JPS6062352A - Steel and concrete synthetic durable wall - Google Patents

Abstract

(57) [Summary] This bulletin contains application data before electronic filing, so abstract data is not recorded.

Description

[Detailed Description of the Invention] (Industrial Application Field) This invention is applicable to civil engineering and architectural structures that exhibit strength due to the composite effect of the surfaces on both sides, the steel frame that connects them, and the unreinforced concrete filled inside. Steel/concrete-1-
It concerns composite load-bearing walls.

(Problems to be Solved by the Invention) Conventional load-bearing walls in civil engineering and architectural structures are constructed of two-inch concrete walls each having vertical and horizontal reinforcing bars inside. In particular, load-bearing walls for structures with large spaces such as large-scale reinforced concrete structures that require high seismic performance are extremely thick.

In fact, some of the lower floors are as thick as 3M.

This invention effectively arranges steel frames instead of conventional reinforcing bars, and makes them lighter than conventional load-bearing walls. This structure further improves seismic performance and streamlines various construction processes.

The wall thickness of conventional large-scale load-bearing walls with high seismic resistance requirements is determined by referring to the section on shear walls in the Architectural Institute of Japan's Reinforced Concrete 1 - Structural Calculation Standards and Commentary. In other words, the upper limit of the ratio of vertical and horizontal reinforcing bars to the cross-sectional area of the wall is 1°2.
%, and the upper limit of the shear stress against earthquake force is considered to be 36 kg/-, which is the value obtained by multiplying the reinforcing bar ratio by the strength of the reinforcing bars used for the reinforcing bars, 3000 kg/cJ. On the other hand, since these load-bearing walls are subject to vertical loads at the same time, when determining the wall thickness, the earthquake force should be approximately 24 kg/cm (generally design standard strength Fc = 24 kg/-), which is lower than the above 36 kg/-
Since 0 kg/- is used, 0. (equivalent to IPc).

In other words, the value obtained by dividing the design seismic force by the cross-sectional area of the wall is 2
The weight is kept at about 4 kg/cJ, and reinforcing bars of about 1% of the cross-sectional area of the wall are placed vertically and horizontally. (See Figure 1.) According to these methods, in order to improve seismic performance,
If the design seismic force is increased, the wall thickness must be increased to keep the shear stress level constant. Increasing the wall thickness increases the weight of the building, which further increases the seismic force, creating a vicious cycle. By the way, in large-scale reinforced concrete structures, concrete accounts for the bulk of the structure.

In order to solve these problems, it is theoretically desirable to reduce the weight of the building, that is, the weight of the load-bearing walls, and to increase the load-bearing strength of the load-bearing walls. To this end, it would be easier to use more steel plates, which have higher yield strength relative to weight than concrete 1-, but Tllll material has a drawback in terms of its price. Therefore, this invention achieves the above object by combining the advantages of concrete 1, which requires as little preparation as possible and is resistant to compression, into a steel/concrete composite wall.

On the other hand, in large-scale plants, there are many pieces of equipment and piping, and their supporting hardware is often attached to load-bearing walls, or the piping and the like often penetrate through the load-bearing walls. In particular, when attaching supports (1) to load-bearing walls, conventionally a huge number of steel plates, or embedded hardware, as shown in Figure 2, were attached to the surface of the reinforced concrete load-bearing wall in advance before concrete was poured. , place the concrete, and install the supporting hardware after it hardens.However, the positions where the embedded hardware is installed vary, and there are many changes in the installation position at the time of equipment 1. piping installation. There are many problems in construction and design.In contrast, in this invention, steel plates are exposed in a regular shape on the surface of the load-bearing wall, and supporting hardware can be installed in the factory or on site using them. This solves the above problems.

(Structure of the invention and embodiments thereof) As described in the claims section, the structure of the present invention is applied to both surfaces of a load-bearing wall that receives vertical force, shear force, and bending moment of a structure. It is a steel/concrete composite load-bearing wall that is constructed of steel frames arranged in a lattice pattern, the supporting points of which are tied together with steel frames, and the interior is filled with concrete.

The embodiment is as shown in FIG. 3 and subsequent figures, and the details will be described with respect to the embodiment shown in the drawings.

