Artificial ground structures and drone ports

Abstract

To provide an artificial ground structure and a drone port that can be installed in areas including slopes such as mountainous areas.SOLUTION: The artificial ground structure of the present disclosure includes support piles driven into the ground in parallel in a first direction and a second direction intersecting the first direction in the horizontal direction, a panel point portion installed on the support pile, a girder member that connects the point portions of adjacent support piles, a floor slab installed on the girder member, and a building formed on the floor slab. The pillars that make up the building are part of the support pile.SELECTED DRAWING: Figure 1

Description

[Technical Field]

[0001] This disclosure relates to an artificial ground structure in which a building is constructed on a deck slab installed on support piles driven into the ground, and to a drone port utilizing the artificial ground structure. [Background technology]

[0002] In recent years, the technological development and social application of drones have been progressing rapidly. Along with improvements in drone control and transport capabilities, technological development of drone ports, which serve as takeoff and landing sites and relay bases used for transporting cargo by drone, is also advancing. For example, Patent Document 1 discloses a multi-story distribution center, which is equipped with a UAV platform on the upper floors to support the takeoff and landing of unmanned aerial vehicles (UAVs). By locating such a multi-story distribution center in a densely populated urban area, goods can be delivered more quickly to a larger number of people. [Prior art documents] [Patent Documents]

[0003] [Patent Document 1] Patent No. 6518014 [Overview of the Initiative] [Problems that the invention aims to solve]

[0004] On the one hand, as for the use of drones, technological development is underway with the aim of quickly and efficiently carrying out daily luggage transportation in areas with inconvenient road traffic such as mountainous regions, or making use of it for emergency transportation of pharmaceuticals, food, etc. when roads become unusable during disasters, etc. For example, it has been considered to install a flight route of a drone (drone highway) to efficiently carry out luggage transportation even when it is difficult to use roads. In the use of these drones, it is necessary to install drone ports in mountainous regions with little flat land. However, drone ports such as the multi-layer distribution center disclosed in Patent Document 1 do not take into account installation in locations with little flat land, and there is a problem that they are not suitable as drone ports connected to the above-mentioned drone highway.

[0005] The present disclosure solves the above problems and aims to provide an artificial ground structure and a drone port that can be installed in an area including sloping land such as a mountainous region.

Means for Solving the Problems

[0006] The artificial ground structure according to the present disclosure thing is An artificial ground structure connected to a road structure built along a slope in a mountainous area, support piles driven into the ground in parallel in the horizontal direction in a first direction and a second direction intersecting the first direction, lattice portions installed on the support piles, girder members connecting the lattice portions of adjacent support piles, a floor slab installed on the girder members, and a building formed on the floor slab, and columns constituting the building are part of the support piles The deck includes a first deck on which the building is formed and which is connected to the road structure, and a third deck installed below the first deck. 。 Furthermore, the artificial ground structure according to this disclosure comprises support piles driven into the ground in parallel in a first direction and a second direction intersecting the first direction in the horizontal direction, node points installed on the support piles, girder members connecting adjacent node points of the support piles, a floor slab installed on the girder members, and a building formed on the floor slab, wherein the columns constituting the building are part of the support piles, the support piles are set so that the hysteresis curve of horizontal displacement and horizontal load when subjected to Level 2 seismic motion is spindle-shaped, and are made of heat-treated electric resistance welded steel pipes, the yield ratio of each part including the welded part is 85% or less, and the Charpy absorption energy is 27 J or more.

[0007] The drone port according to the present disclosure includes the above artificial ground structure, and the building is configured to be able to accommodate drones.

Effects of the Invention

[0008] According to this disclosure, by using support piles driven into the ground to install a floor slab and building, it is possible to provide an artificial ground structure that can be used as a drone port even in mountainous areas with many slopes. [Brief explanation of the drawing]

[0009] [Figure 1] This is a schematic diagram of the drone port 200 according to Embodiment 1. [Figure 2] This is an explanatory diagram of the cross-sectional structure of the drone port 200 from the x-direction viewpoint in Figure 1. [Figure 3] This is an explanatory diagram of the cross-sectional structure of the drone port 200 from the y-direction viewpoint in Figure 1. [Figure 4] This is a perspective view illustrating the structure supporting the first floor slab 299 in the drone port 200 according to Embodiment 1. [Figure 5] These are a side view and a top view showing an example of a node portion 50 provided on the support pile 10 of the drone port 200 according to Embodiment 1. [Figure 6] This is a side view showing an example of a node portion 50 provided on the support pile 10 of the drone port 200 according to Embodiment 1. [Figure 7] This is a top view of Figure 6. [Figure 8] This is an explanatory diagram illustrating an example of the cross-sectional structure around the upper end grid point 50a of the drone port 200 according to Embodiment 1. [Figure 9] This is a top view of the upper end grid point portion 50a shown in Figure 8. [Figure 10] This is an explanatory diagram of the cross-sectional structure around the intermediate grid point 50b of the drone port 200 according to Embodiment 1. [Figure 11] This is a top view of the intermediate grid point section 50b of the drone port 200 according to Embodiment 1. [Figure 12] This is an explanatory diagram of the cross-sectional structure around the intermediate grid point 150b of the drone port 200 according to Embodiment 1. [Figure 13] This is an explanatory diagram of the cross-sectional structure around the upper end grid point 550a of the drone port 200 according to Embodiment 1. [Figure 14] These are a top view and a side view of the upper end grid point 550a of the drone port 200 according to Embodiment 1. [Figure 15] This is a cross-sectional view of the FF section in Figure 14(b). [Figure 16] This is an explanatory diagram of the cross-sectional structure around the intermediate grid point 550b of the drone port 200 according to Embodiment 1. [Figure 17] This is a flowchart of the construction method for the drone port 200 according to Embodiment 1. [Figure 18] This is an explanatory diagram showing the state after the steel pipe pile 20 has been installed in hole 95. [Figure 19] This is an explanatory diagram of the structure of the formwork jig 70 used in the temporary joining process of Embodiment 1. [Figure 20] This is a side view showing an example of a 399 lining plate. [Figure 21] This is an explanatory diagram of the cross-sectional structure of a road structure 1000, which is a comparative example of the drone port 200 according to Embodiment 1. [Figure 22] This is a hysteresis curve obtained when a positive and negative alternating test was performed on the steel pipe used in the support pile 10 according to Embodiment 1. [Figure 23] This is a schematic diagram of the test specimen for the positive / negative alternating frequency test. [Figure 24] This is an explanatory diagram of the welding process for electric resistance welded steel pipes used in the support pile 10 according to Embodiment 1. [Figure 25] This is a cross-sectional view of the welded portion of the electric resistance welded steel pipe used in the support pile 10 according to Embodiment 1. [Figure 26] This table shows the outer diameter, plate thickness, and composition of the electric resistance welded steel pipes from which test specimens were taken for strength testing. [Figure 27] This is a diagram showing the relationship between nominal stress and nominal strain obtained by performing tensile tests on test specimens. [Figure 28] The results obtained from tensile tests using test specimens are shown. [Figure 29] This figure shows the results of the Charpy test obtained by performing a tensile test on a test specimen. [Figure 30] This is an explanatory diagram of the cross-sectional structure of a modified example of the drone port 200 according to Embodiment 1. [Figure 31] This is a schematic diagram showing an example of a drone port 200 according to Embodiment 2. [Figure 32] This is an enlarged view of section K in Figure 31. [Figure 33] This is an enlarged view of the support pile 10a with intermediate grid points 50b or 150b, as shown in Figure 31. [Figure 34] This is an enlarged view of section L in Figure 31. [Figure 35] This is an enlarged view of section M in Figure 31. [Figure 36] Figures 32, 33, 35, and 35 schematically show the relationship between the horizontal displacement δ and stress σ of the internode members 10A, 10B, 10C, 10D, 10Ca, 10Da, 10Cb, and 10Db in each of the joint points. [Figure 37] Figure 34 is a graph showing the relationship between the ratio of the length h3 of the internode member 10C on the ground side to the protrusion h of the longer support pile 10a, and the value of G in equations (16) and (17) for the two support piles 10 shown in Figure 34. [Figure 38] This figure shows the relationship between the horizontal displacement δ and stress σ of the internode members 10A and 10C of the two support piles 10. [Figure 39] Figure 31 is an enlarged view of section L, showing the case where the support pile 10a is shortened compared to Figure 34. [Figure 40] Figure 39 schematically shows the relationship between the horizontal displacement δ and stress σ of the longer support pile 10 and the shorter support pile 10a. [Figure 41] This diagram schematically shows the relationship between horizontal displacement δ and stress σ when the yield stress of the reference pile and the comparison pile are the same and when they are different. [Figure 42] This diagram schematically represents the relationship between horizontal displacement δ and stress σ when the outer diameters of the reference pile and the comparison pile are different. [Figure 43] This is an explanatory diagram of the multiple support piles 10 that constitute the drone port 200 according to Embodiment 2. [Figure 44] This is an enlarged view of the support pile 10 of the drone port 200 according to Embodiment 2. [Modes for carrying out the invention]

[0010] Embodiments of this disclosure will be described below with reference to the drawings. However, this disclosure is not limited to the embodiments described below. Each figure is schematic, and the relative size and thickness of each component are not limited to the dimensions shown. Furthermore, the size relationships of the components in the following drawings may differ from those of the actual components.

[0011] Embodiment 1. Figure 1 is a schematic diagram of a drone port 200 according to Embodiment 1. The drone port 200 is installed on ground 90 with significant undulation, such as in mountainous areas. For example, as shown in Figure 1, the drone port 200 is installed as a structure connected to a road structure 100 that is provided along the slope of a mountainous area. However, the drone port 200 may also be installed independently.

[0012] The drone port 200 according to Embodiment 1 is constructed by installing a building 290 on an artificial ground structure that can be installed even in areas without flat land, such as mountainous regions. In the following description, the drone port 200 will be described, but the drone port 200 may also be used as an artificial ground structure that includes a building 290 that is not configured to accommodate a drone Dr.

[0013] Drone Dr transports goods 285 (see Figure 2) without using roads by traveling along a drone highway DH, for example, which is set up along power lines. Drone port 200 is installed near drone highway DH and is configured to allow drone Dr to take off and land from drone highway DH. Drone port 200 is a facility connected to drone highway DH where goods 285 are loaded and unloaded. Note that drone highway DH does not have to be along power lines; it can be set up in any way as long as it does not interfere with the flight of drone Dr.

[0014] Furthermore, DroneDr can also deliver goods 285 to residents in nearby areas with poor transportation access, using DronePort 200 as a base. For example, DroneDr can transport goods 285 by traveling between DronePort 200 and a specific residence or another DronePort.

[0015] For example, the location information of DroneDr is determined via satellite and other means, and DroneDr information is managed in a cloud that centrally manages all DroneDr data. DronePort 200 will be used as a base for these DroneDr and a hub for the collection of supplies.

