Deck plate structure

Abstract

To provide a deck plate structure which can secure high joint strength with a method in which construction labor is minimum and construction steps and management are simpler, without increasing the processing difficulty or cost of the deck plate, and which can secure in-plane shearing proof stress and rigidity of a horizontal structural surface without using a horizontal brace.SOLUTION: A deck plate structure 100 is used as a dry type floor structure or a dry type roof structure, and includes: a plurality of deck plates 1, 1 laid in the width direction X; and a steel beam where the deck plate 1 is laid. In the deck plates 1, 1 adjacent to each other in the width direction X, a joint part is formed joined at an overlapped portion 3 overlapped with each other, and a joint interval jdl in the longer direction of the joint part is equal to or less than 250 mm.SELECTED DRAWING: Figure 3

Description

[Technical Field]

[0001] The present invention relates to a deck plate structure used as a dry floor structure or a dry roof structure. [Background technology]

[0002] Deck plates, thin plates formed into a corrugated shape, are used for the floors and roofs of steel-framed or wooden buildings. Deck plates have excellent bending strength against vertical loads and are widely used as a flooring material that also serves as formwork, allowing buildings to have large spans. They are often used as wet floors, with concrete poured into the formwork, but in the case of small buildings, they may also be used as dry floors without pouring concrete. Floor slabs using deck plates are classified into load-bearing design methods depending on the shape and effect of the deck plate, and there are a variety of uses depending on the building purpose.

[0003] Deck-based floor slabs can be broadly divided into composite deck slabs, composite deck slabs, and structural deck slabs. Composite deck slabs are constructed by properly connecting a JIS G 3352 (deck plate)-compliant deck plate with concrete poured on the plate, allowing the two to resist loads as a single unit. The most common method is to provide embossed shear connectors on the deck plate itself and use ribs to restrain the concrete and prevent spalling. Composite deck slabs use a JIS G 3352 (deck plate)-compliant deck plate and a reinforced concrete slab with main reinforcement placed in the grooves of the deck plate, sharing the load between them. The deck plate and the reinforced concrete slab work together to support the load, but the integrity of the structure cannot be guaranteed to the same extent as with composite deck slabs. A structural deck slab uses a JIS G 3352 (deck plate)-compliant deck plate as the structural member, supporting the load solely through the deck plate.

[0004] Non-Patent Document 1 describes the design of horizontal structural members against in-plane shear forces. For wet floor structures using deck plates, in the case of composite deck slabs, if the thickness of the concrete in the flat plate portion on top of the deck plate is 50 mm or more, it is possible to obtain in-plane shear stiffness and strength far greater than horizontal floor braces using turnbuckles or angle irons, making it possible to eliminate the need for horizontal braces (see page 25 of Non-Patent Document 1). Furthermore, in the case of composite deck slabs, headed studs are used to connect the composite deck slab to the steel beams (see page 91 of Non-Patent Document 1). By enabling the transmission of in-plane shear forces via headed studs, it is possible to eliminate the need for horizontal braces.

[0005] On the other hand, in the case of deck slabs, which are equivalent to dry floor structures, horizontal braces are generally used to transmit in-plane shear forces, and the deck plate is not supposed to bear in-plane shear forces. However, it is stated that if the deck slab is designed to prevent global or local buckling and its connection to the beam can be guaranteed, the deck slab can be expected to transmit in-plane shear forces (see page 126 of Non-Patent Document 1). Furthermore, deck plate roofs (hereinafter referred to as "roof decks") are treated in the same way as deck slabs because the deck plate itself is used as a structural element. Therefore, for example, the technology disclosed in Patent Document 1 uses horizontal braces to ensure in-plane shear rigidity and strength for standard roof decks.

[0006] Meanwhile, recent statistics on construction starts for steel-framed buildings show a gradual decline in the number of low-rise non-residential buildings started, but the average floor and roof area per building has generally been on the rise, indicating that low-rise non-residential buildings are becoming larger in size (here, "larger" means larger area and longer span, and does not include "high-rise" buildings). One factor behind this trend is the steady increase in warehouses and logistics facilities used in the transportation and warehousing industries due to factors such as the expansion of the e-commerce market, and this trend is expected to continue in the future. Furthermore, from a medium- to long-term perspective, there is also demand for rebuilding facilities built during the period of high economic growth and the bubble economy due to their aging and obsolescence, and a certain level of demand is expected to continue in the future. In the area of ​​wooden buildings, the Forestry Agency has taken the lead in establishing laws to promote the use of wood, and with the provision of subsidies, there is a growing momentum to promote the use of wood in stores, offices, warehouses, etc., as well as the construction of medium- to large-scale wooden buildings.

[0007] Meanwhile, as low-rise steel-framed and wooden buildings become larger, dead loads increase. Furthermore, workers and inventory on floors, and snow and equipment systems on roofs, act as additional live loads. The increased dead loads and live loads raise concerns that inertial forces will result in greater horizontal loads acting on buildings during earthquakes and windbreaks than before. While typical steel-framed floor structures (wet floor structures) are composed of concrete slabs, ensuring a certain level of in-plane shear stiffness for the horizontal structural components, the rigid floor assumption is valid. However, dry floor and roof structures require the use of horizontal braces to ensure the in-plane shear stiffness of the horizontal structural components. While architectural turnbacks (JIS A 5540:2008) are often used for horizontal braces, shaped steel such as angle irons and channel steels may also be used. As the area of ​​the horizontal structural components increases, the slenderness ratio of the horizontal braces installed diagonally along the structural components inevitably increases, leading to a tendency for the cross-sectional area of ​​the horizontal braces to increase in order to ensure in-plane shear stiffness.

[0008] Given the above background, although the performance required of horizontal braces has improved, the horizontal braces must be installed below the piping position in ceilings where air conditioning equipment, etc. is installed, which poses a problem that the entire space cannot be used effectively. Other problems include the increased cost of materials and labor required for installing horizontal braces, the need to process beams to install horizontal braces, and the need for construction work at the construction site.

[0009] On the other hand, various methods have been proposed to integrate deck plates and improve in-plane shear stiffness and strength, thereby eliminating the need for horizontal braces. Deck plates are usually joined together by fitting, but fitting is primarily a mechanism to prevent separation, and it is difficult to expect sufficient joint strength as a mechanism to prevent slippage. Here, "separation" refers to the separation of adjacent deck plates in the width direction, and "slippage" refers to the longitudinal displacement of adjacent deck plates.

[0010] For example, Patent Document 2 proposes the idea of ​​fitting deck plates together and expecting shear resistance through frictional forces. However, this method is not suitable for cases where high in-plane shear stiffness and strength are required, as described above. Patent Document 3 proposes methods of providing shear resistance mechanisms to counter "misalignment," such as by creating uneven shapes or surface treatments, or by providing adhesive layers. These require strict product standards and construction management because the difficulty of product processing, the adhesion of contact surfaces, and friction surface treatments affect the joint strength. Patent Document 4 also proposes a method of welding deck plates together via connecting members. This requires time-consuming construction management and requires construction by qualified personnel. Furthermore, while Patent Documents 2 to 4 are expected to function as shear resistance mechanisms mechanically, it is difficult to quantitatively evaluate shear strength, and the impact of construction variations is considered to be significant. [Prior art documents] [Patent documents]

[0011] [Patent Document 1] Japanese Patent Application Laid-Open No. 2017-173334 [Patent Document 2] Japanese Patent Application Publication No. 11-350644 [Patent Document 3] Japanese Patent Application Laid-Open No. 2007-231703 [Patent Document 4] Japanese Patent Application Laid-Open No. 2012-087484 [Non-patent literature]

[0012] [Non-Patent Document 1] Deck Plate Floor Structural Design and Construction Standards 2018, Japan Society of Steel Construction, March 2019 Summary of the Invention [Problem to be solved by the invention]

[0013] The present invention has been devised in light of the above-mentioned circumstances, and its purpose is to provide a deck plate structure used as a dry floor structure or dry roof structure, which can ensure high joint strength with minimal construction effort and a simpler construction process and management without increasing the difficulty or cost of processing the deck plate, and which can ensure the in-plane shear strength and rigidity of the horizontal structural panel without using horizontal braces. [Means for solving the problem]

[0014] The deck plate structure of the present invention is a deck plate structure used as a dry floor structure or a dry roof structure, and comprises a plurality of deck plates laid in the width direction and steel beams or wooden beams on which the deck plates are erected, wherein adjacent deck plates in the width direction are joined at the overlapping portions where they are overlapped to form joints, and the joint spacing in the longitudinal direction of the joints is 250 mm or less. [Effects of the Invention]

[0015] According to the present invention, it is possible to provide a deck plate structure that can ensure high joint strength with minimal construction effort and a simpler construction process and management without increasing the difficulty or cost of processing the deck plate, and that can ensure the in-plane shear strength and rigidity of the horizontal structural member without using horizontal braces. [Brief explanation of the drawings]

