Joint structure between deck composite slab and beam

Abstract

To provide a junction structure between a deck composite slab and a beam, which can reduce construction cost.SOLUTION: In a junction structure 100 between a deck composite slab and a beam according to the embodiment, the beam 81 is provided along a lengthwise direction Y of a deck plate 2. The deck composite slab 1 comprises: a deck plate 2 having a gap between an end 21 in a width direction X of the deck plate 2 and the beam 81; a flushing 3 provided in the gap between the end 21 in the width direction X of the deck plate 2 and the beam 81; a concrete 4 placed on upper side of the deck plate 2 and the flushing 3; and a stress transmission member 5 laid between the flushing 3 and the beam 81. The stress transmission member 5 is fixed to a top face of the beam 81 and embedded in the concrete 4. Minimum distance from an end face of the concrete 4 to the stress transmission member 5 is 350 mm or more.SELECTED DRAWING: Figure 4

Description

Technical Field

[0001] The present invention relates to a joint structure between a deck composite slab and a beam.

Background Art

[0002] Deck composite slabs, in which deck plates and concrete are integrated, are joined to beams and used in various buildings such as residences, stores, offices, parking lots, warehouses, and large-scale offices. When there is a gap between the deck plate constituting the deck composite slab and the beam, flashing for adjusting the gap is used. Flashing is normally not joined to the beam, and merely has the function of filling the gap between the deck plate and the beam.

[0003] As a technique for joining a deck composite slab to a beam, for example, a technique of stud-welding headed studs to the beam as shown in Non-Patent Documents 1 and 2 is known.

[0004] When headed studs are stud-welded to the beam, the in-plane shear force acting on the deck composite slab can be transmitted from the headed studs to the beam regardless of the presence or absence of flashing. However, stud welding requires headed studs, which poses a problem of increased construction cost.

[0005] Accordingly, as a technique for joining a deck composite slab to a beam without performing stud welding, Patent Document 1 discloses a technique of performing burn-through plug welding on a beam provided with flashing. Burn-through plug welding can be performed using a general-purpose shielded metal arc welding machine at a construction site, so the construction can be easily carried out. However, the technique disclosed in Patent Document 1 requires processing equipment for processing the flashing. This leads to the problem of increased construction cost.

Prior Art Documents

Patent Documents

[0006]

Patent Document 1

[0007] [Non-Patent Document 1] Architectural Institute of Japan, "Design Guidelines and Commentary for Various Composite Structures," published November 2010, pp. 8-11, Part 1: Design Guidelines for Composite Beam Structures, Chapter 5: Design of Shear Connectors, Chapter 6: Shear Strength of Shear Connectors [Non-Patent Document 2] Architectural Institute of Japan, "Technical Guidelines for Steel Frame Construction - On-site Execution Edition," published January 2018, pp. 316-354, Chapter 7: Deck Plates and Headed Studs [Overview of the Initiative] [Problems that the invention aims to solve]

[0008] Therefore, the present invention was devised in view of the above-mentioned problems, and its objective is to provide a joint structure between a deck composite slab and a beam that can reduce construction costs. [Means for solving the problem]

[0009] The joint structure between a deck composite slab and a beam according to the present invention is a joint structure between a deck composite slab and a beam in which a deck plate and concrete are integrated, wherein the beam is provided along the longitudinal direction of the deck plate, and the deck composite slab comprises the deck plate having a gap between the beam and the end in the width direction intersecting the longitudinal direction of the deck plate, a flashing provided in the gap between the end in the width direction of the deck plate and the beam, the concrete provided above the deck plate and the flashing, and a stress transmission member spanning between the flashing and the beam, wherein the stress transmission member is fixed to the upper surface of the beam and embedded in the concrete, the concrete has an end face formed along the plane intersecting the longitudinal direction, and the distance from the end face to the stress transmission member is 350 mm or more. [Effects of the Invention]

[0010] According to the present invention, a joint structure between a deck composite slab and a beam can be provided that can reduce construction costs. [Brief explanation of the drawing]