[0016] Figure 2 is an explanatory diagram of the cross-sectional structure of the drone port 200 from the x-direction viewpoint of Figure 1. The drone port 200 has a building 290 installed on a floor slab 299 installed on support piles 10 driven into the ground 90, and has a structure that can be installed without having to excavate slopes or create large flat areas by building embankments, for example, in mountainous areas. The building 290 is configured to accommodate a drone Dr. Dr. is useful not only for transporting goods in densely populated areas but also in mountainous areas where roads are not developed and vehicles cannot enter, and in the event of a disaster when roads are cut off, it can transport relief supplies by moving through the air. Therefore, the drone port 200 is highly useful even in mountainous areas and other areas where construction is difficult.

[0017] The drone port 200 is installed using an artificial ground structure located in a mountainous area or similar region. The artificial ground structure creates flat land artificially in mountainous areas or other regions without flat land, and by using support piles 10 to install single-layer or multi-layer floor slabs 299, space can be used efficiently.

[0018] The ground 90 into which the support pile 10 is driven is a slope, and a hole is drilled through the sedimentary layer 92 to the support layer 93 using a down-the-hole hammer or the like. The steel pipe pile 20 is erected in the ground 90 by driving the steel pipe pile 20 into the drilled hole and filling the hole with a filler material such as concrete or mortar. The support pile 10 is composed of only the steel pipe pile 20 driven into the ground 90, or by connecting the steel pipe pile 20 to a steel pipe support column 30.

[0019] A building 290 is constructed on top of the deck slab 299, and it may be connected to the road surface of the road structure 100. This deck slab 299 is sometimes specifically referred to as the first deck slab 299. The first deck slab 299 may also have a helipad 280 or other facilities attached to it. In Figure 1, the first deck slab 299 is a rectangular artificial ground, but by appropriately changing the arrangement of the support piles 10, it can be formed into other shapes such as a circle when viewed from above. The road structure 100 may also be a structure using support piles 10, node sections 50 and girder members 41, similar to the drone port 200.

[0020] (Overall structure of Drone Port 200) Figure 3 is an explanatory diagram of the cross-sectional structure of the drone port 200 from the y-direction viewpoint of Figure 1. The drone port 200 according to Embodiment 1 is constructed by erecting multiple support piles 10 on cliffs, slopes, etc. in mountainous areas, providing node points 50 at the upper ends or intermediate parts of the multiple support piles 10, connecting the node points 50 with girder members 41, and installing a floor slab 299 on top of the girder members 41. A building 290 is constructed on top of the floor slab 299, and an opening 270, which serves as an entrance and exit for the drone Dr, is provided in a part of the wall 291 of the building 290. The drone Dr enters the interior of the building 290 through the opening 270 and loads and unloads the goods that the drone Dr transports.

[0021] The interior of building 290 has two layers of floor slabs 299. The lower floor slab 299 is sometimes referred to as the first floor slab 299. The floor slab 299 located above the first floor slab 299 is sometimes referred to as the second floor slab 299. The first floor slab 299 is connected to the road slab 99 of the road structure 100 or to a road 100A formed by excavating or embanking a slope, and is configured to allow vehicles T traveling on the road to enter the drone port 200. The second floor slab 299 forms a space for the drone Dr to land after entering through the opening 270, and also forms a space for temporarily placing items 285 that the drone Dr brings in or takes out.

[0022] The building 290 has a ceiling 292 that covers the space above the second floor slab 299, and a transport device 281 is installed along the ceiling 292. Articles 285 are moved by the transport device 281 to the article 285 storage space 286 inside the building 290 or to vehicle T. The transport device 281 also moves articles 285 transported by vehicle T to the space on the second floor slab 299 for loading onto the drone Dr. The transport device 281 can also move articles 285 from the storage space 286 onto vehicle T or the second floor slab 299.

[0023] In Figures 2 and 3, the building 290 is composed of two layers, a first floor slab 299 and a second floor slab 299, but it is not limited to this and may have even more layers of floor slabs 299. In this case, multiple transport devices 281 may be installed so that goods 285 can be moved inside the building 290. By having multiple layers of floor slabs 299, the building 290 can efficiently accommodate each piece of equipment, goods 285, drone landing and takeoff space, and vehicle T entry space, even in a small area in plan view.

[0024] The first floor slab 299 not only has space for vehicles T to travel on, but also for accumulating goods 285. In addition, ancillary equipment 287 such as energy storage equipment and electromechanical equipment may be installed on the first floor slab 299.

[0025] The building 290 does not necessarily have space for a vehicle T to enter, and may be configured so that only the drone Dr can enter and exit. Furthermore, the building 290 is not limited to a facility into which a vehicle T or drone Dr can enter, and may simply be a warehouse or other facility. Also, the drone port 200 may be an artificial ground structure with no building 290 installed, and may simply have a floor slab 299 installed. For example, it can be used for various purposes as an artificial ground structure such as a vehicle evacuation area connected to a road 100A or a helipad installed in a mountainous area.

[0026] As shown in Figure 3, power generation equipment may be installed above the first floor slab 299. The power generation equipment may include, for example, a wind power generation system 275 installed at the tip of a steel pipe support 30 protruding from the first floor slab 299 and a solar panel 276 installed in the middle of the steel pipe support 30.

[0027] The electricity generated in the power generation facility is sent to ancillary equipment 287, such as energy storage equipment or electromechanical equipment, for storage or use. Furthermore, the generated electricity can be used to charge the batteries of the drone Dr and vehicle T, and to operate the transport device 281. Therefore, the drone port 200 can be operated even during disasters or emergencies when electricity is not supplied from an external source.

[0028] Next, we will describe the detailed structure of Drone Port 200.

[0029] (case part 50) Figure 4 is a perspective view illustrating the structure supporting the first deck slab 299 in the drone port 200 according to Embodiment 1. The drone port 200 is constructed by providing node points 50 on a plurality of support piles 10 driven into the ground 90, connecting the node points 50 with girder members 41, and installing the deck slab 299 on the girder members 41. The girder members 41 include a girder member 41a extending in one direction and a girder member 41b extending in a direction intersecting the girder member 41a. The node points 50 are joined such that a joint 52 connecting the girder member 41 to a steel pipe pile 20 or steel pipe support 30 protrudes laterally. Alternatively, as will be described below, the node points 50 may be equipped with an eccentric joint member 60 that can be installed eccentrically with respect to the axis of the support pile 10.

[0030] Multiple steel pipe piles 20 are driven into the ground 90 in parallel in the x and y directions, for example. The multiple steel pipe piles 20 of the drone port 200 include a first steel pipe pile 20a and a second steel pipe pile 20b. A steel pipe support 30 is joined to the upper part of the first steel pipe pile 20a. The steel pipe support 30 is joined to the upper end of the first steel pipe pile 20a according to the height of the deck slab 299 and girder members 41 from the surface 94 of the ground 90. At the joint 11, the first steel pipe pile 20a and the steel pipe support 30 may be joined, for example, by welding. Alternatively, the joint 11 may have a structure in which an eccentric joint member 60b (see Figure 12) or 260 (see Figure 5) is placed between the first steel pipe pile 20a located on the ground 90 side and the steel pipe support 30 joined to its upper part, thereby joining the two members. The structure formed by joining the first steel pipe pile 20a and the steel pipe support column 30 may be referred to as a support pile 10 or 10a.

[0031] Figure 5 is a side view and a top view showing an example of a node 50 provided on a support pile 10 of a drone port 200 according to Embodiment 1. The node 50 shown in Figure 5 is installed in the middle of the support pile 10 and is also referred to as an intermediate node 250b. The intermediate node 250b is used in the part where the steel pipe pile 20a and the steel pipe support column 30 are joined and is connected to the girder member 41.

[0032] The intermediate node section 250b is composed of a steel pipe member 251 and a joint 52. The joint 52 is joined to the side surface of the steel pipe member 251 and extends in the y direction in Figure 2 and the x direction in Figure 4, and is configured to allow connection of the girder member 41. The steel pipe member 251 may be the lower end of the steel pipe support 30. In other words, the intermediate node section 250b may be integrated with the steel pipe support 30 in Embodiment 1.

[0033] An eccentric joint member 260 is attached to the upper end of the first steel pipe pile 20a, which is driven into the ground 90, and is used to connect the intermediate node section 250b to the first steel pipe pile 20a. In Figure 5, the steel pipe member 251 of the intermediate node section 250b has the same cross-sectional shape as the first steel pipe pile 20a.

[0034] An eccentric joint member 260 is joined to the end face 14 of the pile head 12 of the first steel pipe pile 20a. The lower end face of the eccentric joint member 260 is joined to the end face 14 of the pile head 12, and the upper end face is formed by a plate member 261. The upper surface 262 of the plate member 261 is flat and is configured so that the lower end face 254 of the steel pipe member 251 of the intermediate node 250b can be placed on it. As shown in Figure 5(b), the upper surface 262 of the plate member 261 is formed to be larger than the lower end face 254 of the steel pipe member 251. Therefore, the steel pipe member 251 of the intermediate node 250b can be placed on the upper surface 262 of the eccentric joint member 260 with a horizontal offset. In other words, the first steel pipe pile 20a and the intermediate node 250b can be joined using the eccentric joint member 260 with their central axes eccentric to each other. The upper surface 262 is sometimes referred to as the joint surface. The joint surface is welded to the lower end surface of the steel pipe member 251, forming a weld bead 88.

[0035] Figure 6 is a side view showing an example of a node 50 provided on a support pile 10 of a drone port 200 according to Embodiment 1. Figure 7 is a top view of Figure 6. The node 50 shown in Figure 6 is installed at the upper end of the support pile 10 and is also referred to as an upper node 250a. In Figure 2, the upper node 250a is installed at the upper end of the rightmost steel pipe pile 20b, to which the girder member 41 is connected. Note that the upper node 250a can be installed not only on the steel pipe pile 20a, but also on the upper end of the steel pipe pile 20b or the steel pipe support column 30.

[0036] The upper end grid point 250a is connected to the steel pipe member 251 by a joint 52, and is configured to allow connection of the girder member 41. The joint 52 and the upper plate 58 that constitutes the upper surface 57a can be horizontal, or they can be inclined according to the specifications of the floor slab 299 as shown in Figure 6.

[0037] The upper end grid point 250a, like the intermediate grid point 250b, is placed on and joined to an eccentric joining member 260 whose lower end surface is joined to the pile head 12 of the support pile 10. The upper end surface is formed by a plate member 261. The upper surface 262 of the plate member 261 is formed to be larger than the lower end surface 254a of the steel pipe member 251a. Therefore, the steel pipe member 251a of the upper end grid point 250a can be placed on the upper surface 262 of the eccentric joining member 260 with a horizontal offset.