The structure of the steel frame in Fig. 3 is as shown in Fig. 4, in which steel frames L having an R-shape are set up in a lattice on both sides of the wall, and their fulcrums are fastened together by steel frames 2 having an A-shape. The inside was filled with concrete 1-3. The structure of the steel frame may be shaped as shown in FIGS. 5 I to IV depending on various design conditions of the load-bearing wall. Further, the wall surface may be covered with the steel plate 4. As for how to close it, if it covers the entire surface of both sides as shown in Fig. 6 1, if it covers the entire surface of piece 1 in Fig. 6 11, if it covers the area near the end of the wall and the wood edge 1 in Fig. 6 (■), Further, if necessary, the sea urchin (J) in FIG.

On the other hand, FIG. 7 shows a continuous vertical steel plate 4 that is a member that connects the steel frames on the surface to each other.

Next, to explain the method of constructing a steel frame according to the present invention, assembling a steel frame consists of production in a factory and assembly on site. The external dimensions are determined by considering both the size of the lifting capacity at the site.

Based on these conditions, FIG. 8 shows the on-site joining position C of the frame of the present invention. Fig. 8■ This is a type in which ten-shaped binding materials are joined on-site to the framework on both surfaces, and is relatively easy to manufacture in a factory. Figure 8 (■) is a type in which horizontal members on both sides are joined on-site to a frame consisting of vertical members on both sides and ten-shaped fastening members. Although the number of connections required on-site is large, the manufacturing unit at the factory is It has a simple shape and is easy to transport. Figure 8.

■ is a type in which one or more H-shaped pieces are made in a factory by integrating the surface steel frame and binding materials, and only the horizontal materials on the surface are joined on-site, and the number of joints on-site is the least. be. Figure 8 IV shows a type in which the surface steel frame and fastening material are made in a 1-shape shape, and the number of connections is small when the wall thickness becomes thick. FIG. 9 shows the method of joining the joints, where I indicates bolts, ▪ indicates welding, and ▪ indicates a combination of bolts and welding. FIG. 10 shows an example of how the piping support hardware 5 is removed, and FIG. 11 shows a detailed example of the case where there is a through hole 6.

The cross-sectional shapes of the steel frame L are 1゛ shape, L shape, and I-1 shape.

The steel frame 2 may have a C-shape or the like, and the cross-sectional shape of the steel frame 2 may be a ten-shape, an H-shape, a one-mouth shape, or the like.

(Function of the Invention) Next, the strength against horizontal forces such as seismic forces due to the composite effect of steel and concrete, which is a feature of the present invention, will be explained. A section A in FIG. 4 is shown in FIG. 12. The evaluation of the in-plane shear strength of this wall is based on a truss made of steel frames 1 set in a lattice pattern on the surface of the wall and compressed diagonals of filled concrete 1 and 3 as shown in Fig. 13. It can be evaluated as The effective width W of this I-lath concrete compression diagonal member can be evaluated as part B shown in FIG. 13H.

This is the projected width of the steel frame 2 in the diagonal direction in FIG.

In this manner, the present invention effectively utilizes the compression-resistant properties of concrete by appropriately structuring steel materials.

Here, taking as an example the case where the strength of the load-bearing wall according to the present invention is determined by concrete compression diagonals, the required wall thickness will be compared with that of a conventional reinforced concrete load-bearing wall that is shear reinforced with reinforcing bars. External forces are assumed to be only horizontal forces such as earthquakes. As shown in Figure 14, as a conventional load-bearing wall, the wall thickness is 2.0 m, and the reinforcing bars are 038 mm in 4 stages on both sides.
Assume that the φ interval is 250 mm. This means that the reinforcement ratio is 0.91%, and according to the strength calculation formula of the Architectural Institute of Japan/Reinforced Concrete Structure Calculation, if the material of the reinforcing bars is 8035, the allowable horizontal shearing force is 27.4 kg/cnl. If this is a shearing force per unit length, it is 548t/
It is m.

The wall thickness according to the present invention having the same yield strength is increased.

