JP2016108789A - High strength panel for building - Google Patents

Abstract

PROBLEM TO BE SOLVED: To provide a high strength panel for a building, capable of improving workability, and capable of securing even strength, in response to weight reduction more than usual, even in a large panel.SOLUTION: A high strength panel is formed by sandwiching a plurality of core material panels 30 between two metal plates 20, and in the core material panels 30, the extending direction of fiber of a core material runs along the thickness direction of the core material panel 30, and the core material is compressed to high density of 120-220 kg/m, and the core material panel 30 is also arranged in a zigzag shape between the metal plates 20, and strength of the whole indicates 2500 N/mor more.SELECTED DRAWING: Figure 1

Description

  The present invention relates to a high-strength panel for buildings used as a wall material such as an outer wall or a partition wall.

  When constructing exterior walls or partition walls in buildings such as factories, warehouses, or houses, a simple method is to install a plurality of rectangular panels and fix them to a support member such as a torso while sequentially joining them. (Patent Document 1, etc.). Such panels may be required to have particularly high sealing properties, fire resistance and heat insulation properties. Conventionally, lightweight cellular concrete panels and lightweight cement-molded panels called ALC (Autoclaved Lightweight Cocrete) panels are used. It is widely used to satisfy various characteristics (see Patent Document 2). In the case of buildings such as relatively large-scale distribution warehouses, frozen / refrigerated warehouses, or food processing factories, large panels are used from the viewpoint of improving the efficiency of construction. Such panels are stipulated in terms of fire resistance and heat insulation by the Building Standards Law and Fire Service Law, and are also stipulated in terms of strength for ensuring earthquake resistance and the like.

JP 2001-040800 A JP 2008-014052 A

  By the way, even if it is the said concrete panel and a cement molding panel, there exists a condition where weight is bulky and construction property falls. In this case, the number of workers is increased, which causes a problem when construction is performed with as few workers as possible. This problem becomes more prominent as the panel becomes larger.

  This invention is made | formed in view of the said situation, The main subject is the high for buildings which can aim at the improvement of the workability accompanying weight reduction, and can ensure intensity | strength even if it is a large sized panel. It is to provide a strength panel.

The high-strength panel for buildings of the present invention is a high-strength panel in which a plurality of core panels are sandwiched between two metal plates, and the core panel has a direction in which the fibers of the core material extend. Along with the thickness direction of the core panel, the core material is compressed to a high density of 120 to 220 kg / m ³ , and the core panels are arranged in a staggered manner between the metal plates The overall strength is 2500 N / m ² or more.

  In this invention, the thickness of the said metal plate is 0.4-1.2 mm, It is characterized by the above-mentioned.

  According to the present invention, it is possible to provide a high-strength panel for buildings that can improve the workability associated with weight reduction and ensure the strength even if it is a large panel.

It is a perspective view which shows the state which constructed the partition with the high intensity | strength panel which concerns on one Embodiment of this invention. It is sectional drawing which shows the joining structure of the fireproof heat insulation panel which concerns on one Embodiment. It is sectional drawing which shows the detail of the joining structure of the fireproof heat insulation panel which concerns on one Embodiment. It is a figure which shows the arrangement | sequence of the core material panel in a high intensity | strength panel. It is a figure which shows the bending test method of an Example. It is a figure which shows the deformation | transformation followability test method of an Example.

Hereinafter, an embodiment of the present invention will be described with reference to the drawings.
FIG. 1 shows a state in which a partition wall 10A is constructed by a high-strength panel for buildings (hereinafter abbreviated as a panel) 10 according to an embodiment. In this case, the panel 10 has a height from the floor slab 1 to the upper floor slab 2, and the partition wall 10A is constructed by joining a plurality of panels 10 in the lateral direction. The upper and lower ends of the panel 10 are sandwiched and supported between a pair of L-shaped mounting brackets 4 fixed to the floor slab 1 and the upper floor slab 2, respectively. It is supported upright between the floor slabs 2.