[0038] With the upper node section 250a and intermediate node section 250b described above, the girder member 41 can be installed on the support pile 10a formed by joining using the eccentric joint member 260. In cases where there is a support pile 10 with a large protrusion from the surface of the ground 90, such as a drone port 200 installed in a mountainous area, the position of the node section 50 may shift from its original position due to factors such as the precision of the support pile 10, deflection, and displacement of the installation position. However, with the upper node section 250a and intermediate node section 250b, the eccentric joint member 260 can absorb the displacement even if the position of the pile head 12 of the support pile 10 is misaligned.

[0039] Next, a modified example of the grid point section 50 will be described. In addition to the upper grid point section 250a and intermediate grid point section 250b described above, the grid point section 50 according to Embodiment 1 may also be the upper grid point section 50a, 550a, intermediate grid point sections 50b, 150b, and 550b described below.

[0040] (upper case part 50a) Figure 8 is an explanatory diagram of an example of the cross-sectional structure around the upper end grid point 50a of the drone port 200 according to Embodiment 1. Figure 9 is a top view of the upper end grid point 50a shown in Figure 8. The upper end grid point 50a and the support pile 10 are joined by an eccentric joint member 60a. The eccentric joint member 60a is part of the upper end grid point 50a and is combined with the pile head 12 of the support pile 10 to adjust the position of the upper end grid point 50a relative to the pile head 12. That is, the upper end grid point 50a can be joined to the support pile 10 by the eccentric joint member 60a even when the position of the central axis of the support pile 10 is misaligned.

[0041] In Embodiment 1, the eccentric joint member 60a is composed of at least a steel pipe member 51a, which is a cylindrical body constituting the upper end grid point portion 50a, and a support member 55a. In Embodiment 1, the steel pipe member 51a is cylindrical in shape. The support member 55a is installed in the upper part of the interior of the steel pipe member 51a. The support member 55a is formed by combining plate-shaped members in a cross shape, passing through the central axis C of the cylindrical steel pipe member 51a. Note that the steel pipe member 51a is not limited to a cylindrical shape, but may be a cylindrical body with a rectangular or polygonal cross-sectional shape.

[0042] The upper end grid point 50a is provided with a joint 52 to which the girder member 41 is connected. The joint 52 and the girder member 41 are connected by, for example, a splice plate 44 (see Figure 4) sandwiching the end of the joint 52 and the end of the girder member 41, and then fixing the splice plate 44 to the ends of each member using bolts and nuts.

[0043] The upper end grid point 50a has a plate-shaped member attached to its upper part, and its upper surface 57a is flat. The upper surface 57a may be inclined to match the slope of the floor or the like. A filling hole 56a is opened in the upper surface 57a, penetrating the plate-shaped member. The filling hole 56a is a hole for injecting a filler material 80 into the space between the pile head 12 and the steel pipe member 51a, and connects the outside with the space inside the steel pipe member 51a.

[0044] The lower surface of the support member 55a abuts against the end face 14 of the pile head 12 of the support pile 10a or 10b. The contact between the lower surface of the support member 55a and the end face 14 of the pile head 12 determines the position of the upper end grid point 50a in the axial direction of the support pile 10, i.e., its position in the height direction. The steel pipe member 51a surrounds the outer circumferential surface of the upper end of the support pile 10. Before the filler material 80 is filled, a gap is formed between the inner surface of the steel pipe member 51a and the outer surface of the support pile 10, allowing the upper end grid point 50a to move horizontally relative to the support pile 10 by the amount of this gap. As shown in Figures 8 and 9, the support member 55a is formed by combining plate-shaped members in a cross shape, but it can take other forms. The support member 55a can have other structures as long as it can hold the upper end grid point 50a on the end face 14 of the pile head 12 and does not obstruct the injection of the filler material 80.

[0045] The position of the pile head 12 of the support pile 10 may deviate from the expected position. If the amount of protrusion from the surface 94 of the ground 90 is large, the positional error of the pile head 12 may become large depending on the accuracy of the individual steel pipe piles 20 and steel pipe support columns 30 and the accuracy of the joints. For example, if the steel pipe member 51a of the upper end grid point 50a is cylindrical and the pile head 12 is cylindrical, the inner diameter of the steel pipe member 51a is set to be 200 mm larger than the outer diameter of the pile head 12. This allows the upper end grid point 50a to be installed in the correct position even if there is a horizontal positional error of up to 100 mm in the pile head 12, and the filling of the filler material 80 can also be ensured.

[0046] The filler material 80 is filled into the gap between the steel pipe member 51a and the pile head 12 through a filling hole 56a that opens in the upper surface 57a of the upper end grid point 50a. The steel pipe member 51a is open at the bottom. Therefore, in the filling process of the filler material 80, a formwork jig 70 (see Figure 19) is brought into contact with the lower end surface of the steel pipe member 51a to close the opening and prevent the filler material 80 from leaking out from below. The formwork jig 70 will be described separately. The inner surface of the steel pipe member 51a and the outer surface of the pile head 12, which form the gap between the steel pipe member 51a and the pile head 12 into which the filler material 80 is filled, are provided with protrusions 54 and 13. Since the protrusions 54 and 13 interlock with the solidified filler material 80, the filler material 80 does not shift in the direction along the inner surface of the steel pipe member 51a and the outer surface of the pile head 12, thereby improving load transmission between the upper end grid point 50a and the support pile 10.

[0047] The projections 13 and 54 may be formed by bending reinforcing bars or steel bars and fixing them by welding. Alternatively, the steel pipe member 51a and the support pile 10 may be formed from steel plate material with projections. For example, the steel pipe member 51a and the support pile 10 may be made from checkered steel plate having projections running vertically and horizontally on the surface of the steel plate, or from ribbed steel pipe made from ribbed steel plate with projections of about 2 mm in height arranged in parallel. By using checkered steel plate or ribbed steel pipe, the labor costs and processes required to weld the projections 54 to the steel pipe member 51a and the projections 13 to the support pile 10 can be reduced. Furthermore, since the projections 13 and 54, which are formed integrally in advance, improve the fixing strength of the anti-slip projections, the height dimension of the steel pipe member 51a at the upper end grid point 50a can be reduced.

[0048] (middle case part 50b) Figure 10 is an explanatory diagram of the cross-sectional structure around the intermediate node 50b of the drone port 200 according to Embodiment 1. Figure 11 is a top view of the intermediate node 50b of the drone port 200 according to Embodiment 1. The intermediate node 50b and the support pile 10 are joined by an eccentric joint member 60b. The eccentric joint member 60b is part of the intermediate node 50b and is used in combination with the support pile 10 to adjust the position of the intermediate node 50b relative to the support pile 10. That is, the intermediate node 50b can be joined to the support pile 10 by the eccentric joint member 60b even if the position of the central axis of the intermediate node 50b is misaligned with that of the support pile 10.

[0049] In Embodiment 1, the eccentric joint member 60b is composed of at least the steel pipe members 51b that constitute the intermediate node portion 50b. The steel pipe member 51b is a cylindrical body, and in Embodiment 1, it is cylindrical in shape. However, the steel pipe member 51b is not limited to a cylindrical shape, and may be a cylindrical body with a rectangular or polygonal cross-sectional shape. The steel pipe member 51b, which is a cylindrical body surrounding the support pile 10, can be joined with its central axis offset from the central axis of the support pile 10, and is specifically referred to as the second eccentric joint member.

[0050] As shown in Figures 10 and 11, the intermediate grid point 50b is provided with a joint 52 to which the girder member 41 is connected. The joint 52 and the girder member 41 are connected by a splice plate 44 (see Figure 4) which sandwiches the end of the joint 52 and the end of the girder member 41, and bolts and nuts are used to fix the splice plate 44 to the ends of each member.

[0051] Since the steel pipe member 51b of the intermediate node section 50b is cylindrical, its upper and lower ends are open. Therefore, the upper end of the gap between the steel pipe member 51b and the support pile 10 becomes the filling port 56b, which is an opening for injecting the filler material 80 into the space between the steel pipe member 51b and the support pile 10, and connects the outside with the space inside the steel pipe member 51a.

[0052] Before the filler material 80 is filled, a gap is formed between the inner surface of the steel pipe member 51b and the outer surface of the support pile 10, allowing the intermediate node 50b to be moved horizontally relative to the support pile 10 by the amount of this gap. In the structure shown in Figure 11, there is no structure to support the intermediate node 50b in the vertical direction, so when attaching the intermediate node 50b to the support pile 10, the formwork jig 70 (see Figure 19) is brought into contact with the lower end surface of the intermediate node 50b to support it from below. The formwork jig 70 also has the function of preventing the filler material 80 from leaking out from the lower opening when the filler material 80 is filled.

[0053] The support pile 10 may deviate from its intended position. If the amount of protrusion from the surface 94 of the ground 90 is large, the positional error of the support pile 10 may become large depending on the individual precision and joining precision of the steel pipe pile 20 and steel pipe support column 30. For example, if the steel pipe member 51b of the intermediate node 50b is cylindrical and the support pile 10 is cylindrical, the inner diameter of the steel pipe member 51b is set to be 200 mm larger than the outer diameter of the support pile 10. This allows the intermediate node 50b to be installed in the correct position even if the support pile 10 has a horizontal positional error of up to 100 mm, and also ensures the filling of the filler material 80.

[0054] The inner surface of the steel pipe member 51b and the outer surface of the support pile 10, which form the gap between the steel pipe member 51b and the support pile 10 where the filler material 80 is filled, may be provided with projections 54 and 13. When projections 54 and 13 are provided, they interlock with the solidified filler material 80, so the filler material 80 does not shift in the direction along the inner surface of the steel pipe member 51b and the outer surface of the support pile 10, thereby improving load transmission between the intermediate node portion 50b and the support pile 10.

[0055] The protrusions 13 and 54 may be formed by bending reinforcing bars or steel bars and fixing them by welding. Alternatively, the steel pipe member 51b and the support pile 10 may be formed from steel plate material with protrusions. For example, the steel pipe member 51b and the support pile 10 may be made from checkered steel plate having protrusions running vertically and horizontally on the surface of the steel plate, or from ribbed steel pipe made from ribbed steel plate with protrusions of about 2 mm in height arranged in parallel. By using checkered steel plate or ribbed steel pipe, the labor costs and processes required to weld the protrusions 54 to the steel pipe member 51b and the protrusions 13 to the support pile 10 can be reduced. In addition, since the pre-formed protrusions 13 and 54 improve the fixing strength of the anti-slip protrusions, the height dimension of the steel pipe member 51b at the intermediate node 50b can be reduced.

[0056] (Middle case part 150b) Figure 12 is an explanatory diagram of the cross-sectional structure around the intermediate node 150b of the drone port 200 according to Embodiment 1. The intermediate node 150b can connect, for example, the first steel pipe pile 20a and the steel pipe support column 30 by installing a support member 55b inside the steel pipe member 51b. The intermediate node 150b is equipped with a support member 55b inside the steel pipe member 51b that has the same structure as the support member 55a provided in the upper node 50a. In addition, the intermediate node 150b may be connected to adjacent intermediate node 50b or 150b by a girder member 41 in the middle part of the support pile 10, similar to the intermediate node 50b.