[0011] [Figure 1] Figure 1 is a plan view showing an example of a joint structure between a deck composite slab and a beam in the first embodiment. [Figure 2] Figure 2 is a partially cutaway perspective view showing an example of the joint structure between the deck composite slab and the beam in the first embodiment. [Figure 3] Figure 3 shows an example of a joint structure between a deck composite slab and a beam in the first embodiment. Figure 3(a) is a plan view showing the joint portion with a beam that has flashing at one end in the width direction, and Figure 3(b) is a front view showing the joint portion with a beam that has flashing at one end in the width direction. [Figure 4] Figure 4 shows an example of a joint structure between a deck composite slab and a beam in the first embodiment. Figure 4(a) is a plan view showing the joint portion with a beam that has flashing at both ends in the width direction, and Figure 4(b) is a front view showing the joint portion with a beam that has flashing at both ends in the width direction. [Figure 5] Figure 5 is a side view showing an example of the deck plate structure in the first embodiment. [Figure 6] Figure 6 is a side view showing an example of a deck plate structure in the second embodiment. [Figure 7] Figure 7 is a side view showing an example of a deck plate structure in the third embodiment. [Figure 8] Figure 8 is a side view showing an example of a deck plate structure in the fourth embodiment. [Figure 9] Figure 9 is a side view showing an example of a deck plate structure in the fifth embodiment. [Figure 10] Figure 10 is a diagram illustrating the 0.1 mm offset load capacity. [Figure 11]Figure 11 is a diagram showing the relationship between the edge distance and the short-term bearing strength per joint in Case 1. [Figure 12] Figure 12 is a diagram showing the relationship between the edge distance and the short-term bearing strength per joint in Case 2. [Figure 13] Figure 13 is a diagram showing the relationship between the edge distance and the short-term bearing strength per joint in Case 3. [Figure 14] Figure 14 is a diagram showing the relationship between the edge distance and the short-term bearing strength per joint in Case 4. [Figure 15] Figure 15 is a diagram showing the relationship between the edge distance and the short-term bearing strength per joint in Case 5. [Figure 16] Figure 16 is a diagram for explaining the finishing thickness in a deck composite slab. [Mode for Carrying Out the Invention]

[0012] Hereinafter, modes for implementing the joint structure between a deck composite slab and a beam to which the present invention is applied will be described in detail with reference to the drawings. In each figure, the vertical direction is defined as Z, the width direction of the deck plate in the direction intersecting the vertical direction Z is defined as the width direction X, and the length direction of the deck plate in the direction intersecting the vertical direction Z and the width direction X is defined as the length direction Y.

[0013] (First Embodiment) The joint structure 100 between a deck composite slab and a beam is used in buildings such as houses, shops, offices, parking lots, warehouses, and large-scale offices. Hereinafter, the joint structure 100 between a deck composite slab and a beam is also referred to as the joint structure 100. As shown in FIG. 1 and FIG. 2, the joint structure 100 includes a deck composite slab 1 and a beam 8.

[0014] Beam 8 is made of, for example, H-shaped steel. Beam 8 has a plurality of beams 81 provided along the length direction Y and a plurality of beams 82 provided along the width direction X. As shown in Figure 1, the span length of beam 81 is Ly and the span length of beam 82 is Lx. The span length Ly is the distance between supports and is the distance between the axes of two adjacent beams 82 connected to beam 81. The span length Lx is the distance between supports and is the distance between the axes of two adjacent beams 81 connected to beam 82. The plurality of beams 8 are combined in a rectangular shape and joined to the deck composite slab 1. Of the beams 81 provided along the length direction Y, a pair of beams 81a are provided on the outer periphery of the deck composite slab 1, and of the beams 81 provided along the length direction Y, a beam 81b is provided between the pair of beams 81a.

[0015] As shown in Figure 2, the deck composite slab 1 is a deck composite slab in which the deck plate 2 and concrete 4 are integrated. The deck composite slab 1 includes the deck plate 2, the flashing 3, the concrete 4, and the stress transfer member 5.

[0016] As shown in Figures 3(a) and 4(a), the deck plate 2 is a known deck plate made by bending a steel plate into a corrugated shape. As shown in Figures 3(b) and 4(b), the deck plate 2 is positioned with a gap between its end 21 in the width direction X and the beam 81. The deck plate 2 has interlocking portions formed at both end 21 in the width direction X. The interlocking portion formed at the end 21 of one deck plate 2 can interlock with the interlocking portion at the end 21 of the adjacent deck plate 2. In addition, the interlocking portion formed at the end 21 of one deck plate 2 can interlock with the interlocking portion 31 of the flashing 3.