  In FIG. 1, the height of one floor between the floor slab 1 and the upper slab 2 corresponds to the length of one panel 10, but for example, one sheet in a large warehouse or an outer wall of a factory. When a partition wall or the like having a height exceeding the length of the panel 10 is constructed, the plurality of panels 10 are stacked and joined together to construct the panels 10 in a plurality of stages.

  2 and 3, the panel 10 has a configuration in which a plurality of rectangular core panels 30 are sandwiched between two metal plates 20. The metal plate 20 is a color steel plate, a fluorine steel plate, a vinyl steel plate, a stainless steel plate such as SUS, etc., and has a thickness of 0.4 to 1.2 mm.

The core material panel 30 is obtained by compression-molding a core material made of inorganic fibers or the like having nonflammability and heat insulation to a high density of 120 to 220 kg / m ³ , and the thickness is 100 to It is selected from the range of 250 mm. In this core panel 30, the fibers are made of a material extending in one direction, and the extending direction of the fibers is along its own thickness direction. Specific materials for the core panel 30 include, for example, rock wool produced by mixing lime or the like with glassy iron furnace slag obtained by an iron making process and melting at high temperature, and inorganic artificial fibers such as glass wool. Etc.

  As shown in FIG. 4, the plurality of core material panels 30 sandwiched between the two metal plates 20 have a longitudinal direction parallel to the longitudinal direction of the metal plate 20 and half of the longitudinally adjacent ones in the longitudinal direction. The end faces are arranged in close contact with each other in a zigzag pattern shifted in length.

  The panels 10 are arranged in the horizontal direction, and the side end faces along the longitudinal direction are joined together to construct the partition wall 10A. As shown in FIG. 3, a concave portion 11 is formed on one side end surface (left side in FIG. 3) of the panel 10 by folding the front and back metal plates 20, and a convex strip extending in the longitudinal direction on the bottom surface of the concave portion 11. 31 is formed. Further, a convex portion 12 is formed by reducing the thickness on the other side end surface (right side in FIG. 3) of the panel 10, and a groove 32 along the longitudinal direction is formed on the end surface of the convex portion 12. The core material panel 30 is exposed on both side end surfaces of the panel 10, and a ridge 31 and a groove 32 are formed in the central portion in the thickness direction of the core material panel 30.

  The panel 10 is joined in the lateral direction by compressing the filler 40 between them, fitting the convex portion 12 to the concave portion 11, and fitting the groove 32 to the convex strip 31. As the filler 40, for example, a ceramic fiber or a biosoluble fiber having a thickness of about 10 to 15 mm is used.

  The overall dimensions of the panel 10 are, for example, a width: about 900 mm, a height: about 1800-8000 mm, and a thickness of about 100-150 mm. Moreover, when manufacturing the panel 10, it manufactures with the manufacturing method of adhere | attaching the metal plate 20 on both surfaces of the core material panel 30 arranged in a staggered pattern with adhesives, such as a urethane resin type | system | group, and manufacturing a metal sandwich panel. Can do.

The panel 10 of the present embodiment has a weight of about 24 kg / m ^2, which is lighter than the weight of the ALC panel (about 65 kg / m ² ). . In addition, the total strength is 2500 N / m ² or more, and the load resistance value specified by the warehouse business law under the jurisdiction of the Ministry of Land, Infrastructure, Transport and Tourism: 2500 N / m ² or more is satisfied. Is also secured. The following examples demonstrate these capabilities.

[1] Strength evaluation by bending test
Three panels (No. 1 to 3) having the specifications of A and B shown in Table 1 were prepared as the panels of the present invention, and the panel was subjected to a bending test using a bending tester shown in FIG. Here, the working width means the length (W1 in FIG. 2) excluding the panel fitting portion at the joint end on one end side. In panels A and B, the front and back metal plates were painted hot-dip galvanized steel sheets (JIS G 3312), the core material panel was a rock wool panel, and a urethane resin adhesive was used to bond the metal plate and the core material panel. The point is common.