[0016] [Figure 1] FIG. 1 is a perspective view showing an example of a deck plate structure in the first embodiment. [Figure 2] FIG. 2 is a front view showing an example of a deck plate used in the deck plate structure in the first embodiment. [Figure 3] FIG. 3 is an enlarged perspective view showing an example of the deck plate structure in the first embodiment. [Figure 4] FIG. 4 is a cross-sectional view showing an example of an overlapping portion of the deck plate structure in the first embodiment. [Figure 5] FIG. 5 is a cross-sectional view showing an example of an overlapping portion of the deck plate structure according to the second embodiment. [Figure 6] FIG. 6 is a cross-sectional view showing an example of an overlapping portion of a deck plate structure according to the third embodiment. [Figure 7] FIG. 7 is a cross-sectional view showing an example of an overlapping portion of a deck plate structure according to the fourth embodiment. [Figure 8] FIG. 8 is a cross-sectional view showing an example of an overlapping portion of a deck plate structure according to the fifth embodiment. [Figure 9] Figure 9 is a diagram for explaining the behavior of deck plates, where Figure 9(a) shows the case when they are not joined together, and Figures 9(b), 9(c), and 9(d) show the case when they are joined together. [Figure 10] Figure 10 is a diagram explaining the failure modes of the joints between deck plates, where Figure 10(a) explains diagonal pull-out failure of the connector, Figure 10(b) explains pressure-bearing failure of the deck plate, and Figure 10(c) explains shear failure of the connector. [Figure 11]Figure 11 shows the relationship between the short-term allowable shear strength of the joints between deck plates and the minimum edge distance e based on the numerical calculations of Example 1, where Figure 11(a) is for the case where the deck plate thickness is 1.0 mm, Figure 11(b) is for the case where the deck plate thickness is 1.2 mm, and Figure 11(c) is for the case where the deck plate thickness is 1.6 mm. [Figure 12] Figure 12 is a diagram illustrating an overview of the specimens used in the single shear test of Example 1, where Figure 12(a) is a side view of the specimen, Figure 12(b) is a plan view of specimen No. 1, and Figure 12(c) is a plan view of specimen No. 2. [Figure 13] FIG. 13 is a diagram showing the load-displacement relationship in the direct shear test of Example 1, where FIG. 13(a) shows test specimen No. 1 and FIG. 13(b) shows test specimen No. 2. [Figure 14] Figure 14 shows the results of specimen No. 1 of Example 2, where Figures 14(a) and 14(b) show the results when the width of the horizontal structural panel is 1,200 mm, and Figures 14(c) and 14(d) show the results when the width of the horizontal structural panel is 1,800 mm. [Figure 15] Figure 15 shows the results of test specimen No. 1 of Example 2, where Figures 15(a) and 15(b) show the results when the width of the horizontal structural panel is 2,400 mm, and Figures 15(c) and 15(d) show the results when the width of the horizontal structural panel is 3,000 mm. [Figure 16] Figure 16 shows the results of specimen No. 2 of Example 2, where Figures 16(a) and 16(b) show the results when the width of the horizontal structural member is 1,200 mm, and Figures 16(c) and 16(d) show the results when the width of the horizontal structural member is 1,800 mm. [Figure 17] Figure 17 shows the results of specimen No. 2 of Example 2, where Figures 17(a) and 17(b) show the results when the width of the horizontal structural panel is 2,400 mm, and Figures 17(c) and 17(d) show the results when the width of the horizontal structural panel is 3,000 mm. [Figure 18]Figure 18 shows the results of specimen No. 3 of Example 2, where Figures 18(a) and 18(b) show the results when the width of the horizontal structural panel is 1,200 mm, and Figures 18(c) and 18(d) show the results when the width of the horizontal structural panel is 1,800 mm. [Figure 19] Figure 19 shows the results of test specimen No. 3 of Example 2, where Figures 19(a) and 19(b) show the results when the width of the horizontal structural panel is 2,400 mm, and Figures 19(c) and 19(d) show the results when the width of the horizontal structural panel is 3,000 mm. [Figure 20] Figure 20 shows the results of specimen No. 3 of Example 2, where Figures 20(a) and 20(b) show the results when the width of the horizontal structural panel is 3,600 mm, and Figures 20(c) and 20(d) show the results when the width of the horizontal structural panel is 4,200 mm. [Figure 21] FIG. 21 shows the results of specimen No. 3 of Example 2, and FIG. 21(a) and FIG. 21(b) show the results when the length in the width direction of the horizontal structural panel is 4,800 mm. [Figure 22] Figure 22 shows the results of specimen No. 4 of Example 2, where Figures 22(a) and 22(b) show the results when the width of the horizontal structural panel is 1,200 mm, and Figures 22(c) and 22(d) show the results when the width of the horizontal structural panel is 1,800 mm. [Figure 23] Figure 23 shows the results of specimen No. 4 of Example 2, where Figures 23(a) and 23(b) show the results when the width of the horizontal structural panel is 2,400 mm, and Figures 23(c) and 23(d) show the results when the width of the horizontal structural panel is 3,000 mm. [Figure 24] Figure 24 shows the results of specimen No. 5 of Example 2, where Figures 24(a) and 24(b) show the results when the width of the horizontal structural panel is 1,200 mm, and Figures 24(c) and 24(d) show the results when the width of the horizontal structural panel is 1,800 mm. [Figure 25]Figure 25 shows the results of specimen No. 5 of Example 2, where Figures 25(a) and 25(b) show the results when the width of the horizontal structural panel is 2,400 mm, and Figures 25(c) and 25(d) show the results when the width of the horizontal structural panel is 3,000 mm. [Figure 26] Figure 26 shows the results of specimen No. 6 of Example 2, where Figures 26(a) and 26(b) show the results when the width of the horizontal structural panel is 1,200 mm, and Figures 26(c) and 26(d) show the results when the width of the horizontal structural panel is 1,800 mm. [Figure 27] Figure 27 shows the results of specimen No. 6 of Example 2, where Figures 27(a) and 27(b) show the results when the width of the horizontal structural panel is 2,400 mm, and Figures 27(c) and 27(d) show the results when the width of the horizontal structural panel is 3,000 mm. [Figure 28] Figure 28 shows the results of specimen No. 6 of Example 2, where Figures 28(a) and 28(b) show the results when the width of the horizontal structural panel is 3,600 mm, and Figures 28(c) and 28(d) show the results when the width of the horizontal structural panel is 4,200 mm. [Figure 29] FIG. 29 shows the results of specimen No. 6 of Example 2, and FIG. 29(a) and FIG. 29(b) show the results when the length in the width direction of the horizontal structural panel is 4,800 mm. [Figure 30] Figure 30 shows the results of specimen No. 7 of Example 2, where Figures 30(a) and 30(b) show the results when the width of the horizontal structural panel is 1,200 mm, and Figures 30(c) and 30(d) show the results when the width of the horizontal structural panel is 1,800 mm. [Figure 31] Figure 31 shows the results of specimen No. 7 of Example 2, where Figures 31(a) and 31(b) show the results when the width of the horizontal structural panel is 2,400 mm, and Figures 31(c) and 31(d) show the results when the width of the horizontal structural panel is 3,000 mm. [Figure 32]Figure 32 shows the results of specimen No. 8 of Example 2, where Figures 32(a) and 32(b) show the results when the width of the horizontal structural panel is 1,200 mm, and Figures 32(c) and 32(d) show the results when the width of the horizontal structural panel is 1,800 mm. [Figure 33] Figure 33 shows the results of specimen No. 8 of Example 2, where Figures 33(a) and 33(b) show the results when the width of the horizontal structural panel is 2,400 mm, and Figures 33(c) and 33(d) show the results when the width of the horizontal structural panel is 3,000 mm. [Figure 34] Figure 34 shows the results of specimen No. 9 of Example 2, where Figures 34(a) and 34(b) show the results when the width of the horizontal structural panel is 1,200 mm, and Figures 34(c) and 34(d) show the results when the width of the horizontal structural panel is 1,800 mm. [Figure 35] Figure 35 shows the results of specimen No. 9 of Example 2, where Figures 35(a) and 35(b) show the results when the width of the horizontal structural panel is 2,400 mm, and Figures 35(c) and 35(d) show the results when the width of the horizontal structural panel is 3,000 mm. [Figure 36] Figure 36 shows the results of specimen No. 9 of Example 2, where Figures 36(a) and 36(b) show the results when the width of the horizontal structural panel is 3,600 mm, and Figures 36(c) and 36(d) show the results when the width of the horizontal structural panel is 4,200 mm. [Figure 37] FIG. 37 shows the results of specimen No. 9 of Example 2, and FIG. 37(a) and FIG. 37(b) show the results when the length in the width direction of the horizontal structural panel is 4,800 mm. [Figure 38] Figure 38 shows the results of specimen No. 10 of Example 2, where Figures 38(a) and 38(b) show the results when the width of the horizontal structural panel is 1,200 mm, and Figures 38(c) and 38(d) show the results when the width of the horizontal structural panel is 1,800 mm. [Figure 39]Figure 39 shows the results of specimen No. 10 of Example 2, where Figures 39(a) and 39(b) show the results when the width of the horizontal structural panel is 2,400 mm, and Figures 39(c) and 39(d) show the results when the width of the horizontal structural panel is 3,000 mm. [Figure 40] Figure 40 shows the results of specimen No. 11 of Example 2, where Figures 40(a) and 40(b) show the results when the width of the horizontal structural panel is 1,200 mm, and Figures 40(c) and 40(d) show the results when the width of the horizontal structural panel is 1,800 mm. [Figure 41] Figure 41 shows the results of specimen No. 11 of Example 2, where Figures 41(a) and 41(b) show the results when the width of the horizontal structural panel is 2,400 mm, and Figures 41(c) and 41(d) show the results when the width of the horizontal structural panel is 3,000 mm. [Figure 42] Figure 42 shows the results of specimen No. 12 of Example 2, where Figures 42(a) and 42(b) show the results when the width direction length of the horizontal structural panel is 1,200 mm, and Figures 42(c) and 42(d) show the results when the width direction length of the horizontal structural panel is 1,800 mm. [Figure 43] Figure 43 shows the results of specimen No. 12 of Example 2, where Figures 43(a) and 43(b) show the results when the width of the horizontal structural panel is 2,400 mm, and Figures 43(c) and 43(d) show the results when the width of the horizontal structural panel is 3,000 mm. [Figure 44] Figure 44 shows the results of specimen No. 12 of Example 2, where Figures 44(a) and 44(b) show the results when the width of the horizontal structural panel is 3,600 mm, and Figures 44(c) and 44(d) show the results when the width of the horizontal structural panel is 4,200 mm. [Figure 45] FIG. 45 shows the results of specimen No. 12 of Example 2, and FIG. 45(a) and FIG. 45(b) show the results when the length in the width direction of the horizontal structural panel is 4,800 mm. [Figure 46] FIG. 46 shows the results of test piece No. 1 of Example 3. [Figure 47]FIG. 47 shows the results of test piece No. 2 of Example 3. [Figure 48] FIG. 48 shows the results of test piece No. 3 of Example 3. DETAILED DESCRIPTION OF THE INVENTION