[0017] The flashing 3 is provided in the gap between the end 21 in the width direction X of the deck plate 2 and the beam 81. Known flashings can be used for flashing 3. The flashing 3 can fill the gap between the end 21 in the width direction X of the deck plate 2 and the beam 81, preventing the concrete 4 poured from above from falling.

[0018] The flashing 3 is constructed by bending a thin steel plate, for example, with a thickness of about 1.2 mm to 1.6 mm, into a predetermined shape. The flashing 3 has a mating portion 31 that mats with the end portion 21 of the deck plate 2, and a flat plate portion 32 that is continuous with the mating portion 31. The mating portion 31 of the flashing 3 is placed on the upper surface of the end portion 21 of the deck plate 2, and the flat plate portion 32 is placed on the beam 81.

[0019] As shown in Figure 3(b), the flashing 3 is placed on one end in the width direction X of the beam 81a that constitutes the outer periphery of the deck composite slab 1. As shown in Figure 4(b), the flashing 3 is placed on both ends in the width direction X of the beam 81b that is provided between the pair of beams 81a.

[0020] The concrete 4 is poured above the deck plate 2, the flashing 3, the stress transfer member 5, and the beam 8. The concrete 4 is formed in a rectangular shape in plan view. As shown in Figure 5, the concrete 4 has an end face 41 along a plane that intersects the longitudinal direction Y. As shown in Figure 3(b), the concrete 4 has a side surface 42 along a plane that intersects the width direction X.

[0021] As shown in Figures 3 and 4, the stress transmission member 5 is placed on the upper surface of the flashing 3 and the upper surface of the beam 81, and spans between the flashing 3 and the beam 81. The stress transmission member 5 is fixed to the upper surface of the beam 81, for example, by covered arc welding, and embedded in the concrete 4. This allows the in-plane shear force acting on the deck composite slab 1 to be transmitted to the beam 81 via the stress transmission member 5 embedded in the concrete 4.

[0022] The stress transfer member 5 may be further fixed to the upper surface of the flashing 3. In this case, the stress transfer member 5 can function as a shear stopper for the flashing 3 when the concrete 4 is poured. The stress transfer member 5 and the upper surface of the flashing 3 are fixed together, for example, by shielded metal arc welding.

[0023] Let W1 be the length of the stress transmission member 5 along the width direction X that is fixed to the beam 81. If the stress transmission member 5 is fixed to the beam 81 and the flashing 3 by covered arc welding, and W2 is the length of the stress transmission member 5 along the width direction X that is provided on the flashing 3, then the fixing length W along the width direction X that the stress transmission member 5 is fixed to the beam 81 and the flashing 3 is fixed length W = W1 + W2.

[0024] The stress transmission member 5 only needs to be fixed to the beam 81. For this reason, the stress transmission member 5 does not need to be fixed to the upper surface of the flashing 3, but may simply be placed on the upper surface of the flashing 3. When the stress transmission member 5 is fixed only to the beam 81 by covered arc welding, the fixing length W of the stress transmission member 5 is taken as the welding length, for example, fixing length W = W1.

[0025] As shown in Figure 5, when the plate thickness t of the stress transmission member 5 is defined as t, the plate thickness t is, for example, 1.6 mm to 12 mm. When the height h of the stress transmission member 5 is defined as the height along the vertical direction Z, the height h of the stress transmission member 5 is, for example, 20 mm to 300 mm.

[0026] The stress transmission member 5 is made of, for example, angle steel. The stress transmission member 5 has a first plate portion 51 and a second plate portion 52.

[0027] The first plate portion 51 is provided along a plane that intersects the longitudinal direction Y, and is substantially perpendicular to the upper surface of the beam 81.

[0028] The second plate portion 52 is provided along a plane intersecting the vertical direction Z, substantially parallel to the upper surface of the beam 81. The second plate portion 52 is provided at the lower end of the first plate portion 51, substantially perpendicular to the first plate portion 51. The second plate portion 52 spans the flashing 3 and the beam 81. The second plate portion 52 is fixed to the upper surface of the beam 81, for example, by shielded metal arc welding. The second plate portion 52 may also be fixed to the upper surface of the flashing 3, for example, by shielded metal arc welding. The entire outer circumference of the second plate portion 52 may be welded to fix it to the beam 81 and the flashing 3.