[0057] The lower surface of the support member 55b abuts against the end face 22a of the pile head 21a of the first steel pipe pile 20a. The contact between the lower surface of the support member 55a and the end face 22a of the pile head 21a determines the position of the intermediate node 150b in the axial direction of the support pile 10, i.e., its position in the height direction. Before the filling material 80 is filled, a gap is formed between the inner surface of the steel pipe member 51b and the outer surface of the second steel pipe pile 20b, and the intermediate node 150b can be moved horizontally relative to the second steel pipe pile 20b by the amount of this gap. Similar to the upper node 50a shown in Figure 9, the support member 55a is formed by combining plate-shaped members in a cross shape, but it can take other forms. The support member 55a may have other structures as long as it holds the intermediate node 150b on the end face 14 of the pile head 12 and does not obstruct the injection of the filling material 80.

[0058] The end face 31 of the steel pipe support 30 rests on the upper surface of the support member 55b. The contact between the upper surface of the support member 55a and the end face 31 of the steel pipe support 30 determines the position of the steel pipe support 30 in the axial direction of the support pile 10, i.e., in the height direction. Before the filler material 80 is filled, a gap is formed between the inner surface of the steel pipe member 51b and the outer surface of the steel pipe support 30, and the steel pipe support 30 can be moved horizontally relative to the steel pipe member 51b by the amount of this gap. Thus, the intermediate node 150b can join the lower member, the first steel pipe pile 20a, and the upper member, the steel pipe support 30, with their central axes eccentric. The intermediate node 150b comprises a cylindrical steel pipe member 51b and a support member 55a, and joins the upper member and the lower member.

[0059] The intermediate node section 150b may be equipped with a bolt 57 that is screwed in from the outside to the inside of the steel pipe member 51b, as shown in Figure 12. The bolt 57 adjusts and temporarily fixes the position of the lower and upper members constituting the support pile 10 relative to the steel pipe member 51b. After the filler material 80 is filled into the inside of the intermediate node section 50b and hardens, the heads of the bolts 57 may be removed.

[0060] (upper case part 550a) Figure 13 is an explanatory diagram of the cross-sectional structure around the upper end grid point 550a of the drone port 200 according to Embodiment 1. Figure 13(a) shows a side view to the left of the center line, and an explanatory diagram of the internal structure of the pile head 12 to the right of the center line. Figure 13(b) shows a cross-section of the EE section of Figure 13(a). Figure 14 is a top view and a side view of the upper end grid point 550a of the drone port 200 according to Embodiment 1. As shown in Figure 13, the upper end grid point 550a and the support pile 10 are joined by an eccentric joint member 560a. The eccentric joint member 560a is part of the upper end grid point 550a and is combined with the pile head 12 of the support pile 10 to adjust the position of the upper end grid point 550a relative to the pile head 12. That is, the upper end grid point 550a can be joined to the support pile 10 by the eccentric joint member 560a with the position of the central axis offset from the support pile 10. Furthermore, the eccentric joint member 560a used at the upper end grid point 550a and the eccentric joint member 560b used at the intermediate grid point 550b may be collectively referred to as the eccentric joint member 560. Also, the joint 52 may extend horizontally or inclined to match the floor surface of the artificial ground.

[0061] The eccentric joint member 560a has a cylindrical insert member 61 and a rib member 62 that is joined to the outer surface of the insert member 61 and extends radially. The insert member 61 and the rib member 62 are positioned inside the steel pipe member 51a, which is a cylindrical body constituting the upper end grid point 550a, and their lower parts protrude downward from the lower end of the steel pipe member 51a.

[0062] Figure 15 is a cross-sectional view of the FF section of Figure 14(b). The lower plate 59, which is joined to the steel pipe member 51a at the upper end grid point 550a, has an opening 59a through which the insertion member 61 protrudes from the inside of the steel pipe member 51a. The opening 59a is open to the extent that the insertion member 61 can be inserted through it. The rib member 62 consists of an internal rib member 62b located inside the steel pipe member 51a and an external rib member 62a joined below the lower plate 59. That is, the rib member 62 is joined to the inside of the steel pipe member 51a and to the outside of the steel pipe member 51a, respectively. Note that the external rib member 62a and the internal rib member 62b may not be installed depending on the strength and rigidity of the insertion member 61.

[0063] The upper ends of the insert member 61 and the internal rib member 62b are fixed by welding to the upper plate 58 which constitutes the upper surface 57a of the upper end grid point 550a. The lower end of the internal rib member 62b is joined to the lower plate 59 by welding. The internal rib member 62b is also joined to the outer circumferential surface of the insert member 61, connecting the upper plate 58, the lower plate 59, and the insert member 61 to ensure strength and rigidity.

[0064] The external rib member 62a is positioned below the lower plate 59 and is joined to the lower surface of the lower plate 59, as well as to the outer circumferential surface of the insert member 61. The external rib member 62a connects the lower plate 59 and the insert member 61, ensuring strength and rigidity.

[0065] As shown in Figure 14, the upper plate 58, which is joined to the upper part of the upper end grid point 50a, has two filling holes 56a that penetrate the plate-shaped member. The filling holes 56a are located symmetrically on either side of the insertion member 61. Also, as shown in Figure 15, the lower plate 59 also has two filling holes 56a, similar to the upper plate 58. The filling holes 56a are holes for injecting the filling material 80 into the space formed between the insertion member 61 and the pile head 12. In other words, when the upper end grid point 50a is placed above the pile head 12, the filling holes 56a communicate the outside, the space inside the steel pipe member 51a, and the space formed between the insertion member 61 and the pile head 12. For example, when injecting a filler material such as concrete or mortar from the outside, an injection pipe (not shown) is inserted into the upper plate 58 through the filling hole 56a, and the filler material is injected into the filling hole 56a of the lower plate 59. The filler material 80 fills and solidifies inside the pile head 12 into which the eccentric joint member 560a, which is part of the upper end grid point 50a, is inserted, thereby joining the upper end grid point 50a and the pile head 12.

[0066] As shown in Figure 13, the pile head 12 has an open tip, and a filling material receiving plate 16 is installed in the internal space. The filling material receiving plate 16 is positioned below the lower end of the insertion member 61 that is inserted into the inside of the pile head 12. The filling material receiving plate 16 is a member that supports the filling material 80 injected from the filling hole 56a and holds the filling material inside the pile head 12.

[0067] The pile head 12 has an end face 14 that abuts against the lower surface of the lower plate 59 of the upper end grid point 50a. In other words, the upper end grid point 50a is placed on the end face 14 of the support pile 10. This determines the position of the upper end grid point 550a in the height direction. Furthermore, the upper end grid point 50a can be shifted horizontally by the amount of the gap between the eccentric joint member 560a and the inner surface of the pile head 12. This makes it possible to position the upper end grid point 50a in the designed position even if the position of the central axis of the support pile 10 is shifted.

[0068] As shown in Figure 15, the insertion member 61 is a cylindrical steel pipe. However, the insertion member 61 is not limited to a cylindrical steel pipe, and may be a steel pipe with a rectangular, elliptical, oblong, or polygonal cross-section. It is desirable that the insertion member 61 has equal strength and rigidity in the vertical and horizontal directions of the paper as shown in Figure 15. In the drone port 200 according to Embodiment 1, the insertion member 61 is cylindrical and has equal strength and rigidity in all directions. The shape of the insertion member 61 can be appropriately changed according to the strength and rigidity required for the drone port 200.

[0069] The lower end of the insertion member 61 may be closed with a plate 64. The plate 64 prevents the filler material 80 from entering the interior of the insertion member 61, which is made of a cylindrical steel pipe, thereby reducing the amount of filler material 80 required to join the upper end node 50a and the support pile 10. Furthermore, the outer shape of the plate 64 is formed to be larger than the cross-sectional shape of the insertion member 61, and by protruding from the outer surface of the insertion member 61, the strength against the direction in which the insertion member 61 is pulled out from the pile head 12 after the filler material 80 has hardened is increased.

[0070] The eccentric joint member 560a using the above-described insert member 61 can also be applied to the intermediate grid point section 150b.

[0071] Figure 16 is an explanatory diagram of the cross-sectional structure around the intermediate node 550b of the drone port 200 according to Embodiment 1. The intermediate node 550b is equipped with an eccentric joint member 560b, similar to the upper node 550a. The eccentric joint member 560b includes an insertion member 61 that is provided to protrude from both the upper plate 58 and the lower plate 59, and a rib member 62 that joins the insertion member 61 to the upper plate 58 and the lower plate 59. The insertion member 61 is joined to the upper plate 58 and the lower plate 59 by the rib member 62.

[0072] The insertion member 61 is positioned inside the steel pipe member 51b and is positioned to penetrate the upper plate 58 and the lower plate 59. Alternatively, the insertion member 61 may be directly joined to the upper plate 58 and the lower plate 59.

[0073] Furthermore, the insertion member 61 does not have to be configured to penetrate vertically as shown in Figure 16. It may also be joined to the upper surface of the upper plate 58 and the lower surface of the lower plate 59, respectively, and configured to extend vertically from the upper surface of the upper plate 58 and the lower surface of the lower plate 59, respectively.

[0074] The insertion member 61 extending above the intermediate node 550b is inserted into the steel pipe support 30, which is the upper member. The insertion member 61 extending below the intermediate node 550b is inserted into the first steel pipe pile 20a, which is the lower member. The insertion members 61 extending vertically from the intermediate node 550b are inserted between the steel pipe support 30 and the first steel pipe pile 20a, respectively, and then filled with filler material 80 to join the steel pipe support 30, the intermediate node 550b, and the first steel pipe pile 20a. The eccentric joining member 560b of the intermediate node 550b can join the first steel pipe pile 20a, which is the lower member, with the central axis of the intermediate node 550b offset, similar to the upper node 550a. Furthermore, the eccentric joint member 560b can be joined with the central axis of the intermediate node 550b offset from the central axis of the steel pipe support 30.

[0075] Furthermore, the steel pipe support 30 and the first steel pipe pile 20a are each provided with filling holes 17, through which the filling material 80 is filled. The filling material 80 solidifies, joining the intermediate node 550b to the steel pipe support 30 and the first steel pipe pile 20a.

[0076] Furthermore, the cross-sectional structure of the steel pipe member 51b portion of the intermediate node 550b according to Embodiment 1, as shown in section GG of Figure 16, is the same as that of Figure 15. However, in the cross-section shown in section GG, the filling hole 56a does not need to be provided.

[0077] (Installation method for DronePort 200) Next, a method for constructing the drone port 200 according to Embodiment 1 will be described.