[0017] DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Hereinafter, embodiments for carrying out a deck plate structure to which the present invention is applied will be described in detail with reference to the drawings.

[0018] First Embodiment As shown in Figure 1, the deck plate structure 100 is used as a dry floor structure or a dry roof structure. The deck plate structure 100 includes a plurality of deck plates 1 and steel beams as beams 2. The deck plate 1 is a thin steel plate having an uneven shape, and for example, a support span L in the direction along the longitudinal direction Y of the deck plate 1 is y The support span L in the direction along the width direction X of the deck plate 1 is 5,000 mm or less. x is, for example, 5,000 mm or less. In this embodiment, a steel beam is used as the beam 2, but a wooden beam can also be used as the beam 2 of the present invention.

[0019] As shown in FIG. 2, the deck plate 1 has a thickness t of, for example, 1.0 mm to 1.6 mm. The deck plate 1 has a crest spacing B of, for example, 200 to 300 mm. The deck plate 1 has a crest height H of, for example, 50 to 120 mm. The deck plate 1 has a cross section moment of inertia of 605,000 to 5,920,000 mm. 4 / m. Deck plate 1 has a section modulus of 16,000 to 91,100 mm 3 / m. The deck plate 1 also includes structural surface materials such as folded plates.

[0020] As shown in FIG. 1, a plurality of deck plates 1 are laid in the width direction X. The four sides of the plurality of deck plates 1 laid in the width direction X, which correspond to the ends in the width direction X and the ends in the longitudinal direction Y, are supported by steel beams or wooden beams serving as beams 2. It is sufficient that at least two sides of the plurality of deck plates 1 laid in the width direction X, which correspond to the ends in the longitudinal direction Y, are supported by steel beams or wooden beams serving as beams 2. The middle portion of the deck plate 1 in the longitudinal direction Y may also be supported by steel beams or wooden beams serving as beams 2.

[0021] The deck plate 1 and the steel beams serving as beams 2 are joined by welding, stud welding, drive rivets, or drilling / tapping screws, and the joining strength is sufficient to withstand the vertical and horizontal loads acting on the deck plate 1 in terms of structural strength. When welding the deck plate 1 to the steel beams serving as beams 2, the basic methods are burn-out plug welding, fillet welding, plug welding, and arc spot welding, but other joining methods may also be used if they provide sufficient structural strength. Although not shown, the deck plate 1 may also be joined to the steel beams serving as beams 2 via a steel frame. In this case, the joining of the steel frame and the steel beams serving as beams 2 may be performed under the same conditions as when directly joining the deck plate 1 to the steel beams serving as beams 2. The deck plate 1 and the wooden beams serving as beams 2 are joined with bolts, drift pins, lag screws, nails, wood screws, and drilling and tapping screws, and have sufficient joint strength to withstand the vertical and horizontal loads acting on the deck plate 1 in terms of structural strength.

[0022] As shown in Figure 3, adjacent deck plates 1 in the width direction are joined at overlapping portions 3 where they are overlapped to form a joint. This prevents "misalignment" between the deck plates 1 in the longitudinal direction. In addition, the joint spacing in the longitudinal direction of the joints of the deck plates 1 jd The value of l is 250 mm or less. This improves both the in-plane shear strength and rigidity of the horizontal structural members of the deck plate structure 100.

[0023] As shown in FIG. 4 , deck plates 1 are joined together via connectors 4 driven into overlapping portions 3. Connectors 4 are, for example, self-drilling screws with tapping threads (JIS B 1124:2015), drilling self-drilling screws (JIS B 1125:2015), cross-recessed self-drilling screws (JIS B 1122), or screws specified in the Japan Iron and Steel Federation Product Regulation MDCR0008-2015 for self-drilling screws for architectural construction. The nominal diameter d of connectors 4 is φ4 mm or greater, preferably 6 mm or greater. The nominal thread diameter of connectors 4 preferably satisfies at least one of ST4.2, ST4.8, ST5.5, ST6.3, 5, and 6 specified in JIS standards such as JIS B 1124, JIS B 1125, and JIS B 1122.

[0024] When joining using connectors 4, it is preferable to ensure that the overlapping portion 3 has a predetermined dimension to ensure sufficient structural strength. Specifically, the minimum edge distance e of the deck plate 1 is preferably 6 mm or more. This prevents the deck plate 1 from breaking due to the connectors 4.

[0025] The minimum edge distance e of the deck plate 1 refers to the minimum distance from the center position C of the connector 4 driven into the overlapping portion 3 to the edge of the deck plate 1 in the width direction. That is, as shown in FIG. 4, the distance from the center position C of the connector 4 to the first edge 31 of the deck plate 1-1 is defined as the first edge distance e1. The distance from the center position C of the connector 4 to the second edge 32 of the deck plate 1-1 is defined as the second edge distance e2. The distance from the center position C of the connector 4 to the third edge 33 of the deck plate 1-2 is defined as the third edge distance e3. The distance from the center position C of the connector 4 to the fourth edge 34 of the deck plate 1-2 is defined as the fourth edge distance e4. The minimum edge distance e refers to the minimum of the first edge distance e1, second edge distance e2, third edge distance e3, and fourth edge distance e4.

[0026] The connector 4 is driven into the flat portion of the overlapping portion 3 in a direction approximately perpendicular to the plane of the overlapping portion 3. This prevents the connector 4 from slipping out at an angle and breaking. The connector 4 may be slightly tilted to accommodate the tilt during installation and the shape tolerance of the fitting portion, but even in this case, the connector 4 is driven into the flat portion of the overlapping portion 3 in a direction approximately perpendicular to the plane of the overlapping portion 3.

[0027] The nominal diameter of the connector 4 is 4 mm or more. This increases the axial area of ​​the connector 4, making it possible to suppress shear fracture of the connector 4.

[0028] The connectors 4 are arranged in a single row, which makes it possible to prevent a decrease in the rigidity of the entire deck plate.

[0029] The deck plates 1-1 and 1-2 are joined together at the fitted overlapping portions 3 via connectors 4. By fitting the deck plates 1 together, separation between the deck plates 1, 1 in the direction along the width direction X can be prevented.