[0029] Furthermore, the second plate portion 52 may be welded to the beam 81 at three sides of its outer circumference where it is in direct contact with the beam 81.

[0030] As shown in Figure 5, the distance in the longitudinal direction Y from the end face 41 of the concrete 4 to the stress transmission member 5 closest to the end face 41 is defined as the edge gap distance e. The edge gap distance e can be expressed as the distance from the end face 41 to the center line of the plate thickness of the first plate portion 51 in the longitudinal direction Y.

[0031] The bridge gap e is preferably 350 mm or more. This increases the short-term allowable load Q per joint where the stress transfer member 5 is provided compared to when the bridge gap e is less than 350 mm. As a result, the number of locations where stress transfer members 5 are required can be reduced. Consequently, construction costs can be reduced.

[0032] Multiple stress transmission members 5 are provided at predetermined intervals B in the longitudinal direction Y. The interval B in the longitudinal direction Y can be expressed as the distance from the center line of the thickness of the first plate portion 51 of one adjacent stress transmission member 5 to the center line of the thickness of the first plate portion 51 of another stress transmission member 5.

[0033] The short-term allowable load capacity Q for each joint where a stress transfer member 5 is provided is calculated using the following formula (1). While the short-term allowable load capacity Q for each joint where a stress transfer member 5 is provided can be calculated using FEM analysis, this analysis is time-consuming. In contrast, formula (1) evaluates the short-term allowable load capacity Q for each joint as the minimum value of the bearing capacity cQbear of the stress transfer member 5, the shear yield capacity cQs#shear of the stress transfer member 5, and the bending yield capacity cQbend of the stress transfer member 5. This allows for a simple evaluation of the short-term allowable load capacity Q of the joint without performing FEM analysis. Therefore, the design of the joint structure 100 can be completed in a shorter time.

[0034] Furthermore, the interval B is preferably determined based on the short-term allowable load capacity Q per joint calculated by formula (1), and satisfies the following formula (2). This allows for an optimization of the number of stress transmission members 5 that transmit the in-plane shear force acting on the deck composite slab 1 to the beam 81. As a result, construction costs can be further reduced.

[0035]

number

[0036]

number

[0037] According to this embodiment, a stress transmission member 5 is provided that spans between the flashing 3 and the beam 81. The stress transmission member 5 is fixed to the upper surface of the beam 81 and embedded in the concrete 4. As a result, when an in-plane shear force acts on the deck composite slab 1, the stress can be transmitted from the concrete 4 to the beam 81 via the stress transmission member 5. Therefore, headed studs and stud welding machines are not required, making construction easier.

[0038] According to this embodiment, the stress transmission member 5 may be further fixed to the flashing 3. This allows the stress transmission member 5 to function as a shear stopper for the flashing 3 when the concrete 4 is poured. As a result, the quality of the deck composite slab 1 can be improved.

[0039] According to this embodiment, the stress transmission member 5 has a first plate portion 51 along a plane intersecting the longitudinal direction Y. As a result, when an in-plane shear force acts on the deck composite slab 1, the first plate portion 51 acts as a bearing surface and can resist the force. Therefore, it can resist even larger in-plane shear forces.

[0040] According to this embodiment, the stress transmission member 5 has a first plate portion 51 along a plane intersecting the longitudinal direction Y, and a second plate portion 52 along a plane intersecting the vertical direction Z at the lower end of the first plate portion 51, with the second plate portion being fixed to the upper surface of the beam 81. As a result, when fixing the stress transmission member 5 to the beam 81, even if the worker releases the stress transmission member 5 that is stretched between the beam 81 and the flashing 3, the stress transmission member 5 will not tip over and will remain in a stable state. Therefore, the work of fixing the stress transmission member 5 to the beam 81 by covered arc welding or the like can be easily performed.

[0041] According to this embodiment, the stress transmission member 5 is fixed to the beam 81 by covered arc welding. This allows for faster construction compared to stud welding.