[0078] Figure 17 is a flowchart of the construction method for the drone port 200 according to Embodiment 1. In the construction of the drone port 200, steel pipe piles 20 are first driven into the ground 90 in parallel in a first direction and a second direction intersecting the first direction. This process is called the steel pipe pile driving process. In the steel pipe pile driving process, holes 95 are first drilled into the ground 90 using a down-the-hole hammer or the like to form holes 95 into which the steel pipe piles 20 are installed. As shown in Figures 2 and 3, the holes 95 penetrate the sedimentary layer 92 on the surface 94 side of the ground 90 and reach the support layer 93.

[0079] Figure 18 is an explanatory diagram showing the state in which the steel pipe pile 20 is installed in the hole 95. The portion to the right of the center line in Figure 18 shows the structure in a cross-section including the central axis of the steel pipe pile 20. The steel pipe pile 20 is installed in the hole 95 so that its tip reaches the bottom surface 96 of the hole 95. Then, with the position of the steel pipe pile 20 determined, a filler material 80 is injected from the opening at the upper end of the steel pipe pile 20. The filler material 80 can be, for example, mortar or concrete. The filler material 80 passes through the hollow cylindrical steel pipe pile 20 and flows into the gap 97 between the hole 95 and the outer surface of the steel pipe pile 20 through a through hole 15 provided at the end of the steel pipe pile 20 on the bottom surface 96 side of the hole 95.

[0080] As the filling material 80 flows into the gap 97, it rises through the gap 97 as the space inside the steel pipe pile 20 is filled with the filling material 80. If it can be confirmed that the filling material 80 flows out from the gap 97 to the surface 94 of the ground 90, it can be confirmed that the gap 97 between the steel pipe pile 20 and the hole 95 has been filled with the filling material 80. If the filling material 80 is directly filled into the gap 97 between the steel pipe pile 20 and the hole 95 from the surface 94 of the ground 90, it is difficult to evenly fill the gap 97 around the steel pipe pile 20 with the filling material 80. Also, depending on the conditions of the ground 90, the surface of the hole 95 may not be smooth, causing soil and sand to mix with the filling material 80, or the filling material 80 may not be sufficiently filled to the bottom surface 96. However, by performing the steel pipe pile driving process using the structure shown in Figure 18, the steel pipe pile 20 can be reliably driven into the ground 90.

[0081] Multiple steel pipe piles 20 are used in the drone port 200. All of the multiple steel pipe piles 20 may be driven into the ground 90 by the steel pipe pile driving process described above. Note that the multiple steel pipe piles 20 of the drone port 200 do not necessarily have holes 95 as shown in Figure 18.

[0082] Next, the steel pipe support column 30 is temporarily joined to the first steel pipe pile 20a among the multiple steel pipe piles 20, and the support pile 10a is temporarily assembled. In addition, the node section 50 is temporarily joined to the pile head 12 of the support pile 10a and to the pile head 21b of the second steel pipe pile 20b among the multiple steel pipe piles 20. When the upper node section 50a or intermediate node sections 50b, 150b are used for the node section 50, the temporary joining can be performed by using a formwork jig 70 to temporarily install the steel pipe support column 30 and the node section 50 on the steel pipe pile 20. This is called the temporary joining process. In particular, the process of installing the node section 50 on the pile head 12, 21a, or 21b is called the node section installation process, the process of installing the formwork jig 70 on the node section 50 is called the formwork installation process, the process of fixing the node section 50 to the pile head using the formwork jig 70 is called the fixing process, and the process of installing the steel pipe support 30 on the intermediate node section 50b of the node section 50 is called the steel pipe support erection process. The node section installation process, formwork installation process, fixing process, and steel pipe support erection process are included in the temporary joining process. The details of the temporary joining process when the formwork jig 70 is used to join the intermediate node section 150b will be described below.

[0083] Figure 19 is an explanatory diagram of the structure of the formwork jig 70 used in the temporary joining process of Embodiment 1. Figure 19 shows the case when the upper end node 50a is installed on the steel pipe pile 20, but the method of using the formwork jig 70 is the same when installing the intermediate node 50b and 150b (see Figures 10 to 12). For example, when installing the intermediate node 150b on the pile head 21 of the steel pipe pile 20, the formwork jig 70 is used on the pile head 21 of the steel pipe pile 20.

[0084] The formwork jig 70 includes a bracket 71 that supports the formwork plate 74. The bracket 71 is connected to a fixing band 73. The fixing band 73 is detachably fixed to the steel pipe pile 20 by surrounding the outer surface of the steel pipe pile 20, thereby fixing the position of the bracket 71. The process of installing the formwork jig 70 on the steel pipe pile 20 using the fixing band 73 is specifically called the formwork installation process. The formwork installation process is included in the temporary joining process.

[0085] When the support pile 10 is constructed by joining a steel pipe support column 30 to a first steel pipe pile 20a as shown in Figure 12, first, the intermediate node section 150b is placed on the pile head 21a of the steel pipe pile 20. This process is called the node section installation process or the intermediate node section installation process. After that, the second girder member 41 is installed at the joint 52 of the intermediate node section 150b. This process is called the girder member installation process. The intermediate node section 150b is installed so that the formwork plate 74 of the formwork jig 70 abuts against the lower end surface of the steel pipe member 51b. The formwork plate 74 is installed so that the filler material 80 injected into the interior of the intermediate node section 50b does not leak out. This process is called the formwork installation process. The node section installation process, the girder member installation process and the formwork installation process are included in the temporary joining process. The order of the node section installation process, the girder member installation process and the formwork installation process can also be changed.

[0086] Figure 19 shows the state in which the formwork jig 70 is installed at the upper node 50a or the intermediate node 50b. As shown in Figure 19, after the intermediate node 50b is installed on the pile head 12 by the node installation process, the formwork jig 70 is installed below the intermediate node 50b. The formwork jig 70 can also be installed in the same way for the intermediate node 150b. The bracket 71 of the formwork jig 70 is equipped with an adjustment bolt 75. The tip of the adjustment bolt 75 abuts against the outer circumferential surface of the steel pipe member 51b of the intermediate node 50b which is placed on the formwork plate 74. In Figure 19, the upper node 50a is shown as an example, but the formwork jig 70 can be used in the same way when installing the intermediate node 150b on the first steel pipe pile 20a. The adjustment bolt 75 is screwed into the nut member 76, allowing for precise adjustment of the tip position and temporary fixing of the position of the steel pipe member 51b at the intermediate node 50b. This process of adjusting and fixing the horizontal position of the steel pipe member 51b at the intermediate node 50b is called the fixing process. The fixing process is included in the temporary joining process.

[0087] After the intermediate node section 150b is attached to the pile head 21a of the first steel pipe pile 20a, the steel pipe support column 30 is erected on the intermediate node section 150b as shown in Figure 12. This is called the steel pipe support column erection process. The steel pipe support column erection process is included in the temporary joining process. As a result, the steel pipe support column 30 is erected on the first steel pipe pile 20a as shown in Figure 12.

[0088] Next, upper end grid points 50a are attached to the pile heads 12 of the support pile 10a and the second steel pipe pile 20b, to which the steel pipe support column 30 is connected to the first steel pipe pile 20a. This process is called the grid point installation process or the upper end grid point installation process. The installation of the upper end grid point 50a is carried out by the grid point installation process, the formwork installation process and the fixing process, similar to the installation of the intermediate grid point 150b on the pile head 21 of the first steel pipe pile 20a.

[0089] After the intermediate grid points 150b are installed, girder members 41 connecting the intermediate grid points 150b are installed. Similarly, after the upper grid points 50a are installed, girder members 41 connecting the upper grid points 50a are installed. These steps are called the girder member installation steps. The girder member installation steps can be included in the temporary joining steps.

[0090] In the first embodiment of the drone port 200, the support piles 10a and 10b can be temporarily assembled without injecting the filler material 80 into the nodal points 50 by using the formwork jig 70 as described above. Therefore, by installing a lining plate (not shown) on top of the temporarily assembled support piles 10a and 10b, and placing heavy machinery and materials for pile installation on top of the lining plate, the support piles 10a and 10b can be erected one after another in the first direction along the direction in which the artificial ground extends. This process of installing the lining plate on top of the support piles 10a and 10b is called the lining plate installation process. The lining plate installation process can be included in the temporary joining process. The steel pipe driving process and the temporary joining process are repeated alternately until all of the support piles 10 of the drone port 200 have been erected. The above process as a whole is called the support pile erection process.

[0091] In the support pile erection process, multiple support piles 10 are erected, and once the nodal points are temporarily fixed to the pile heads 12 of the support piles 10, filler material 80 is injected into the nodal points 50 as needed. This process is called the injection and solidification process. The nodal points 50 into which the filler material 80 is injected are the upper nodal points 50a, 550a, and the intermediate nodal points 50b, 150b, and 550b. The injection and solidification process may also be performed on all nodal points 50 after the support piles 10 in the temporarily assembled state have been erected.

[0092] When installing the drone port 200 without using the formwork jig 70, the first support pile 10 is erected in the first direction, and after the filler material 80 injected into the node 50 is solidified, the lining plate is installed on top of the support pile 10. This is called the lining plate installation process. Then, heavy machinery is placed on top of the installed lining plate, and the next support pile 10 is erected. In this process, the injection and solidification process of the filler material 80 is required each time a support pile 10 is erected, which prolongs the construction period. On the other hand, the drone port 200 according to Embodiment 1 has the advantage of shortening the construction period because the number of injection and solidification processes of the filler material 80 can be reduced by using the formwork jig 70.

[0093] At Droneport 200, the lining plate is removed after the injection solidification process is completed. This is called the lining plate removal process. After the lining plate removal process, the deck plate 299 is installed. This is called the deck plate installation process.

[0094] Figure 20 is a side view showing an example of a lining plate 399. The lining plate 399 is placed on the temporarily assembled support piles 10 while the steel pipe pile driving process and the temporary joining process are repeated. The lining plate 399 shown in Figure 20 is equipped with a temporary pile head block 350a. Therefore, the pile head block 350a can be fitted into the pile head 12 without installing the upper end grid points 50a of the drone port 200, and the lining plate 399 can be installed. By using such a lining plate 399, the steel pipe pile driving process can be carried out all at once, thus reducing the time the pile driver is held down.

[0095] Using the process described above, the drone port 200 is constructed by installing support piles 10, node points 50 and girder members 41, and then installing a deck slab 299. The process described above has the advantage that the position of the node points 50 can be adjusted even when the amount of protrusion of the support piles 10 protruding from the ground 90 is large, mainly using eccentric joint members 60 and 260. However, the structure using eccentric joint members 60, 260 and 560 may be limited to only a portion of the node points 50 of the drone port 200.

[0096] For example, in Figure 2, the leftmost support pile 10 and the second support pile 10 from the left have intermediate node points 250b, and the first steel pipe pile 20a and the steel pipe support column 30 are joined using eccentric joint members 260. The eccentric joint members 260 allow the horizontal position of the steel pipe support column 30 joined on the two first steel pipe piles 20a to be adjusted, and the position of the intermediate node points 250b can also be adjusted.