[0030] The first fitting portion at the end of deck plate 1-1 has a first rising plate portion 11 rising from deck plate main body 10, a first flat plate portion 12 extending horizontally from the upper end of first rising plate portion 11, and a first folded plate portion 13 folded back from first flat plate portion 12 toward first rising plate portion 11. The second fitting portion at the end of deck plate 1-2 has a second rising plate portion 14 rising from deck plate main body 10 and a second flat plate portion 15 extending horizontally from the upper end of second rising plate portion 14. In overlapping portion 3, first folded plate portion 13 and second rising plate portion 14 are fitted together. The flat plate portion of overlapping portion 3 is composed of first flat plate portion 12 and second flat plate portion 15.

[0031] The first rising plate portion 11 rises in an S-shape from the deck plate main body portion 10. The second rising plate portion 14 rises in an S-shape from the deck plate main body portion 10. The second flat plate portion 15 extends horizontally from the upper end of the second rising plate portion 14 toward the first rising plate portion 11.

[0032] The first edge 31 is formed on the first return plate portion 13. The second edge 32 is formed on the first rising plate portion 11. The third edge 33 is formed on the second rising plate portion 14. The fourth edge 34 is formed on the second flat plate portion 15.

[0033] If the deck plates 1 are welded together with sufficient structural strength, such as by fillet welding or arc spot welding, the connectors 4 may be omitted. However, welding must be performed by a qualified person, so it is desirable to join adjacent deck plates 1 in the width direction with connectors 4, which are easy to install.

[0034] For example, H-shaped steel beams are used as the beams 2. A pair of steel beams as the beams 2 are provided spaced apart in the longitudinal direction of the deck plate 1. The deck plate 1 is erected over the steel beams as the beams 2. The longitudinal ends of the deck plate 1 are joined to the steel beams as the beams 2. The deck plate 1 and the steel beams as the beams 2 are fixed together, for example. The wooden beams used as the beams 2 are, for example, structural lumber, structural laminated lumber, or laminated veneer lumber (LVL). A pair of wooden beams serving as the beams 2 are provided spaced apart in the longitudinal direction of the deck plate. A pair of wooden beams serving as the beams 2 are also provided spaced apart in the width direction of the deck plate. The deck plate 1 is erected over the wooden beams. The deck plate 1 and the wooden beams serving as the beams 2 are, for example, fixed together.

[0035] According to this embodiment, adjacent deck plates 1-1, 1-2 in the width direction are joined at overlapping portions 3, and the longitudinal joint spacing of the joint is 250 mm or less. This ensures high joint strength with minimal construction effort and a simpler construction process and management, without increasing the difficulty or cost of processing the deck plates.

[0036] Generally, the widthwise ends of deck plates have overlapping portions, and the overlapping portions have a shape that allows joining by fitting, caulking the ends, fillet welding, screw fastening, etc. The purpose of the above-mentioned joining is to prevent the deck plates from "shifting" or "separating" from each other, and the joining spacing of conventional deck plates is jd It is said that l should be about 500 mm. In addition, in order to improve flame and heat insulation and ensure a certain level of fire resistance, overlapping parts may be fitted together or joined at specified intervals using welding, drilling, tapping screws, or other joining devices.

[0037] In this regard, according to this embodiment, adjacent deck plates 1 in the width direction are joined at overlapping portions 3, forming joints, with the longitudinal joint spacing of the joints being 250 mm or less. The joining of deck plates in this invention differs from the previously intended joints described above; by joining the deck plates together, when multiple installed deck plates are subjected to horizontal loads, the joined deck plates contribute to the structural strength of the assembly, allowing them to behave as a single unit. This ensures the in-plane shear strength and rigidity of the horizontal structural panel without the use of horizontal braces.

[0038] According to this embodiment, adjacent deck plates in the width direction are joined via connectors 4 driven into the overlapping portions 3, and the minimum edge distance e of the deck plate 1 is 6 mm or more. This prevents the connectors 4 from breaking the edges of the deck plate. This allows the deck plate structure 100 to fully demonstrate its structural strength.

[0039] According to this embodiment, adjacent deck plates in the width direction are joined via connectors 4 driven into the overlapping portions 3, and the nominal diameter of the connectors 4 is 4 mm or more. This increases the axial area of ​​the connectors 4, improving short-term allowable shear strength, such as resistance to diagonal slipout failure, resistance to bearing failure, and resistance to shear failure.

[0040] According to this embodiment, adjacent deck plates in the width direction are joined via connectors 4 driven into the overlapping portions 3. The connectors 4 are screws, and the nominal thread size of the connectors 4 satisfies at least one of ST4.2, ST4.8, ST5.5, ST6.3, 5, and 6. This increases the axial area of ​​the connectors 4, improving short-term allowable shear strength, such as strength against diagonal slipout failure, strength against bearing failure, and strength against shear failure.

[0041] According to this embodiment, the connector 4 is driven in a substantially vertical direction into the flat plate portion of the overlapping portion 3. This makes it possible to prevent the connector 4 from slipping out obliquely and breaking.

[0042] Second Embodiment Next, a deck plate structure 100 according to a second embodiment will be described. As shown in Fig. 5, the second embodiment differs from the above-described embodiment in the shape of the overlapping portion 3.

[0043] The first fitting portion at the end of deck plate 1-1 has a first rising plate portion 11 rising from the deck plate main body, a first flat plate portion 12 extending horizontally from the upper end of first rising plate portion 11, and a first return plate portion 13 folded back from the first flat plate portion 12 toward the first rising plate portion 11. The second fitting portion at the end of deck plate 1-2 has a second rising plate portion 14 rising from the deck plate main body 10 and a second flat plate portion 15 folded back from the upper end of second rising plate portion 14 and extending horizontally. In the overlapping portion 3, the first return plate portion 13 and the second flat plate portion 15 are fitted together. The flat plate portion of the overlapping portion 3 is composed of the first flat plate portion 12 and the second flat plate portion 15.

[0044] The first rising plate portion 11 rises at an incline toward the deck plate 1-2 side. The second rising plate portion 14 rises at an incline toward the deck plate 1-1 side. The second flat plate portion 15 extends horizontally from the second rising plate portion 14 toward the first return plate portion 13.

[0045] The first edge 31 is formed on the first return plate portion 13. The second edge 32 is formed on the first rising plate portion 11. The third edge 33 is formed on the second rising plate portion 14. The fourth edge 34 is formed on the second flat plate portion 15.

[0046] Third Embodiment Next, a deck plate structure 100 according to a third embodiment will be described. As shown in Fig. 6, the third embodiment differs from the above-described embodiments in the shape of the overlapping portion 3.

[0047] The first fitting portion at the end of deck plate 1-1 has a first rising plate portion 11 rising from the deck plate main body, a first flat plate portion 12 extending horizontally from the upper end of first rising plate portion 11, and a first return plate portion 13 folded back from the first flat plate portion 12 toward the first rising plate portion 11. The second fitting portion at the end of deck plate 1-2 has a second rising plate portion 14 rising from the deck plate main body 10 and a second flat plate portion 15 folded back from the upper end of second rising plate portion 14 and extending horizontally. In the overlapping portion 3, the first return plate portion 13 and the second rising plate portion 14 are fitted together. The flat plate portion of the overlapping portion 3 is composed of the first flat plate portion 12 and the second flat plate portion 15.

[0048] The first rising plate portion 11 rises at an angle toward the deck plate 1-2 side. The second rising plate portion 14 rises at an angle toward the deck plate 1-1 side, and has a recessed portion into which the first return plate portion 13 fits. The second flat plate portion 15 extends horizontally from the second rising plate portion 14 toward the first rising plate portion 11.

[0049] The first edge 31 is formed on the first return plate portion 13. The second edge 32 is formed on the first rising plate portion 11. The third edge 33 is formed on the second rising plate portion 14. The fourth edge 34 is formed on the second flat plate portion 15.

[0050] <Fourth embodiment> Next, a deck plate structure 100 according to a fourth embodiment will be described. As shown in Fig. 7, the fourth embodiment differs from the above-described embodiments in the shape of the overlapping portion 3.

[0051] The first fitting portion at the end of deck plate 1-1 has a first rising plate portion 11 rising from the deck plate main body, a first flat plate portion 12 extending horizontally from the upper end of first rising plate portion 11, and a first return plate portion 13 folded back from the first flat plate portion 12 toward the first rising plate portion 11. The second fitting portion at the end of deck plate 1-2 has a second rising plate portion 14 rising from the deck plate main body 10 and a second flat plate portion 15 folded back from the upper end of second rising plate portion 14 and extending horizontally. In the overlapping portion 3, the first return plate portion 13 and the second rising plate portion 14 are fitted together. The flat plate portion of the overlapping portion 3 is composed of the first flat plate portion 12 and the second flat plate portion 15.

[0052] The first rising plate portion 11 rises at an incline toward the deck plate 1-1 side. The second rising plate portion 14 rises at an incline toward the deck plate 1-2 side. The second flat plate portion 15 extends horizontally from the second rising plate portion 14 toward the first rising plate portion 11.