[0042] According to this embodiment, as shown in Figure 2, the flashing 3 is provided at both ends of the upper surface of the beam 81 in the width direction X. This allows the in-plane shear force of the deck composite slab 1 to be transmitted from the concrete 4 to the beam 81, even though the flashing 3 is provided at both ends of the upper surface in the width direction X, via the stress transmission member 5. As a result, the load that the deck composite slab 1 can withstand can be further increased.

[0043] Furthermore, the flashing 3 can be provided at one end of the upper surface of the beam 81 in the width direction X. In this case, for example, the in-plane shear force of the deck composite slab 1 can be transmitted from the concrete 4 to the beam 81 constituting the outer perimeter via the stress transmission member 5. This allows the load that the deck composite slab 1 can withstand to be further increased.

[0044] According to this embodiment, the bridge gap e is 350 mm or more. As will be described later, this results in a greater short-term allowable load capacity Q per joint where a stress transmission member 5 is provided compared to the case where the bridge gap e is less than 350 mm. Therefore, the number of locations where stress transmission members 5 are required can be reduced. As a result, construction costs can be reduced.

[0045] According to this embodiment, the short-term allowable load capacity Q per joint where the stress transmission member 5 is provided is calculated by formula (1), and the interval B satisfies formula (2) based on the short-term allowable load capacity Q calculated by formula (1). This makes it possible to optimize the number of stress transmission members 5 required to transmit the in-plane shear force acting on the deck composite slab 1 to the beam 81. As a result, construction costs can be further reduced.

[0046] (Second Embodiment) Next, a joint structure 100 according to the second embodiment will be described. Detailed explanations of configurations similar to those in the embodiments described above will be omitted. As shown in Figure 6, the joint structure 100 according to the second embodiment differs from the embodiments described above in that the second plate portion 52 is provided at the upper end of the first plate portion 51.

[0047] The stress transmission member 5 is made of, for example, angle steel. The stress transmission member 5 has a first plate portion 51 and a second plate portion 52.

[0048] The first plate portion 51 is provided along a plane intersecting the longitudinal direction Y, substantially perpendicular to the upper surface of the beam 81. The first plate portion 51 spans the flashing 3 and the beam 81. The first plate portion 51 is fixed to the upper surface of the beam 81, for example, by covered arc welding. The first plate portion 51 may also be fixed to the upper surface of the flashing 3, for example, by covered arc welding, if necessary.

[0049] The second plate portion 52 is provided along a plane that intersects the vertical direction Z, and is substantially parallel to the upper surface of the beam 81. The second plate portion 52 is provided at the upper end of the first plate portion 51, spaced apart from the beam 81.

[0050] The edge clearance distance e in the longitudinal direction Y can be expressed as the distance from the end face 41 to the center line of the thickness of the first plate portion 51.

[0051] The interval B in the longitudinal direction Y can be expressed as the distance from the center line of the thickness of the first plate portion 51 in one adjacent stress transmission member 5 to the center line of the thickness of the first plate portion 51 in the other stress transmission member 5.

[0052] (Third embodiment) Next, a joint structure 100 according to the third embodiment will be described. As shown in Figure 7, the joint structure 100 according to the third embodiment differs from the embodiment described above in that the stress transmission member 5 has a pair of first plate portions 51.

[0053] The stress transmission member 5 is made of, for example, angle steel. The stress transmission member 5 has a pair of first plate portions 51 that are arranged substantially perpendicular to each other.

[0054] A pair of first plate sections 51 are provided along a plane intersecting the longitudinal direction Y, inclined at approximately 45° with respect to the upper surface of the beam 81. The first plate sections 51 span the flashing 3 and the beam 81. The upper end of one first plate section 51 is provided on the upper end of the other first plate section 51. The lower end of each first plate section 51 is fixed to at least the beam 8.

[0055] The distance e between the ends in the longitudinal direction Y can be expressed as the distance from the end face 41 to the connecting portion of the pair of first plate portions 51.

[0056] The interval B in the longitudinal direction Y can be expressed as the distance from the connecting portion of the first plate portion 51 of one adjacent stress transmission member 5 to the connecting portion of the first plate portion 51 of the other stress transmission member 5.