[0097] Furthermore, in Figure 2, the leftmost support pile 10 and the second support pile 10 from the left have multiple node points 50 installed above the intermediate node point 250b. These node points 50 are installed in the middle of the steel pipe support 30, and the position of the steel pipe support 30 is adjusted by the eccentric joint member 260, so positional accuracy can be ensured. Therefore, positional accuracy can be ensured for the node points 50 installed in the middle of the steel pipe support 30 without using the eccentric joint members 60, 260, and 560. However, if the distance from the eccentric joint member 260 is long and positional accuracy cannot be ensured, a structure using the eccentric joint member 60 or 260 may also be applied to the node points 50 installed in the middle of the steel pipe support 30.

[0098] (3rd floor plate 299) In Figure 2, the leftmost support pile 10 and the second support pile 10 from the left are connected at intermediate node points 250b by a girder member 41. A deck slab 299 is installed on top of the girder member 41. The deck slab 299 is installed below the first deck slab 299 on which the building 290 is installed, and is also referred to as the third deck slab 299. By installing the third deck slab 299 below the first deck slab 299 which is connected to the road, the space between the ground 90 and the first deck slab 299 can be utilized, and the girder member 41 connecting the intermediates of multiple support piles 10 is also installed therein, which has the advantage of improving the overall seismic resistance of the drone port 200. By installing ancillary equipment 287, for example, on top of the third deck slab 299, the space above the first deck slab 299 can be utilized as a storage space for goods 285, a space for vehicles T to enter, and a helipad 280.

[0099] In Figures 2 and 3, the girder members 41 are installed so as to extend horizontally, but they may also be positioned at an angle. The deck slab 299 may also be inclined as needed. Furthermore, the girder members 41 may be inclined along the slope of the ground 90 in which the support piles 10 are driven. In other words, the node points 50 provided on the support piles 10 driven on the uphill side of the slope may be positioned higher than the node points 50 provided on the support piles 10 driven on the downhill side of the slope. With this configuration, the position where the node points 50 are installed does not move excessively far from the surface 94 of the ground 90, which suppresses the horizontal displacement δ of the portion of the support pile 10 protruding from the ground 90 from becoming excessively large in some areas, and thus suppresses the failure of the support piles 10 due to vibrations such as earthquakes.

[0100] (Building 290) As shown in Figures 2 and 3, the building 290 is constructed on the first floor slab 299. In Embodiment 1, the columns of the building 290 are part of the support piles 10 and are the parts that protrude above the first floor slab 299. In other words, the columns of the building 290 are part of the steel pipe support columns 30. Alternatively, the columns of the building 290 may be part of the steel pipe piles 20.

[0101] The building 290 is constructed by using a portion of the support piles 10 as columns and installing walls 291 on the support piles 10. The support piles 10 are connected at their upper nodal points 50 by girder members 41, and a ceiling 292 is installed on the girder members 41.

[0102] The interior of the building 290 may have multiple layers of floor slabs 299. In Embodiment 1, a second floor slab 299 is provided above the first floor slab 299.

[0103] As described above, the building 290 is constructed using support piles 10 driven into the ground 90. Therefore, the load of the building 290 is directly supported by the support piles 10, and the direct load on the girder members 41 is small.

[0104] Furthermore, the wall 291 of the building 290 is provided with an opening 270 that connects the space on the second floor slab 299 with the space outside the building 290. A shutter is installed in the opening 270, and by opening and closing it, the drone Dr can be taken off and landed, and wind and rain can be prevented from entering the building 290.

[0105] Furthermore, the space on the first floor slab 299 is connected to the outside by an entrance / exit 271, allowing vehicles T to enter the building. The entrance / exit 271 is also equipped with a shutter, which can be closed when vehicles T are not entering to prevent wind and rain from entering.

[0106] (Wind power generation equipment 275) As shown in Figure 3, the drone port 200 may be equipped with a wind power generation facility 275. The wind power generation facility 275 is installed at the tip of the support pile 10 and is located above the first deck slab 299. In Embodiment 1, the support pile 10 on which the wind power generation facility 275 is installed is formed by joining a steel pipe pile 20 and a steel pipe support column 30 with an eccentric joint member 60 or 260. The wind power generation facility 275 is installed at the upper end of the steel pipe support column 30, and a solar panel 276 is installed in the middle section.

[0107] (Support pile 10) The support pile 10 according to Embodiment 1 may be composed of a single steel pipe or of two or more steel pipes joined together. The first to third support piles 10 from the left shown in Figure 2 are formed by welding a steel pipe support 30 to the upper part of a first steel pipe pile 20a driven into the ground 90 at the joint 11. In this case, the joint 11 may be equipped with an intermediate grid point 50b as shown in Figure 10. The joint 11 may also be a structure in which the first steel pipe pile 20a and the steel pipe support 30 are joined using an intermediate grid point 150b as shown in Figure 12. Alternatively, the support pile 10 may be composed only of a second steel pipe pile 20b.

[0108] Figure 21 is an explanatory diagram of the cross-sectional structure of a road structure 1000, which is a comparative example of the drone port 200 according to Embodiment 1. Figure 21 shows a cross-section perpendicular to the direction in which the road extends. In the comparative example road structure 1000, a plurality of steel pipe piles 1010p are driven into the ground 90, and footings 1091 are installed near the ground surface of the steel pipe piles 1010p. Above the footings 1091, support columns 1010 made of steel pipes with a larger outer diameter than the steel pipe piles 1010p are erected.

[0109] In the comparative example, the steel pipe piles 1010p of road structure 1000 generally use steel pipe piles specified in JIS A 5525. The steel pipe piles 1010p are often made of, for example, SKK400 or SKK490, with a diameter of 400 to 600 mm and a plate thickness of 9 to 19 mm.

[0110] Furthermore, the support columns 1010 of the road structure 1000 in the comparative example are steel pipe columns manufactured by combining, for example, pressed steel materials, and those with a diameter of 3000 mm or more are used.

[0111] The steel pipe pile 1010p in the comparative example is located in the ground 90 and is difficult to repair if damaged. Therefore, it is generally designed to withstand earthquakes without being damaged, so that even when subjected to seismic input, the material remains within its elastic deformation range.

[0112] Furthermore, the footing 1091 formed at the pile head of the steel pipe pile 1010p in the comparative example serves as the foundation for the erected support column 1010, and because of its large horizontal projection area, it is supported by the surrounding ground 90 even when subjected to seismic input. As a result, the steel pipe pile 1010p is not damaged even by a major earthquake.

[0113] The support column 1010 in the comparative example is made of a fabricated pipe with a relatively large outer diameter, and is also designed to withstand the input from a major earthquake as follows. For the support column 1010, during a major earthquake (Level 2 ground motion), it is designed to allow plastic deformation beyond the yield point and to take into account energy absorption due to plastic deformation. Furthermore, the steel pipe members used in the support column 1010 are required to have the following characteristics according to the Specifications for Road Bridges ("Specifications for Road Bridges and Commentary II: Steel Bridges and Steel Members," Japan Road Association, December 2017, pp. 10-11). (1) Charpy absorption energy: JIS Z 2242 ≥ 27J (However, this applies to steel grades SM400, SM490, SM490Y, and SMA490, where the thickness of the steel material exceeds 16 mm but is 50 mm or less.) Furthermore, the Steel Road Bridge Design Handbook ("Steel Road Bridge Design Handbook," Japan Road Association, November 2020, pp. 41-48) states that when considering plastic deformation of structural steel materials, the yield ratio must also be considered, and JIS G 3475 Carbon Steel Pipes for Building Structures requires the following characteristics for the yield ratio in the case of welded steel pipes. (2) Yield ratio = Yield stress / Tensile strength ≤ 85% By satisfying the characteristics of (1) and (2) above, the support column 1010 in the comparative example is expected to increase in strength even after yielding, and exhibits ductility against seismic forces.

[0114] In the case of the road structure 1000 related to the comparative example described above, it is designed to suppress damage from input caused by a major earthquake, but it requires large-scale structures such as footings 1091 installed in the ground 90 and support columns 1010, making it difficult to apply to artificial ground structures such as roads installed along mountain slopes.

[0115] On the other hand, in the case of the drone port 200 according to Embodiment 1, the amount of protrusion from the ground 90 is increased by making the steel pipe pile 20 driven into the ground 90 protrude from the ground 90 and joining the upper end grid point 50a or steel pipe support column 30 on top of it. Furthermore, in the case of support piles 10a and 10b, the positional accuracy of the upper end grid point 50a is ensured by using the upper end grid point 50a and intermediate grid point 50b to eccentrically position the upper end grid point 50a and steel pipe support column 30 relative to the first steel pipe pile 20a or the second steel pipe pile 20b. Generally, when the amount of protrusion from the ground 90 is large, the positional accuracy of the pile head 12 of the support piles 10a and 10b tends to have errors relative to the designed position, but in the case of support pile 10 according to Embodiment 1, since eccentric joining members 60 and 260 are used, the positional accuracy of the pile head 12 and the upper end grid point 50a is also easily ensured.

[0116] Furthermore, the support piles 10a and 10b use the same material as the steel pipe pile 1010p installed in the ground 90 in the comparative example and the steel pipe pile specified in JIS A 5525. In other words, steel pipe pile SKK material or general structural steel pipe STK material is used. Therefore, the support pile 10 according to Embodiment 1 has sufficient strength in the ground 90. However, the material of the steel pipe pile specified in JIS A 5525 does not specify anything about the strength when plastic deformation occurs after yielding, and it is assumed that the strength of the portion protruding from the ground 90 cannot be ensured.

[0117] Therefore, the support pile 10 according to Embodiment 1 is made of a steel pipe suitable for earthquake resistance. Specifically, in the drone port 200 of Embodiment 1, the support pile 10 made of "ERW-T" which has been heat-treated after welding as described below is used.

[0118] Figure 22 shows the hysteresis curve when a positive and negative alternating test is performed on the steel pipe used in the support pile 10 according to Embodiment 1. Figure 23 is a schematic diagram of the test specimen for the positive and negative alternating test. The steel pipe used in the support pile 10 according to Embodiment 1 is subjected to a positive and negative alternating test with Level 2 seismic motion, and the horizontal displacement δ, yield horizontal displacement δy, and horizontal load P are obtained. HThis relationship is represented by a stable spindle-shaped hysteresis curve, as shown in Figure 22.

[0119] As shown in Figure 23, in the test specimen for the steel pipe used in the support pile 10, the outer pipe shown at the lower end corresponds to the upper end grid point 50a, the inner pipe corresponds to the support pile 10, and the fixed part corresponds to the girder member 41. The inner pipe used in the test specimens in Figures 22 and 23 is an electric resistance welded steel pipe made of general structural steel pipe STK400 material, and the yield strength of the base material is 395 N / mm². 2 Furthermore, the inner tube of the test specimen had an outer diameter of 508 mm and a plate thickness of 19 mm.