[0053] The first edge 31 is formed on the first return plate portion 13. The second edge 32 is formed on the first rising plate portion 11. The third edge 33 is formed on the second rising plate portion 14. The fourth edge 34 is formed on the second flat plate portion 15.

[0054] Fifth Embodiment Next, a deck plate structure 100 according to a fifth embodiment will be described. As shown in Fig. 8, the fifth embodiment differs from the above-described embodiments in the shape of the overlapping portion 3. In particular, the configuration of the first return plate portion 13 is omitted.

[0055] The first fitting portion at the end of deck plate 1-1 has a first flat plate portion 16 that extends horizontally from the inclined deck plate main body portion 10. The second fitting portion at the end of deck plate 1-2 has a second rising plate portion 17 that rises from the horizontal deck plate main body portion 10. The flat plate portion of the overlapping portion 3 is made up of the first flat plate portion 16 and the deck plate main body portion 10 of deck plate 1-2.

[0056] The second rising plate portion 17 rises at an incline toward the deck plate 1-1 side.

[0057] The first edge 31 is formed on the first flat plate portion 16. The fourth edge 34 is formed on the deck plate main body portion 10. Note that, since the plate element is continuous on the side opposite the first edge 31, it can be said that there is essentially no second edge. Similarly, since the plate element is continuous on the side opposite the fourth edge 34, it can be said that there is essentially no third edge.

[0058] <Load-bearing mechanism of horizontal structure> Next, the load-bearing mechanism of the horizontal structural components will be explained. First, as shown in Figure 9(a), if the deck plates 1 are not joined together, when a horizontal load P acts on the horizontal structural surface, the multiple deck plates 1 laid out in the width direction will rotate individually (hereinafter referred to as "single unit behavior"), and a stress τ1 will act on the joint between the deck plate 1 and the steel or wooden beam serving as the beam 2 (hereinafter referred to as "joint a") due to the relative displacement between the deck plate 1 and the steel or wooden beam serving as the beam 2. At this time, the direction of stress τ1 will be symmetrical about the center of each deck plate 1 in the width direction.

[0059] On the other hand, as shown in Figure 9(b), when deck plates 1 are joined together, if a horizontal load P acts on the horizontal structural surface, the joined deck plates 1 rotate as a unit (hereinafter referred to as "unit behavior"). Similar to unit behavior, stress τ1 acts at joint a due to the relative displacement between the deck plate 1 and the steel or wooden beams serving as beams 2. The direction of stress τ1 is symmetrical about the center of the width of the entire integrated deck plate 1. The load-bearing mechanism of the horizontal structural surface shown in Figure 9(b) is primarily intended for use in steel-framed structures using steel beams as beams 2. Additionally, as shown in Figure 9(c), the joints between the deck plates 1 (hereinafter referred to as "joint b") prevent the deck plates from shifting relative to each other and integrate them. Therefore, while the integrity of the entire deck plate 1 is maintained, stress τ2 acts by restricting the relative displacement of the deck plates 1 relative to each other. Furthermore, as shown in Figure 9(d), when deck plates 1 are joined together and then joined to steel or wooden beams acting as beams 2 in the longitudinal direction of the deck plates 1, when a horizontal load P acts on the horizontal structural surface, the deck plates 1 joined together at the overlapping parts behave as a single unit, and a stress τ1 due to the relative displacement between the deck plates 1 and the steel or wooden beams acting as beams 2 acts on the joint a. At this time, the direction of stress τ1 is along the axial direction of the steel beams 2 or wooden beams. Note that the load-bearing mechanism of the horizontal structural surface shown in Figure 9(d) is intended to be applied primarily to wooden structures using wooden beams as beams.

[0060] In-plane shear strength Q of horizontal structural member during single-body behavior ya In contrast, the in-plane shear strength Q of the horizontal structure during integral behavior yb The condition for improvement is the in-plane shear strength Q of the horizontal structural member during single-body behavior. ya In other words, the short-term allowable shear strength of the horizontal diaphragm due to the yielding of the deck plate during single-body behavior is d Q ya and short-term allowable shear strength of the horizontal diaphragm due to the yielding of joint a j Q yaIn contrast, the short-term allowable shear strength of the horizontal structure due to the yielding of the deck plate assuming integral behavior d Q yb and short-term allowable shear strength of the horizontal diaphragm due to the yielding of joint a j Q yb and the short-term allowable shear strength of the horizontal diaphragm due to the yielding of joint b jd Q y (The first condition for the integral behavior (Equation (1-3) below)). jd Q y Since there is no lower limit for Q, for convenience, the in-plane shear strength Q yb is the in-plane shear strength Q when the structure behaves as a single unit ya If it is less than (Q ya >Q yb ) but in reality, if joint b does not function as a shear resisting element, Q ya =Q yb This becomes:

[0061] In addition, the short-term allowable shear strength of the horizontal structure due to the yielding of the deck plate is d Q ya and d Q yb In this case, yielding due to buckling, torsion, shear deformation, and bending deformation of the deck plate is expected. The method of connecting the crests of the deck plates with reinforcing hardware, as shown in JP 2012-087483 A (referred to as Patent Document 5), and the method of restricting the crest height by specifying the web angle of the deck plate, as shown in JP 2008-007960 A (referred to as Patent Document 6), are expected to improve the short-term allowable shear strength of the horizontal structural members due to torsional deformation of the deck plate. However, in today's buildings, which are becoming larger in scale (longer spans), the couple acting on the joints is large, and in the medium to large span range, there is a high possibility that the joints will yield first. For this reason, this invention focuses on improving the strength of the joints by integrating the horizontal structural members.

[0062] In-plane shear strength during single-body behavior: Q ya =min{ d Q ya , j Q ya} ···(1-1) In-plane shear strength during integral behavior: Q yb =min{ d Q yb , j Q yb , jd Q y} ···(1-2) The first condition for unity behavior: Q ya yb (1-3) Here, Q ya : In-plane shear strength of horizontal structural members during single-member behavior Q yb : In-plane shear strength of horizontal structural members during integral behavior d Q ya : Short-term allowable shear strength of horizontal structure due to yielding of deck plate during single unit behavior d Q yb : Short-term allowable shear strength of horizontal structure due to yielding of deck plate assuming integral behavior j Q ya : Short-term allowable shear strength of horizontal structure due to yielding of joint a during single unit behavior j Q yb : Short-term allowable shear strength of horizontal diaphragm due to yielding of joint a assuming integral behavior jd Q y : Short-term allowable shear strength of horizontal diaphragm due to yielding of joint b

[0063] In-plane shear stiffness K of horizontal structural member during single-body behavior a In contrast, the in-plane shear stiffness K of the horizontal diaphragm during integral behavior b The condition for improving is the rigidity against the deformation of the deck plate during single-body behavior. d K a and stiffness against deformation of joint a j K a The total stiffness K is expressed in series as a (= in-plane shear stiffness when single unit behaves) Stiffness against deformation of deck plate assuming integral behavior d K b ​and stiffness against deformation of joint a j K b and the rigidity against deformation of joint b jd The overall stiffness K, denoted by K b (= in-plane shear stiffness during integral behavior) exceeds (the second condition for integral behavior (Equation (2-3) below). Note that the stiffness against deformation of joint b jd Since there is no lower limit for K, for convenience, the in-plane shear stiffness K during integral behavior is used. b is the in-plane shear stiffness K when the unit behaves as a single body. a If it is less than (K a >K b ) but in reality, if joint b does not function as a shear resisting element, K a =K b This becomes:

[0064] In-plane shear stiffness during simplex behavior: K a =(1 / d K a +1 / j K a ) -1 (2-1) In-plane shear stiffness during integral behavior: K b =(1 / d K b +1 / j K b +1 / jd K) -1 (2-2) The second condition for unity behavior: K a <K b (2-3) Here, K a : In-plane shear stiffness of horizontal structural member during single-unit behavior K b : In-plane shear stiffness of horizontal structural members during integral behavior d K a : Rigidity against deformation of deck plate during single unit behavior d K b : Stiffness of deck plate against deformation assuming integral behavior j K a: Rigidity against deformation of joint a when the unit behaves j K b : Rigidity of joint a against deformation assuming integral behavior jd K: Rigidity against deformation of joint b

[0065] <About joining deck plates> In order to satisfy the first and second conditions for the above-mentioned integral behavior, it is important to ensure the joint strength of joint b. When the deck plates are displaced from each other, stress acts in the shear direction on joint b. Usually, they are joined by fitting, but fitting is a mechanism that mainly prevents separation, and it is difficult to provide sufficient joint strength as a mechanism for resisting slippage. Therefore, it is necessary to ensure that joint b has a short-term allowable shear strength. jd q y It is assumed that the structure will function as a resistance mechanism against "slip" until it reaches the limit, and based on the concept of joint strength against shear of joints described in "Guidelines for Designing Lightweight Steel Buildings, Second Edition" (published in March 2014) (referred to as Non-Patent Document 2), the short-term allowable shear strength according to the failure type of the joint is calculated. jd q y The joining strength of the joining part b is set from

[0066] Specifically, the short-term allowable shear strength of the joint b is calculated from the three failure modes of the connector: the diagonal pull-out failure of the connector 4 shown in Figure 10(a), the bearing failure of the deck plate 1 shown in Figure 10(b), and the shear failure of the connector 4 shown in Figure 10(c). jd q y (Equation (3) below) and calculate the short-term allowable shear strength of the horizontal structural member due to the yielding of joint b in Equation (1-2). jd Q y Therefore, it is possible to quantitatively evaluate the shear strength per connector, and since the joint strength is proportional to the number of connectors, the short-term allowable shear strength of the horizontal structural member can be calculated. jd Q y It is possible to easily grasp the above.