[0057] According to this embodiment, the stress transmission member 5 has a pair of first plate portions 51 along a plane intersecting the longitudinal direction Y, and the lower ends of the pair of first plate portions 51 are fixed to the upper surface of the beam 81. As a result, when fixing the stress transmission member 5 to the beam 81, even if the worker releases the stress transmission member 5 that is stretched between the beam 81 and the flashing 3, the stress transmission member 5 will not tip over and will remain in a stable state. Therefore, the work of fixing the stress transmission member 5 to the beam 81 by covered arc welding or the like can be easily performed.

[0058] (Fourth Embodiment) Next, a joint structure 100 according to the fourth embodiment will be described. As shown in Figure 8, the joint structure 100 according to the fourth embodiment differs from the embodiment described above in that a pair of first plate portions 51 of the stress transmission member 5 are fixed to the beam 81.

[0059] The stress transmission member 5 is made of, for example, channel steel. The stress transmission member 5 has a pair of first plate portions 51 spaced apart in the longitudinal direction Y, and a second plate portion 52 connecting the pair of first plate portions 51.

[0060] The first plate portion 51 is provided along a plane intersecting the longitudinal direction Y, substantially perpendicular to the upper surface of the beam 81. The first plate portion 51 spans the flashing 3 and the beam 81. The first plate portion 51 has a second plate portion 52 at its upper end, and at least the beam 81 is fixed to its lower end.

[0061] The second plate portion 52 is provided along a plane that intersects the vertical direction Z. The second plate portion 52 is spaced apart from the beam 81 in the vertical direction Z and connects the pair of first plate portions 51.

[0062] The edge gap e in the longitudinal direction Y can be expressed as the distance from the end face 41 to the central part of the pair of first plate portions 51.

[0063] The interval B in the longitudinal direction Y can be expressed as the distance from the center of a pair of first plate portions 51 in one adjacent stress transmission member 5 to the center of a pair of first plate portions 51 in the other stress transmission member 5.

[0064] According to this embodiment, the stress transmission member 5 has a pair of first plate portions 51 along a plane intersecting the longitudinal direction Y, and the lower ends of the pair of first plate portions 51 are fixed to the upper surface of the beam 81. As a result, when fixing the stress transmission member 5 to the beam 81, even if the worker releases the stress transmission member 5 that is stretched between the beam 81 and the flashing 3, the stress transmission member 5 will not tip over and will remain in a stable state. Therefore, the work of fixing the stress transmission member 5 to the beam 81 by covered arc welding or the like can be easily performed.

[0065] (Fifth embodiment) Next, a joint structure 100 according to the fifth embodiment will be described. As shown in Figure 9, the joint structure 100 according to the fifth embodiment differs from the embodiment described above in that the stress transmission member 5 includes a first plate portion 51 that connects a pair of second plate portions 52.

[0066] The stress transmission member 5 is made of, for example, channel steel. The stress transmission member 5 has a pair of second plate portions 52 spaced apart in the vertical direction Z, and the pair of second plate portions 52 together form a first plate portion 51.

[0067] The first plate section 51 is provided along a plane intersecting the longitudinal direction Y, substantially perpendicular to the upper surface of the beam 81. The first plate section 51 spans the flashing 3 and the beam 81. The first plate section 51 connects a pair of second plate sections 52 that are spaced apart in the vertical direction Z.

[0068] The second plate portion 52 is provided along a plane that intersects the vertical direction Z. The second plate portion 52 spans between the flashing 3 and the beam 81. A pair of second plate portions 52 are provided spaced apart in the vertical direction Z. The lower second plate portion 52 is fixed to at least the beam 81.

[0069] The edge clearance distance e in the longitudinal direction Y can be expressed as the distance from the end face 41 to the center line of the thickness of the first plate portion 51.

[0070] The interval B in the longitudinal direction Y can be expressed as the distance from the center line of the thickness of the first plate portion 51 in one adjacent stress transmission member 5 to the center line of the thickness of the first plate portion 51 in the other stress transmission member 5.

[0071] According to this embodiment, the stress transmission member 5 has a pair of first plate portions 51 along a plane intersecting the longitudinal direction Y, and the lower ends of the pair of first plate portions 51 are fixed to the upper surface of the beam 81. As a result, when fixing the stress transmission member 5 to the beam 81, even if the worker releases the stress transmission member 5 that is stretched between the beam 81 and the flashing 3, the stress transmission member 5 will not tip over and will remain in a stable state. Therefore, the work of fixing the stress transmission member 5 to the beam 81 by covered arc welding or the like can be easily performed.