[0120] In the alternating positive and negative loading test that yielded the hysteresis curve shown in Figure 22, a constant axial load Pv was applied to the upper end of the specimen while alternating positive and negative loading was applied horizontally. The horizontal alternating positive and negative loading was applied to the upper end of the inner tube of the specimen, with the maximum horizontal displacement δ = ±5δy, where δy is the horizontal displacement at the nominal yield strain of the steel pipe. Horizontal load P in alternating positive and negative loading H The horizontal load P was increased with each cycle of alternating positive and negative loading. In the tests shown in Figures 22 and 23, the horizontal load P H It is subjected to a load equivalent to a Level 2 earthquake. The calculated maximum load due to a Level 2 earthquake is P H The force is 482kN, and the horizontal displacement δ of the steel pipe at this time is δ / δy = 2. The steel pipe of the test specimen yielded, and the displacement was approximately twice the displacement at the time of yielding.

[0121] As shown in Figure 22, when loaded beyond the maximum load of a Level 2 earthquake, a stable spindle-shaped hysteresis curve is obtained up to δ / δy=5. At the point of δ / δy=5, no sudden failures such as buckling or fracture occurred in the steel pipe of the test specimen. In other words, even when subjected to a Level 2 earthquake, the support pile 10 using this steel pipe of the test specimen does not experience failures such as buckling or fracture because the steel pipe undergoes plastic deformation and stably absorbs the earthquake energy.

[0122] (Regarding the manufacturing of the steel pipes that make up the support pile 10) Figure 24 is an explanatory diagram of the welding process of an electric resistance welded (ERW) steel pipe used in a support pile 10 according to Embodiment 1. The support pile 10 according to Embodiment 1 uses an ERW steel pipe. In Figure 24, the steel plate moves from left to right while being bent by a roll. In the PP section, the steel plate is bent into a C shape, in the QQ section the ends of the bent plates come close together, and in the RR section the ends come into contact. In this process, a high-frequency current is passed between power supply contacts installed at both ends of the steel plate, concentrating the current at the joint in the RR section. The surface layer of the joint is rapidly heated by resistance heat and melted, and in the SS section the ends of the bent plates are pressed together by a squeeze roll to join them. The welded joint formed by the pressurization of the ends of the bent plates has a bead that protrudes outside the plane of the ERW steel pipe. In the TT section, the bead that protrudes outside the plane of the weld is cut and removed.

[0123] Generally, the manufacturing of steel pipe material is completed in this state, but the electric resistance welded (ERW) steel pipe used in the support pile 10 according to Embodiment 1 uses a pipe that has undergone post-heat treatment of the welded portion. Regarding the heat treatment method for the welded portion of the ERW steel pipe, for example, there is a method described in Japanese Patent Application Publication No. 2009-173995. In this method, an induction heating device is installed in the post-process of the bead cutting machine that cuts off the outer bead. The induction heating device has multiple induction coils arranged in stands on both the outer and inner sides of the welded portion of the ERW steel pipe, and induces heating of both the outer and inner sides of the welded portion. The operating conditions for the induction coil on the inner side are set to full power in the preceding stands until the inner temperature exceeds the Ac3 transformation point, and in subsequent stands, the inner temperature is maintained at a predetermined inner temperature above the Curie point. The operating conditions for the induction coil on the outer side are set to power below zero and less than full power until the stand where the outer temperature exceeds the Ac3 transformation point, and in subsequent stands, the outer temperature is maintained at a predetermined temperature above the Curie point, and induction heating is performed. According to the heat treatment method described above, it has been shown that the Charpy impact energy can be improved for electric resistance welded steel pipes with an outer diameter of 600 mm and a plate thickness of 19.1 mm, manufactured using hot-rolled steel strip (Ac3 transformation point: 860°C) with a mass percentage of 0.05% C, 0.2% Si, and 1.4% Mn.

[0124] Figure 25 is a cross-sectional view of the welded joint of an electric resistance welded (ERW) steel pipe used in the support pile 10 according to Embodiment 1. Figure 25 shows the welded joint of a heat-treated ERW steel pipe, with the lower side being the outer surface of the steel pipe and the upper side being the inner surface of the steel pipe. The weld line is indicated by the arrow. The parts indicated by ▽ and △ on the inner and outer surfaces indicate the boundaries of the heat-affected zone of the weld. The boundary of the heat-affected zone of the weld can be seen as a drum-shaped trace on the inner and outer surfaces of the steel pipe, narrowing towards the center of the plate thickness from approximately 2 mm to the left and right of the weld line. The post-weld heat treatment area is approximately 20 mm to the left and right on the outer surface of the steel pipe and approximately 7 mm on the inner surface of the steel pipe from the heat treatment center position. There is a discrepancy of approximately 4 mm between the weld line and the heat treatment center. However, the discrepancy between the weld line and the heat treatment center depends on the accuracy of the seam detection device on the manufacturing line, and there may be cases where the discrepancy is 0. As shown in the figure, the heat-affected zone caused by welding is within the range of post-weld heat treatment, indicating that the heat-affected zone caused by welding can be heat-treated after welding using the heat treatment method described above.

[0125] (Strength of support pile 10) The support pile 10 according to Embodiment 1 is an electric resistance welded steel pipe manufactured by the above manufacturing method, and in particular, the yield ratio of each part, including the welded part, is 85% or less, and the Charpy impact absorption energy is ensured to be 27 J or more. With this configuration, the support pile 10 can undergo plastic deformation and achieve stable energy absorption in response to Level 2 seismic motion.

[0126] Figure 26 is a table showing the outer diameter, plate thickness, and composition of electric resistance welded (ERW) steel pipes from which test specimens were taken for strength testing. The electric resistance welded (ERW) steel pipes from which the test specimens were taken are of two types: "ERW-T," which is manufactured using the manufacturing method shown in Figure 23 and heat-treated after welding, and "ERW-N," which has almost the same chemical composition but is not heat-treated. Both of these electric resistance welded (ERW) steel pipes satisfy the JIS standard (JIS A 5525).

[0127] (Results of tensile test) Figure 27 is a diagram showing the relationship between nominal stress and nominal strain obtained by tensile testing using test specimens. Figure 28 shows the results obtained by tensile testing using test specimens. Tensile test specimens were taken in the cross-section of electric resistance welded steel pipes at four locations: 0°, 22.5°, 90°, and 180°, relative to the weld, in the axial direction of the steel pipe, using JIS No. 12C test specimens. In Figure 28, the yield stress σy, tensile strength σu, and yield ratio YR = σy / σu of the test specimens are shown.

[0128] As shown in Figure 27(a), in the test results for ERW-N, which has not undergone post-weld heat treatment, the curves for the 22.5°, 90°, and 180° specimens, which are taken from the base material excluding the weld, are almost identical. However, the yield point and tensile strength of the specimen taken from the 0° position, which includes the weld, are clearly higher than those of the specimen taken from the base material. In contrast, in the case of ERW-T shown in Figure 27(b), the difference in curves between the specimen taken from the 0° position including the weld and the specimens taken from the 22.5°, 90°, and 180° positions of the base material is small.

[0129] As shown in Figure 28, in the case of ERW-N that has not undergone post-weld heat treatment, the yield stress σy and tensile strength σu at the welded 0° are both higher than those of the base material, and the yield ratio YR is 0.94. On the other hand, in the case of ERW-T that has undergone post-weld heat treatment, the yield stress σy and tensile strength σu at the welded 0° are smaller than those of the base material, and the yield ratio YR is 0.85. From this, it can be concluded that by heat-treating the welded portion of the electric resistance welded steel pipe constituting the support pile 10, the hardening of the welded portion due to welding can be improved, the yield point and tensile strength can be made equivalent to those of the base material, and the yield ratio YR of the welded portion can be adjusted to 0.85 or less.

[0130] Figure 29 shows the results of Charpy tests obtained by performing tensile tests using test specimens. The electric resistance welded steel pipes from which the test specimens were taken were of two types: "ERW-T," which is manufactured using the manufacturing method shown in Figure 24 and heat-treated after welding, and "ERW-N," which has almost the same chemical composition and is not heat-treated. The test specimens for the Charpy tests were V-notch test specimens as specified in JIS Z 2242 in the Road Bridge Specifications, using the above manufacturing method, and were taken along the circumferential direction of the pipe and along the axial direction of the pipe. For the circumferential test specimens, there were three types: 0 mm, 1 mm, and 3 mm from the weld line at the notch position. For the axial test specimens, there was one type: taken from the axial direction of the pipe including the weld line. Charpy tests were performed using three test specimens for each of the four types.

[0131] In Figure 29, the horizontal axis represents the distance from the weld line in the circumferential direction, showing the distribution of absorbed energy with respect to distance. Looking at ERW-N, which has not undergone heat treatment, the absorbed energy at the weld line is small for specimens taken along the circumferential direction of the pipe, and the Charpy absorbed energy is less than 27 J. On the other hand, in the case of ERW-T, which has undergone heat treatment, the Charpy absorbed energy is greater than 27 J for both specimens taken along the circumferential direction of the pipe and specimens taken along the axial direction of the pipe.

[0132] The Specifications for Road Bridges stipulate that for SM490B, the material used for bridge piers, with an applicable plate thickness of 6 mm ≤ t ≤ 40 mm, the Charpy impact energy absorption must be 27 J or more. In contrast, as shown in Figure 29, the electric resistance welded steel pipe using SKK material that constitutes the support pile 10 according to Embodiment 1 can achieve a Charpy impact energy of 27 J or more by the manufacturing method and heat treatment of the welded joint described above. Therefore, the support pile 10 according to Embodiment 1, while using SKK material for steel pipe piles as specified in JIS A 5525, can exhibit sufficient energy absorption capacity as a bridge pier against impact loads during major earthquakes.

[0133] (A modified version of DronePort 200) Next, a modified example of the drone port 200 according to Embodiment 1 will be described.

[0134] Figure 30 is an explanatory diagram of the cross-sectional structure of a modified example of the drone port 200 according to Embodiment 1. In Embodiment 1, two or more support piles 10 are arranged in parallel in a second direction intersecting the first direction. The drone port 200 may also be equipped with diagonal beams 48 that connect two node points 50 and are inclined relative to the girder members 41. The diagonal beams 48 connect two node points 50 located diagonally opposite each other in the rectangular structure formed by the support piles 10 and the girder members 41. The truss structure of the drone port 200, provided by the diagonal beams 48, suppresses deformation of the frame and reduces member stress. Furthermore, the diagonal beams 48 include diagonal beams 48a and 48b that are installed side by side in the y direction. Diagonal beam 48a is installed on the mountain side of the ground 90 on which the drone port 200 is installed, and diagonal beam 48b is installed on the valley side. It is desirable that the diagonal beam 48a located on the mountain side is inclined in a direction along the slope. Furthermore, in Figure 30, the diagonal beam 48b on the valley side is inclined in a direction symmetrical to the diagonal beam 48a on the mountain side, but it may also be inclined in the same direction. In addition, the diagonal beams 48 can be installed in the x direction as well as the y direction.