[0067] Short-term allowable shear strength of connection b: jd q y =min{ jd q y1 , jd q y2 , jd q y3} ···(3) Here, jd q y : Short-term allowable shear strength of joint b jd q y1 : Short-term allowable shear strength of joint b due to diagonal slip-out failure of connector jd q y2 : Short-term allowable shear strength of joint b due to bearing failure of deck plate jd q y3 : Short-term allowable shear strength of joint b due to shear failure of connector

[0068] Short-term allowable shear strength of horizontal structure: jd Q y = jd q y × jd n×L x / L y ···(6) Here, jd n: Number of joints per row of deck plates L x : Support span in the width direction of the horizontal structure (deck laying direction) L y : Support span in the longitudinal direction of the horizontal structure (deck span direction)

[0069] In order to avoid the diagonal slipout failure of the connectors in the above-mentioned failure modes, it is best to drive the connectors within the flat plate portion, and it is desirable that the connectors be driven perpendicular to the plate element (flat plate portion). Increasing the bearing area is effective in improving the deck plate's resistance to bearing failure. Examples of ways to increase the bearing area include increasing the deck plate thickness, increasing the connector's nominal diameter d to, for example, 4 mm or more, or ensuring that the thread nominal meets at least one of ST4.2, ST4.8, ST5.5, ST6.3, 5, and 6. Furthermore, since the larger the connector's axial area, the greater the resistance to shear failure of the connectors, so it is desirable that the connector's nominal diameter d be φ4.0 mm or more. Furthermore, it is desirable that the thread nominal meet at least one of ST4.2, ST4.8, ST5.5, ST6.3, 5, and 6.

[0070] Short-term allowable shear strength of joint b jd q y To ensure this, the dimensions of the overlapping portion are important. Therefore, the dimensions of the overlapping portion are set so that the strength and rigidity do not decrease early due to edge fracture before the deck plates can resist the "slip" between them. Specifically, the joint b has a short-term allowable shear strength jd q y The condition is that edge fracture does not occur before reaching the minimum edge distance e, and the minimum edge distance e is set to satisfy the following equation (4): jde q u The definition is expressed by the following equation (5).

[0071] Criteria: jd q y ≧ jde q u ···(4) Edge fracture strength: jde q u =t×e×F u ···(5) Here, jde q u : Edge fracture strength of edge portion F u: Tensile strength of deck plate t: plate thickness e: Minimum edge distance

[0072] The minimum edge distance e that satisfies equation (4) varies depending on the thickness and mechanical properties of the deck plate, but it is desirable to make it 6.0 mm or more.

[0073] One possible method for ensuring the minimum edge distance e is to join deck plates together via fasteners, as described in JP 2019-044371 A (referred to as Patent Document 7). However, joining adjacent deck plates via such fasteners results in two rows of serial joints, which is thought to reduce rigidity compared to joining deck plates directly to each other. For this reason, it is desirable to arrange the joints in a single row of serial joints, rather than in two or more parallel rows.

[0074] <Example 1: Verification of the minimum edge distance e between deck plates> In Example 1, when the thickness t of the deck plate is in the range of 1.0 to 1.6 mm, the short-term allowable shear strength of the joint b is jd qy and edge fracture strength jde q u The range of the minimum edge distance e is first examined by numerical calculation based on the magnitude relationship of the deck plate. y is 235N / mm 2 , tensile strength F u is 400N / mm 2 The connector is a drilling tapping screw, the nominal diameter d is φ6.0 mm, and the standard strength jd F u is 570N / mm 2 The condition for judgment is the edge fracture strength as shown in equation (4). jde q u is the short-term allowable shear strength of joint b jd q y If it exceeds ( jd q y ≧ jde q u ) is judged as "OK", and if it is lower, it is judged as "NG".

[0075] Tables 1 to 6 show the allowable shear strength of joint b. jd q y Edge fracture strength jde q u The relationship between the allowable shear strength of joint b is shown in Figure 11. jd q y The relationship between the minimum edge distance e and the edge breakage strength is shown. In Tables 1 to 6, the area where the judgment result is recorded as "NG" is jde q u is the allowable shear strength of joint b jd q y Therefore, in Figure 11, the short-term allowable shear strength of the area where the judgment result is written as "NG" is jd q y The edge fracture strength jde q u and gradually decrease the value.

[0076] Tables 1 and 2 are for deck plates with a thickness t of 1.0 mm, Table 1 is for deck plates with an edge distance of 3.1 mm to 6.4 mm, and Table 2 is for deck plates with an edge distance of 6.5 mm to 10.0 mm.

[0077] Tables 3 and 4 are for deck plates with a thickness t of 1.2 mm, Table 3 is for deck plates with edge distances of 3.1 mm to 6.4 mm, and Table 4 is for deck plates with edge distances of 6.5 mm to 10.0 mm.

[0078] Tables 5 and 6 are for deck plates with a thickness t of 1.6 mm, Table 5 is for deck plates with edge distances of 3.1 mm to 6.4 mm, and Table 6 is for deck plates with edge distances of 6.5 mm to 10.0 mm.

[0079] In Tables 1 to 6, Mode 1 indicates diagonal pull-out failure of the connector, Mode 2 indicates bearing failure of the deck plate, and Mode 3 indicates shear failure of the connector. The actual edge dimension e' in Tables 1 to 6 is the value obtained by subtracting 3 mm, which is the radius of a drilling tapping screw with a nominal diameter of 6 mm, from the edge distance.

[0080] [Table 1]

[0081] [Table 2]

[0082] [Table 3]

[0083] [Table 4]

[0084] [Table 5]

[0085] [Table 6]

[0086] As shown in Tables 1 and 2, when the thickness t was 1.0 mm, the minimum edge distance e was 6.2 mm or more, and equation (4) was satisfied.

[0087] As shown in Tables 3 and 4, when the thickness t was 1.2 mm, the minimum edge distance e was 6.5 mm or more, and equation (4) was satisfied.

[0088] As shown in Tables 5 and 6, when the thickness t was 1.6 mm, the minimum edge distance e was 7.1 mm or more, and equation (4) was satisfied.

[0089] Next, the short-term allowable shear strength of the above-mentioned joint b jd q y Edge fracture strength jde q u In order to verify the validity of the minimum edge distance e, a single shear test was conducted simulating the joint between the deck plates (joint b). Figure 12 shows an overview of the test specimen, and Table 7 shows a list of the test specimens.

[0090] As shown in Figure 12(a), the test specimen consisted of two overlapping steel plates 71 and 72 (thickness t: 1.2 mm) joined together with a self-drilling tapping screw 74 (nominal diameter d: 6.0 mm, length L: 19 mm). Five specimens of each of two specifications, No. 1 and No. 2, were loaded. As shown in Figure 12(b), for specimen No. 1, a sufficient distance was ensured between the self-drilling tapping screw 74 and the edge of the specimen to prevent edge fracture (the distance from the center of the self-drilling tapping screw to the edge was 27.5 mm). As shown in Figure 12(c), for specimen No. 2, the minimum edge distance e was set to 6.0 mm. To avoid eccentricity, two self-drilling tapping screws 74 were used symmetrically for specimen No. 2, which had the minimum edge distance e.

[0091] [Table 7]

[0092] Figure 13 shows the load-displacement relationship, and Table 8 shows a comparison of the test results and calculated values. The test results are the average of five specimens tested for each specification. From Table 8, the shear stiffness of No. 2, with a minimum edge distance e of 6 mm, is 1.00 times that of No. 1, and the short-term allowable shear strength is jd q y is 1.19 times that of No. 1, and both values ​​are equal to or greater than those of No. 1. Therefore, it was confirmed that there is no effect on the joint strength if the minimum edge distance e is 6.0 mm or more. In addition, the short-term allowable shear strength of the above-mentioned joint b jd q y Edge fracture strength jde q u Based on the above relationship, it was determined that the minimum edge distance e is 6.5 mm or more when the thickness t is 1.2 mm, but in reality, it is considered that there may be some increase or decrease due to variations in thickness t and mechanical properties.

