and each rebar truss includes two parallel rebars extending vertically, A wave-shaped lattice muscle located between the two reinforcing bars, one of the tops of the waves of the lattice muscle is joined to one of the reinforcing bars, the other top of the wave is joined to the other reinforcing bar by welding ,
The binding members are arranged horizontally on the inner surface of one iron plate at predetermined vertical intervals and horizontally on the inner surface of the other iron plate at predetermined vertical intervals. A plurality of second binding muscles, wherein each of the first and second binding muscles has a linear trough portion fixed by welding on the iron plate, and an interval that coincides with the arrangement interval of the reinforcing bar trusses. A seismic composite wall that is integrally provided with a plurality of ridges connected to each other and is held in a state where each reinforcing bar truss is sandwiched between the ridges of the first and second binding muscles .   The seismic composite wall according to claim 1, wherein the lattice bars of the reinforcing bar truss are welded to the opposing surfaces of the reinforcing bars, respectively. 2. The seismic composite according to claim 1 , wherein each of the first and second binding muscles is fixed by flare welding with the valleys overlapped on a reinforcing reinforcing bar horizontally fixed to the inner surface of the iron plate by welding. wall. The seismic composite wall according to claim 3, wherein the reinforcing reinforcing bars and the first and second binding bars are arranged such that the upper and lower intervals are smaller on the lower layer side of the wall than on the upper layer of the wall. The seismic composite wall according to claim 3 or 4 , wherein the reinforcing reinforcing bars are fixed by resistance welding to ribs along the vertical direction formed at predetermined intervals on the inner surface of the iron plate . 6. Each of the first and second binding muscles is held by welding each reinforcing bar of each reinforcing bar truss to the inner surface of the peak of the peak at the position of the top of the lattice. A seismic composite wall according to any one of the above.