[0072] In the above-described embodiment, angle steel and channel steel are described as examples of the stress transmission member 5. In addition, the stress transmission member 5 may include at least any one of a flat plate, a square steel pipe, square steel, a steel pipe, round steel, and a reinforcing bar.

[0073] While several embodiments of the present invention have been described above, these embodiments are presented by way of example, and are not intended to limit the scope of the invention. Furthermore, the present invention can be implemented in various new forms in addition to the above-described embodiments. Accordingly, various omissions, substitutions, and modifications of the above-described embodiments are possible without departing from the gist of the present invention. Such new forms and modifications are included in the scope and gist of the present invention, and are included in the scope of the invention described in the claims and equivalents thereof.

Examples

[0074] Hereinafter, the edge distance e and the interval B between the stress transmission members will be described. Case 1 to Case 5 with different shapes and arrangements of the stress transmission member 5 were examined. The examination was performed on the case where three sides of the portion of the stress transmission member 5 in contact with the beam were fixed by welding.

[0075]

Table 1

[0076] <Evaluation of short-term allowable strength Q per joint based on FEM analysis> For Case 1 to Case 5, the short-term allowable strength Q per joint where the stress transmission member 5 is provided was evaluated. FEM analysis was performed for Case 1 to Case 5, the history of shear stress borne by each joint and the amount of deformation was calculated, and the 0.1 mm offset strength analysis value aQ for each joint 0.1mm was evaluated as the short-term allowable strength Q per joint.

[0077] As shown in Figure 9, the 0.1 mm offset strength analysis value aQ0.1mm This is the strength value at the intersection of the relationship between the shear strength P and the displacement δ at each joint, where L2 is obtained by offsetting the tangent line L1 at the origin with a slope k to a displacement of 0.1 mm, and the relationship between the shear strength P and the displacement δ. Figures 11 to 15 show the bridge gap e and the short-term allowable strength Q (0.1 mm offset strength aQ) at each joint in Cases 1 to 5. 0.1mm This is a diagram showing the relationship between ) and ).

[0078] As shown in Figures 11 to 15, it was confirmed that the short-term allowable load capacity Q per joint in Cases 1 to 5 is greater when the bridge gap e is 350 mm or more than when the bridge gap e is 50 mm. Therefore, when the bridge gap e is 350 mm or more, the short-term allowable load capacity Q per joint can be effectively utilized.

[0079] Furthermore, it was confirmed that the short-term allowable load capacity Q per joint in Cases 1 to 5 remained almost constant when the bridge gap e was 350 mm or more. Therefore, when the bridge gap e is 350 mm or more, the short-term allowable load capacity Q per joint can be stably achieved.

[0080] <Evaluation of short-term allowable load capacity Q per joint based on formula (1)> Next, for Cases 1 to 5, the short-term allowable load capacity Q per joint was calculated based on the above formula (1). The short-term allowable load capacity Q per joint calculated by formula (1) (referred to as the short-term allowable load capacity (calculated value) Q of the joint in Tables 2 and 3 below) and the 0.1 mm offset load capacity analysis value aQ obtained based on the above FEM analysis were used. 0.1mm We compared the two. The results of the comparison are shown in Tables 2 and 3.

[0081] [Table 2]

[0082] [Table 3]

[0083] As shown in Tables 2 and 3, aQ 0.1mm / Q was greater than 1.0 regardless of the distance e when the distance e was 350 mm or more. In other words, the short-term allowable load capacity Q calculated by formula (1) is equal to the 0.1 mm offset load capacity analysis value aQ obtained by the analysis. 0.1mm It is smaller. This confirms that the design can be made on the safe side by evaluating the short-term allowable load capacity Q per joint as the short-term allowable load capacity Q calculated by formula (1).