[0093] [Table 8]

[0094] <Example 2: Determination by structural calculation> In Example 2, the thickness t is 1.2 to 1.6 mm, the peak spacing B is 300 mm, the peak height H is 50 to 120 mm, and the moment of inertia I is 678,000 to 5,920,000 mm. 4 / m, section modulus Z is 26,200~91,100mm 3 / m, support span L y The in-plane shear strength Q when a horizontal load acts on a horizontal structural surface on which a deck plate is laid in the range of 3,200 to 5,000 mm ya , in-plane shear strength Q yb , stiffness K a and stiffness K b The results are compared when the structure behaves as a single unit (without joints) and when it behaves as a whole (with joints). In this example, when judging assuming a steel frame structure, the load-bearing mechanism shown in Figure 9(a) is used for individual behavior (without joints), and the load-bearing mechanism shown in Figures 9(b) and (c) is used for overall behavior (with joints). Also, when judging assuming a wooden structure, the load-bearing mechanism shown in Figure 9(a) is used for individual behavior (without joints), and the load-bearing mechanism shown in Figures 9(c) and (d) is used for overall behavior (with joints).

[0095] Table 9 shows the design shear strength of joint a assuming a steel frame structure. j q y and stiffness j k is the design shear strength of joint a assuming wooden construction in Table 10. j q y and stiffness j k is the short-term allowable shear strength for the design of joint b in Table 11. jd q y and stiffness jd k is shown. Note that joint a, which is assumed to be steel frame construction, is a burn-off plug weld (φ18 mm), joint a, which is assumed to be wooden construction, is a drilling tapping screw (φ6.0 mm), and joint b, which is assumed to be drilling tapping screw (φ6.0 mm). The support condition is simple support, and the side length ratio L y / L x is in the range of 1.04 to 4.17. Here, the side length ratio L y / L x =1.04 is when the horizontal structural surface is roughly a square grid, and the side length ratio Ly / L x= 4.17 is the side length ratio L when two deck plates are used, which is the minimum number of plates to be laid when considering the behavior of the entire structure. y / L x The upper and lower limits are the length-to-side ratio L of the horizontal structural surface of a steel-framed building. y / L x This range generally encompasses the actual situation. jd l is changed from 50mm to 550mm in 50mm increments, and the in-plane shear strength Q of the horizontal structural member is calculated. ya , in-plane shear strength Q yb , stiffness K a and stiffness K b(b) and stiffness K a(b) The results are compared when the structure behaves as a single unit (without joints) and when it behaves as a whole (with joints).

[0096] [Table 9] [Table 10] [Table 11]

[0097] Here, the in-plane shear strength Q ya and Q yb is the in-plane shear stiffness K a and K. b is defined by equations (2-2) and (2-2). When both equations (1-3) and (2-3) are satisfied according to the conditions for the integral behavior, (Q yb / Q ya >1.00 and K b / K a >1.00) is judged as "OK", and if either or both are not met, it is judged as "NG".

[0098] Tables 12 to 19 show the results of the in-plane shear strength and stiffness assessment assuming a steel frame structure, and Figures 14 to 29 show the in-plane shear strength and stiffness assuming a steel frame structure. The vertical axis of Figures 14 to 29 shows the in-plane shear stiffness K bor in-plane shear strength Q yb is the in-plane shear stiffness K a or in-plane shear strength Q ya The values ​​are normalized by . As in the case of steel frame construction, Tables 20 to 27 show the results of the in-plane shear strength and stiffness assessment for wooden structures, and Figures 30 to 45 show the in-plane shear strength and stiffness for wooden structures. The vertical axis in Figures 30 to 45 shows the in-plane shear stiffness K b or in-plane shear strength Q yb is the in-plane shear stiffness K a or in-plane shear strength Q ya The values ​​are normalized by .

[0099] Table 12 shows the thickness of steel frame structure, t1.2mm, crest height H50mm, support span L y The case of 3,200 mm is shown (No. 1-1 to No. 1-48).

[0100] Table 13 shows the thickness of steel frame structure, t1.2mm, crest height H75mm, support span L y The case of 3,200 mm is shown (No. 2-1 to No. 2-48).

[0101] Tables 14 and 15 show the results for steel structures, with a thickness of 1.2 mm, a crest height of 120 mm, and a support span of 1.2 mm. y The case of 5,000 mm is shown (No. 3-1 to No. 3-84).

[0102] Table 16 shows the thickness of steel frame structure, t1.6mm, crest height H50mm, support span L y Shown here is the case of 3,200 mm (No. 4-1 to No. 4-48).

[0103] Table 17 shows the thickness of steel frame structure, t1.6mm, crest height H75mm, support span L y The case of 3,200 mm is shown (No. 5-1 to No. 5-48).

[0104] Tables 18 and 19 show the results for steel structures, with a thickness of 1.6 mm, a crest height of 120 mm, and a support span of 1.6 mm.y The case of 5,000 mm is shown (No. 3-1 to No. 3-84).

[0105] Table 20 shows the thickness of wooden structures, t1.2mm, crest height H50mm, support span L y The case of 3,200 mm is shown (No. 7-1 to No. 7-48).

[0106] Table 21 shows the thickness of wooden structures, t1.2mm, crest height H75mm, and support span L y The case of 3,200 mm is shown (No. 8-1 to No. 8-48).

[0107] Tables 22 and 23 show the thickness t1.2mm, height H120mm, and support span L y The case of 5,000 mm is shown (No. 9-1 to No. 9-84).

[0108] Table 24 shows the thickness of wooden structures, t1.6mm, crest height H50mm, and support span L y Shown here is the case of 3,200 mm (No. 10-1 to No. 10-48).

[0109] Table 25 shows the thickness of wooden structures, t1.6mm, crest height H75mm, support span L y Shown here are the cases of 3,200 mm (No. 11-1 to No. 11-48).

[0110] Tables 26 and 27 show the thickness of 1.6 mm, height of 120 mm, and support span of 1.6 mm for wooden structures. y The case of 5,000 mm is shown (No. 12-1 to No. 12-84).

[0111] [Table 12]

[0112] [Table 13]

[0113]

Table 14

[0114]

Table 15

[0115] Table 16

[0116] Table 17

[0117] Table 18

[0118] Table 19

[0119] Table 20

[0120] Table 21

[0121] Table 22

[0122] Table 23

[0123] Table 24

[0124] [Table 25]

[0125] [Table 26]

[0126] [Table 27]

[0127] From Table 12, for steel structures, thickness t1.2mm, height H50mm, support span L y In the case of 3,200 mm, the joint interval between deck plates jd The results showed that the conditions for the establishment of integrated behavior were satisfied when l was 250 mm or less.

[0128] From Table 13, for steel structures, thickness t1.2mm, height H75mm, support span L y In the case of 3,200 mm, the joint interval between deck plates jd The results showed that the conditions for the establishment of integrated behavior were satisfied when l was 250 mm or less.

[0129] From Table 14 and Table 15, for steel frame construction, thickness t1.2mm, height H120mm, support span L y In the case of 5,000 mm, the joint interval between deck plates jd The results showed that the conditions for the establishment of integrated behavior were met when l was 450 mm or less.

[0130] From Table 16, for steel structures, thickness t1.6mm, height H50mm, support span L y In the case of 3,200 mm, the joint interval between deck plates jd The results showed that the conditions for the establishment of integral behavior were satisfied when l was 300 mm or less.

[0131] From Table 17, for steel frame construction, thickness t1.6mm, height H75mm, support span L y In the case of 3,200 mm, the joint interval between deck plates jd The results showed that the conditions for the establishment of integral behavior were satisfied when l was 300 mm or less.

[0132] From Table 18 and Table 19, for steel structures, thickness t1.6mm, height H120mm, support span L y In the case of 5,000 mm, the joint interval between deck plates jd The results showed that the conditions for the establishment of integrated behavior were satisfied when l was 500 mm or less.

[0133] From Table 20, for wooden structures, thickness t1.2mm, height H50mm, support span L y In the case of 3,200 mm, the joint interval between deck plates jd The results showed that the conditions for the establishment of integrated behavior were met when l was 550 mm or less.

[0134] From Table 21, for wooden structures, the thickness is t1.2 mm, the height of the crest is H75 mm, and the support span is L y In the case of 3,200 mm, the joint interval between deck plates jd The results showed that the conditions for the establishment of integrated behavior were met when l was 550 mm or less.

[0135] From Table 22 and Table 23, for wooden structures, the thickness is 1.2 mm, the height is 120 mm, and the support span is L y In the case of 5,000 mm, the joint interval between deck plates jd The results showed that the conditions for the establishment of integrated behavior were met when l was 550 mm or less.