FIG. 15 shows a diagram of one unit partitioned into an r-shape. In this example, the lattice-shaped steel beams 1 are spaced 150 cm apart both vertically and horizontally, and the half width of the steel frame 2 that connects the lattice-shaped steel frames is 30 cm. In addition, the strength of concrete 1- is 240 kg/-, and the allowable stress is 2/3 x 240 =
160 kg/cn! shall be. Under these conditions, the first
When considering the strength of the concrete compression diagonal members in the 3rd deck, it is 678
8X wall thickness t (kg).

The horizontal component of this value and the previously mentioned 548 t/m x 1
．． If we set 5m as equal and take the required walls jl and l:, we get
It will be 171cm. That is, compared to the conventional wall thickness of 2.0 M, according to the construction method of the present invention, 1.7 M is sufficient. Also, if the wall) γ decreases, the number of m stars decreases, and the seismic force also decreases, so it will decrease further. Furthermore, by changing the spacing between the lattice-shaped steel frames and the size of the cross-shaped tie members, it is possible to adjust the wall thickness by 8111 degrees. On the other hand, if the surface is made of a continuous steel plate as shown in FIGS. 1 and 6H, the steel plate on the surface also exhibits the effect of a tensile diagonal member, so that the wall thickness can be further reduced. In addition, although the concrete portion of the load-bearing wall of the present invention requires reinforcement to prevent cracking when the concrete is exposed, it does not require a large amount of reinforcing bars as in the past. Regarding the method of arranging the crack prevention reinforcements 7, there are two methods: one is to provide openings inside the crack-preventing reinforcements 7 as shown in FIGS.

(Effects of the Invention) The present invention has the above-mentioned configuration, and is a steel/concrete composite load-bearing wall that effectively utilizes the compressive strength of concrete = 1.It has a greater bearing capacity than conventional reinforced concrete load-bearing walls, so the wall thickness can be reduced. This leads to mitigation, and in turn contributes to improving earthquake resistance.・ In addition, since it is made of prefabricated steel frames and filled concrete, the construction process can be streamlined by significantly reducing the number of formwork and reinforcement, contributing to shortening the construction process.

On the other hand, in large-scale plants, due to complex equipment and piping systems, a wide variety of attachments to load-bearing walls are required using hardware or
Penetration occurs. Since this invention can be directly attached using a steel frame provided on the wall surface, the conventionally complicated work can be greatly streamlined.

Another effect is that if watertightness or airtightness is required, it can be easily solved by handling 1114 in cold weather.

[Brief explanation of drawings]

Figures 1 and 2 are perspective views and partial sectional views of the conventional example, Figure 3 and subsequent figures are drawings related to the present invention, Figure 3 is a perspective view of the steel frame, and Figure 4 is the concrete part 1. Fig. 5 is a perspective view of the case filled with 1. Il, ■1, ■ are schematic diagrams of the lattice shape,
Figure 6 1. 11. ill, IV, and V are schematic cross-sectional views when closed with steel plates, and Figure 7 is a schematic cross-sectional view of steel plates.
A schematic diagram of the construction method, Figure 9 1. 1.n and III are schematic diagrams of joints, FIGS. 10 and 11 are sectional views and front views of other embodiments, FIG. 12 is a vertical sectional view of the steel frame, and FIG. 13 is a 1. u is a diagram explaining the action, Fig. 14 is the conventional structure, and Fig. 15 is the action.
The explanatory drawing, FIG. 16, 1.11.111 is a sectional view of the arrangement of crack prevention bars. 1. Steel frame, 2. Steel frame, 3. Concrete, 4. Steel plate, 5. Support hardware, 6. Through hole, 7. Crack prevention bar. Figure 1! a42 Figure 1 Figure 8 Figure 10 Figure 11 Figure 12 I Figure 13 ■ Figure 114

Claims (3)

[Claims] (1) In a load-bearing wall that receives the vertical force, shear force, and bending moment of a structure, steel frames are set up in a lattice pattern on both surfaces, their supporting points are tied together with steel frames, and the inside is filled with concrete. A steel/concrete composite load-bearing wall characterized by: (2) The steel/concrete composite load-bearing wall according to claim 1, wherein on the surface of the load-bearing wall, some or all of the voids in the steel frame are closed with steel plates. (3) Claim 1, characterized in that the steel frame that connects the surface steel frame is constructed of continuous steel plates in the vertical direction.
Steel/concrete composite load-bearing walls as described in Section 1.