[0084] Here, the short-term allowable load capacity Q per joint where a stress transfer member is provided can be calculated by analysis such as FEM analysis, but this analysis is time-consuming. In contrast, in formula (1), the short-term allowable load capacity Q per joint is evaluated as the minimum value of the bearing capacity cQbear of the stress transfer member 5, the shear yield capacity cQs#shear of the stress transfer member 5, and the bending yield capacity cQbend of the stress transfer member 5. This makes it possible to easily evaluate the short-term allowable load capacity Q per joint without performing FEM analysis. As a result, the design of the joint structure 100 can be carried out in a shorter time.

[0085] <An example of how to calculate interval B> Next, an example of a method for calculating the spacing B of the stress transfer members 5 will be described. In the following example, the arrangement and shape of the stress transfer members 5 correspond to those in Case 1. Also, the deck composite slab was made into a square shape with a span length Lx of the beams in the width direction and a span length Ly of the beams in the length direction of 7000 mm each.

[0086] The calculation conditions are shown in Table 4 below.

[0087] [Table 4]

[0088] The load conditions are shown in Table 5 below. Here, the deck crest height is S, the finished thickness is S0, the converted slab thickness of the deck groove is Depth, the unit volume weight of the concrete is γ, and the self-weight of the deck plate is Wdp. As shown in Figure 16, the finished thickness S0 is the thickness of the finishing concrete 49 provided on the upper surface of the concrete 4 of the deck composite slab 1. Since the finishing concrete 49 does not contribute to the stress bearing of the deck composite slab 1, the finished thickness S0 = 0 is used in this calculation, as shown in Table 5.

[0089] [Table 5]

[0090] Referring to Case 1 in Table 2, the short-term allowable load capacity Q of the joint calculated by formula (1) is shown in Table 6 below.

[0091] [Table 6]

[0092] Based on formula (2), the calculation result for the spacing B of the stress transmission member 5 is shown in Table 7 below. Here, the shear force coefficient during earthquakes is Ci.

[0093] [Table 7]

[0094] As shown in the above calculation example, by setting the spacing B of the stress transfer members 5 to 1475 mm or less, the in-plane shear force acting on the deck composite slab can be effectively resisted.

[0095] As described above, according to the present invention, the short-term allowable load capacity Q per joint where the stress transmission member 5 is provided is calculated by formula (1), and the interval B satisfies formula (2) based on the short-term allowable load capacity Q calculated by formula (1). This makes it possible to optimize the number of locations where stress transmission members 5 are required to transmit the in-plane shear force acting on the deck composite slab 1 to the beam 81. As a result, construction costs can be further reduced. [Explanation of Symbols]

[0096] 100: Joint structure between deck composite slab and beam 1: Deck Synthesis Slab 2: Deck Plate 21: End 3: Flushing 31: Engagement part 32: Flat plate part 4: Concrete 41: End face 42: Side view 5: Stress transmission member 51: 1st plate part 52:Second plate part 8: Beam 81: Beam 82: Beam X: Width direction Y: Direction Z: Vertical direction

Claims

1. A joint structure between a deck composite slab, in which the deck plate and concrete are integrated, and a beam, The beam is provided along the length direction of the deck plate, The aforementioned deck composite slab is The end of the deck plate in the width direction that intersects the length direction of the deck plate has a gap from the beam, A flashing is provided in the gap between the end of the deck plate in the width direction and the beam, The concrete provided above the deck plate and the flashing, The system includes a stress transmission member that spans between the flashing and the beam, The stress transmission member is fixed to the upper surface of the beam and embedded in the concrete. The concrete has end faces formed along the planes that intersect in the longitudinal direction. The distance from the end face to the stress transmission member shall be 350 mm or more. A joint structure between a deck composite slab and beams, characterized by the following features.

2. The stress transmission member includes at least one of the following: a flat plate, angle steel, channel steel, square steel pipe, square steel, steel pipe, round steel, and reinforcing bar. The joint structure between a deck composite slab and a beam according to claim 1, characterized by the above.

3. Multiple stress transmission members are provided at intervals in the longitudinal direction. The short-term allowable load capacity of the joint where the stress transmission member is provided is calculated by the following formula (1): The aforementioned interval satisfies the following equation (2): The joint structure between a deck composite slab and a beam according to claim 1, characterized by the above. [Math 3] [Math 4] Here, B: spacing, Ly: span length of the beam in the longitudinal direction, Q: short-term allowable load capacity per joint, Qv: design horizontal shear force.

Images