[0136] From Table 24, for wooden structures, the thickness is 1.6 mm, the height is 50 mm, and the support span is L y In the case of 3,200 mm, the joint interval between deck plates jd The results showed that the conditions for the establishment of integrated behavior were met when l was 550 mm or less.

[0137] From Table 25, for wooden structures, thickness t1.6mm, height H75mm, support span Ly In the case of 3,200 mm, the joint interval between deck plates jd The results showed that the conditions for the establishment of integrated behavior were met when l was 550 mm or less.

[0138] From Table 26 and Table 27, for wooden structures, the thickness is t1.6mm, the height H120mm, and the support span L y In the case of 5,000 mm, the joint interval between deck plates jd The results showed that the conditions for the establishment of integrated behavior were met when l was 550 mm or less.

[0139] From the above, in Example 2, the joining distance between the deck plates jd When l is 250 mm or less, all variables satisfy the conditions for the integral behavior of equations (1-3) and (2-3), and the in-plane shear strength Q yb and in-plane shear stiffness K b is the in-plane shear strength Q when the structure behaves as a single unit ya and in-plane shear stiffness K a It was shown that the improvement was

[0140] <Example 3: Verification of structural performance through full-scale in-plane shear testing> In Example 3, the results of the in-plane shear test of the horizontal structural member are shown. The horizontal structural member is a member with a side length ratio L y / L x = 1.00 square grid, and the horizontal loading test was aimed at comparing the structural performance when the structure behaved independently and as a whole. Steel beams were used as the beam materials.

[0141] The deck plate has a thickness t of 1.2 mm, a peak spacing B of 300 mm, a peak height H of 75 mm, and a moment of inertia I of 1,620,000 mm. 4 / m, section modulus Z is 41,700 mm 3 / m, support span L y The yield point YP of the deck plate is 340N / mm 2 , tensile strength TS is 456N / mm 2The elongation EL is 36%. The joints a between the deck plate and the steel beam are made with burnt plug welds with a diameter of approximately φ18 mm, joining each valley in two places. The joints b between the deck plates are made with drilling tapping screws with a nominal diameter d of φ6.0 mm and a length L of 19 mm.

[0142] In the No. 1 test piece, the deck plates were not joined together. In the No. 2 test piece, the overlapping parts were jd The joints were made at intervals of l = 150 mm, and the overlapping part of specimen No. 3 jd The joints were made at intervals of l = 50 mm.

[0143] The minimum edge distance e of the overlapping part is the short-term allowable shear strength of the joint b in Example 1. jd q y The concrete is driven perpendicular to the flat plate, ensuring a depth of 6.0 mm, which has been confirmed not to affect the horizontal structure. The loading history involves alternating positive and negative cyclic loading three times each at shear deformation angles R of 1 / 600, 1 / 450, 1 / 300, 1 / 200, 1 / 150, and 1 / 100 rad on the horizontal structural surface.

[0144] From the load-deformation relationship obtained from the full-scale in-plane shear test, the short-term allowable shear strength and initial stiffness are calculated in accordance with the calculation method for short-term allowable shear strength described in Non-Patent Document 1. Hereafter, the short-term allowable shear strength is referred to as the "in-plane shear strength Q y " and the initial stiffness is defined as "in-plane shear stiffness K".

[0145] The results are shown in Figures 46 to 48 and Table 28. In Figures 46 to 48, the horizontal axis represents displacement and the vertical axis represents load. The thin dotted line in Figure 46 shows the load-displacement relationship in the No. 1 experiment results. The thick solid line in Figure 46 shows the in-plane shear stiffness K (the inclination of the diagonal line) vs. in-plane shear strength Q in the test results for No. 1. y (Horizontal line section) is shown. The thin solid line in Figure 47 shows the load-displacement relationship in the experimental results for No. 2. The thick dotted line in Figure 47 shows the in-plane shear stiffness K (the inclination of the diagonal line) vs. in-plane shear strength Q in the experimental results of No. 1. y(Horizontal line section) is shown. The thick solid line in Figure 47 shows the in-plane shear stiffness K (the inclination of the diagonal line) vs. in-plane shear strength Q in the experimental results of No. 2. y (Horizontal line section) is shown. The thin solid line in Figure 48 shows the load-displacement relationship in the experimental results for No. 3. The thick dotted line in Figure 48 shows the in-plane shear stiffness K (the inclination of the diagonal line) vs. in-plane shear strength Q in the experimental results for No. 1. y (Horizontal line section) is shown. The thick solid line in Figure 48 shows the load-displacement relationship in the experimental results for No. 3.

[0146] [Table 28]

[0147] From Figure 46, Figure 47 and Table 28, the in-plane shear strength Q for the case without joints (No. 1) y The in-plane shear strength Q of the jointed case (No. 2) was 39.1kN. y The in-plane shear strength Q for the jointed case (No. 2) was 81.8 kN. y is the in-plane shear strength Q for the case without joints (No. 1) y The in-plane shear stiffness K for the bonded case (No. 2) was 6.76 kN / mm, while the in-plane shear stiffness K for the unbonded case (No. 1) was 3.82 kN / mm. The in-plane shear stiffness K for the bonded case (No. 2) was 1.77 times that of the unbonded case (No. 1), a significant improvement.

[0148] From Figure 46, Figure 48 and Table 28, the in-plane shear strength Q for the case without joints (No. 1) y The in-plane shear strength Q of the jointed case (No. 3) was 39.1kN. y The in-plane shear strength Q for the jointed case (No. 3) was 96.2 kN. y is the in-plane shear strength Q for the case without joints (No. 1) yThe in-plane shear stiffness K of the bonded case (No. 3) was 7.61 kN / mm, while the in-plane shear stiffness K of the bonded case (No. 1) was 3.82 kN / mm. The in-plane shear stiffness K of the bonded case (No. 3) was 1.99 times that of the bonded case (No. 1), which was a significant improvement. In addition, from No. 2 and No. 3, it can be seen that the bond spacing jd It was confirmed that the smaller l is, the better the in-plane shear performance is.

[0149] From the above, by keeping the joint intervals between the deck plates below a certain level, the horizontal structural member consisting of the deck plate will behave as a single unit, and the in-plane shear strength Q of the horizontal structural member will be increased without using horizontal braces. y It was confirmed that dry floor and dry roof structures capable of securing the required in-plane shear stiffness K are feasible.

[0150] Therefore, in a deck plate structure used in a dry floor structure or dry roof structure, a joining method can be provided that can ensure high joining strength with minimal construction effort and a simpler construction process and management without increasing the difficulty or cost of processing the deck plate, and a deck plate structure can be provided that can ensure the in-plane shear strength and rigidity of the horizontal structural member without using horizontal braces.

[0151] Although several embodiments of the present invention have been described above, these embodiments are presented as examples and are not intended to limit the scope of the invention. Furthermore, the present invention can be embodied in various novel forms in addition to the above-described embodiments. Therefore, various omissions, substitutions, and modifications can be made to the above-described embodiments without departing from the spirit of the invention. Such novel forms and modifications are included within the scope and spirit of the invention, as well as within the scope of the inventions set forth in the claims and equivalents of the inventions set forth in the claims. [Explanation of symbols]

[0152] 100: Deck plate structure 1: Deck plate 10: Deck plate main body 11: First rising plate section 12: 1st flat plate part 13: First return plate section 14: Second rising plate section 15: 2nd flat plate part 16: 1st flat plate part 17: Second rising plate section 2: Beam material 3: Overlapped part 31 :1st edge 32: 2nd edge 33: 3rd edge 34: 4th edge 4:Joint tool

Claims

1. A deck plate structure used as a dry floor structure or a dry roof structure, A plurality of deck plates laid in the width direction; a steel beam or a wooden beam on which the deck plate is erected, The deck plates adjacent in the width direction are joined together at overlapping portions where they are overlapped, forming joints, The joint interval in the longitudinal direction of the joint is 250 mm or less. Deck plate structure featuring.

2. The deck plates adjacent in the width direction are joined together via connectors driven into the overlapping portions, The minimum edge distance of the overlapping portion is 6 mm or more. The deck plate structure according to claim 1,

3. The deck plates adjacent in the width direction are joined together via connectors driven into the overlapping portions, The nominal diameter of the connector must be 4 mm or more. The deck plate structure according to claim 1,

4. The deck plates adjacent in the width direction are joined together via connectors driven into the overlapping portions, the connector is a screw; The nominal thread size of the connector is ST4.2, ST4.8, ST5.5, ST6.3, 5 and and 6. At least one of the following must be satisfied: The deck plate structure according to claim 1,

5. The connector is driven into the flat plate portion of the overlapping portion in a substantially vertical direction. The deck plate structure according to any one of claims 2 to 4, characterized in that

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