  The bending tester shown in FIG. 5 spans a panel 10 between a pair of support plates (width: 100 mm, thickness 12 mm) 51 installed on a floor 50, and a pair of pressure plates with respect to two spaced positions of the panel 10. (Width: 100 mm, thickness: 12 mm) The load P is applied downward from the center of the panel 10 through the steel material 53 for pressurization and 52. The support span length L between the support plates 51 is 6000 mm, the support plate 51 and the pressure plate 52 are disposed at symmetrical positions, and the distance between the left and right support plates 51 and the pressure plate 52 is L / 4. The interval is set to L / 2. The panel 10 is placed on the support plate 51 with the longitudinal direction along the direction between the support plates 51.

Each of the panels A and B was subjected to the bending tester three times, and the unit load (Wmax) corresponding to the maximum load (Pmax) when the panel was buckled due to breakage was examined as the strength (N / m ² ). The unit load is a value obtained by dividing the maximum load by the panel support area (working width × support span length). The results of the bending strength test are shown in Table 2. According to Table 2, both the A and B panels showed a strength of 2500 N / m ² or more, and it was confirmed that they were practical as panels for warehouse outer walls and partitions.

[2] Seismic evaluation by deformation follow-up test
A deformation follow-up test (according to JIS A 1414-2: 2010), which is an index of earthquake resistance, was performed on the specimen 10B shown in FIG. The test body 10B is formed by joining three panels 10 of the present invention having a width of 900 mm, a height (length) of 3265 mm, and a thickness of 100 mm (metal plate thickness: 0.5 mm) in the horizontal direction, Panels 10 having a width cut to 400 mm are joined to both sides to make the lateral span 3500 mm. This test body 10B was stood and fixed between the upper and lower support beams 61 and between the left and right support posts 62. A ceramic fiber having a thickness of 25 mm and 10 mm was sandwiched between the upper and lower support beams 61. The links 63 fixed to the upper and lower ends of the support posts 62 on both sides are coupled to both ends of the upper and lower support beams 61 via pins 64, and the upper beam 61 swings left and right around the pins 64 as fulcrums. Supported as possible.

  In the deformation follow-up test, one end portion of the upper beam 61 is displaced in the horizontal direction by applying a load in the loading steps 1 to 9 shown in Table 3 in the positive and negative directions in which the beam 61 extends. Checked the situation. The interlaminar deformation angles (γ = displacement / height of the specimen) in the application steps 1 to 8 are 1/400 rad, 1/300 rad, 1/200 rad, 1/150 rad, 1/120 rad, 1/100 rad, 1/100, respectively. 75 rad and 1/50 rad, and in the force application stage 9, the positive side 1/45 rad and the negative side 1/30 rad that are the maximum displacement stroke were set.

  According to the status results of the test specimens described in Table 3, it was confirmed that no damage or malfunction was observed in the panel under any load condition, and high earthquake resistance was exhibited. In the warehouse business method, an interlayer deformation angle is required to be 1/125 or more, and the product of the present invention sufficiently satisfies this specified value.

10 ... Panel
10A ... partition wall
20 ... Metal plate
30 ... Core panel

Claims (2)

A high-strength panel in which a plurality of core panels are sandwiched between two metal plates,
The core material panel is obtained by compressing the core material to a high density of 120 to 220 kg / m ^{3 while} the extending direction of the fibers of the core material is along the thickness direction of the core material panel. And the core panel is arranged in a staggered manner between the metal plates,
A high-strength panel for buildings, wherein the overall strength is 2500 N / m ² or more.   The high-strength panel for buildings according to claim 1, wherein the metal plate has a thickness of 0.4 to 1.2 mm.

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