[0135] The node points 50 and the girder members 41 are manufactured as a single unit beforehand and may form a node girder. This eliminates the need to individually set up the node points 50 for surveying, thus saving labor and shortening the construction process. Furthermore, the node points 50 are joined to each other by diagonal members, and the truss structure formed by the diagonal beams 48 suppresses deformation of the frame, thereby reducing member stress.

[0136] (Effects of the artificial ground structure and drone port 200 according to Embodiment 1) The artificial ground structure according to Embodiment 1 comprises support piles 10 driven into the ground in parallel in a first direction and a second direction intersecting the first direction in the horizontal direction, node points 50 installed on the support piles 10, girder members 41 connecting the node points of adjacent support piles 10, a deck slab 299 installed on the girder members 41, and a building 290 formed on the deck slab 299, wherein the columns constituting the building 290 are part of the support piles 10. With this configuration, the artificial ground structure has support piles 10 with a large protrusion from the ground 90, and the building 290 can be constructed on the deck slab 299 using part of the support piles 10, making it possible to install even in mountainous areas or other areas with little or no flat land. The artificial ground structure can be used as a drone port 200.

[0137] Furthermore, according to the artificial ground structure of Embodiment 1, the floor slab 299 includes a first floor slab 299 on which a building 290 is formed, and the first floor slab 299 is connected to the road structure 100. With this configuration, a vehicle T can enter the artificial ground structure from the road structure 100. This makes it possible to transport goods 295 by combining transport by vehicle T and transport by drone Dr.

[0138] Furthermore, according to the artificial ground structure of Embodiment 1, the floor slab 299 includes a first floor slab 299 on which a building 290 is formed, and a second floor slab 299 installed above the first floor slab 299, with the second floor slab 299 located inside the building 290. With this configuration, storage space for goods 295 can be efficiently installed even in mountainous areas or other places without flat land, and space for vehicles T and drones Dr can also be secured.

[0139] Furthermore, according to the artificial ground structure of Embodiment 1, the floor slab 299 includes a first floor slab 299 on which a building 290 is formed, and a third floor slab 299 installed below the first floor slab 299. The artificial ground structure also further includes a power generation facility installed above the first floor slab 299 at the upper end of some of the support piles 10, and an ancillary facility 287 to which power is transmitted from the power generation facility, with the ancillary facility 287 placed on the third floor slab 299. With this configuration, the artificial ground structure can install a power generation facility using the support piles 10 and secure electricity. The generated electricity can also be transmitted to the ancillary facility 287 and made available for use. The ancillary facility 287 can utilize the space on the third floor slab 299 below the first floor slab 299, which is the main space on which vehicles T travel and where goods 295 are placed. Thus, artificial ground structures, with their multiple layers of deck slabs 299, can efficiently utilize narrow areas such as mountainous regions.

[0140] Furthermore, according to the artificial ground structure of Embodiment 1, the node 50 includes upper node 50a, 250a, and 550a installed at the upper end of the support pile 10, and intermediate node 50b, 150b, 250b, and 550b installed in the middle of the support pile 10, and the deck slab 299 is installed on a girder member 41 in which at least one of the two connecting node 50s is an intermediate node 50b, 150b, 250b, or 550b. With this configuration, the deck slab 299 can be installed in the middle and upper ends of the support pile 10. The deck slab 299 can also be made in multiple layers on multiple support piles 10.

[0141] Furthermore, according to the artificial ground structure of Embodiment 1, at least a portion of the node points 50 are equipped with eccentric connecting members 60 and 260 that can be joined with their central axes eccentrically aligned horizontally with respect to the central axis of the support pile 10. This allows the node points 50 to be positioned accurately even if the amount of protrusion of the support pile 10 from the ground 90 is large. Therefore, the artificial ground structure can be freely installed even on cliffs and slopes.

[0142] Furthermore, according to the artificial ground structure of Embodiment 1, the support pile 10 is set such that the hysteresis curve between the horizontal displacement and the horizontal load when subjected to a Level 2 earthquake motion is spindle-shaped. In addition, the support pile 10 is made of heat-treated electric resistance welded steel pipe, with a yield ratio of 85% or less for each part including the welded part, and a Charpy energy absorption of 27 J or more. With this configuration, the support pile 10 can be made of electric resistance welded steel pipe and energy absorption performance is ensured.

[0143] Furthermore, according to the artificial ground structure of Embodiment 1, the support pile 10 is heat-treated using an induction heating device with induction coils installed on the inner or outer surface of the steel pipe in a post-processing step after cutting the weld bead during steel pipe manufacturing. As a result, the support pile 10 is made of electric resistance welded steel pipe that has undergone post-weld heat treatment, and the welded portion has the same performance as the other base material parts, ensuring energy absorption performance.

[0144] Furthermore, according to the artificial ground structure of Embodiment 1, the support piles 10 are made of steel pipe pile SKK material or general structural steel pipe STK material. With this configuration, the support piles 10 of the artificial ground structure have the same strength as conventional structures within the ground 90, and the seismic resistance of the portion protruding from the ground 90 is also ensured.

[0145] Furthermore, the drone port 200 according to Embodiment 1 is equipped with the above-mentioned artificial ground structure, and the building 290 is configured to accommodate a drone Dr. Alternatively, the drone port 200 according to Embodiment 1 is equipped with the above-mentioned artificial ground structure, and the building 290 is configured to accommodate a drone Dr and to allow a vehicle T to enter from the road structure 100.

[0146] Furthermore, the drone port 200 according to Embodiment 1 is equipped with an artificial ground structure, the building 290 is configured to accommodate a drone Dr, and a portion of the second floor slab 299 is the take-off and landing floor for the drone Dr.

[0147] Furthermore, in the drone port 200 according to Embodiment 1, the second floor slab 299 has an opening 240, and the opening 240 connects the space above the second floor slab 299 with the space between the first floor slab 299 and the second floor slab 299.

[0148] With the above configuration, the artificial ground structure can be used as a drone port 200, and can be utilized as a facility that enables transportation by combining not only drone Dr but also vehicle T.

[0149] Embodiment 2. In Embodiment 2, the details of the arrangement of the node points 50 on the support piles 10 of the artificial ground structure such as the drone port 200 according to Embodiment 1, and the setting of the protrusion amount of the support piles 10 will be described. For each part of the drone port 200 according to Embodiment 2, those having the same function in each drawing will be indicated by the same reference numerals as in the drawings used to describe Embodiment 1.

[0150] Figure 31 is a schematic diagram showing an example of a drone port 200 according to Embodiment 2. Figure 31 shows a schematic view of the drone port 200 from the x direction. As shown in section K of Figure 31, the drone port 200 has a structure in which the upper ends of two support piles 10, each with a different length h of the portion protruding from the surface 94 of the ground 90, are connected by a girder member 41. Furthermore, as shown in section L of Figure 31, the drone port 200 has a structure in which the upper ends of the two support piles 10 are connected by a girder member 41, and an intermediate node 50b is provided in the middle of one of the support piles 10. Moreover, as shown in section M of Figure 31, the drone port 200 has a structure in which the upper ends of the two support piles 10 are connected by a girder member 41, and the intermediate node 50b provided in the middle of the two support piles 10 are connected to each other by a girder member 41. Note that the intermediate node 50b can also be replaced with intermediate node 150b, 250b, or 550b. Furthermore, the intermediate node 50b may be a node 50 that does not use eccentric connecting members 60 and 260.

[0151] The drone port 200 is equipped with multiple support piles 10. When the drone port 200 is installed on a slope or uneven ground 90, such as in a mountainous area, the multiple support piles 10 may each have different lengths h protruding from the ground 90. When the drone port 200 is subjected to, for example, a Level 2 earthquake, the portion of the support pile 20 that protrudes above the surface 94 of the ground 90 is displaced horizontally (in the x and y directions). When considering adjacent support piles 10 in the x or y direction, the bending moment M and stress σ generated in the support pile 10 will vary depending on the length h protruding from the ground 90 and whether or not a girder member 41 is connected to the intermediate portion. The drone port 200 absorbs energy from earthquake motion through the plastic deformation of the support piles 10, thereby improving its seismic resistance. Therefore, it is desirable that two adjacent support piles 10 be positioned so that the stress generated in one of the support piles 10 does not become excessive.

[0152] In Figure 31, an example of the drone port 200 viewed from one direction is shown, with multiple support piles 10 aligned in the y-direction. However, in reality, support piles 10 are also arranged in parallel in the x-direction (perpendicular to the plane of the paper in Figure 31), and two adjacent support piles 10 include two support piles 10 arranged in parallel not only in the y-direction but also in the x-direction.

[0153] The drone port 200 has a structure in which the upper ends or intermediate sections of the support piles 10 are connected by girder members 41. The support piles 10 can be modeled as fixed-end beams with fixed ends at the support points 98 and node points 50, which are the parts that intersect with the surface 94 of the ground 90. The horizontal displacement δ and stress σ that occur in each support pile 10 constituting the drone port 200 will be described below.

[0154] Figure 32 is an enlarged view of part K in Figure 31. In part K, two support piles 10 are connected by a girder member 41 at the upper ends. Therefore, when the floor slab 299 is displaced horizontally by δ due to seismic motion, the displacement δ1 at the upper end of one support pile 10 is the same as the displacement δ2 at the upper end of the other support pile 10 (δ1 = δ2). The dashed lines shown in Figure 32 indicate the horizontal displacement δ of the support piles 10 at each height from the ground 90.

[0155] In Figure 32, the shorter support pile 10 is called the member between nodal points 10A, and the longer support pile 10 is called the member between nodal points 10B. When the protruding length from the ground 90 of one member between nodal points 10A is h1 and the protruding length from the ground 90 of the other member between nodal points 10B is h2, h1 < h2. When the floor slab 299 receives a predetermined horizontal displacement δ, the stress σ generated in the support pile 10 reaches its maximum value at the upper lattice point part 50a serving as a fixed end and the fulcrum 98. Here, the calculation formulas for the bending moment, horizontal displacement, and generated stress occurring in a simply supported beam with both ends fixed whose axis extends in the vertical direction are expressed as follows. M = P·h / 2 ···(1) δ = P·h 3 / (12E·I) ···(2) σ = M / Z ···(3) Here, M: bending moment, P: horizontal load, h: length of the member between nodal points, δ: horizontal displacement, E: Young's modulus, I: second moment of area, σ: maximum stress generated in the member between nodal points, Z: section coefficient.

[0156] Based on the above formulas (I) to (3), the horizontal displacement δ is expressed by the following formula. δ = 2M / h × h 3 / (12E·I) = σZh 2 [[ID=2A]] / (6E·I) ···(4)

[0157] Also, the relationship between the stress σ1 generated in the member 10A between the nodes in Fig. 32 (hereinafter, the maximum stress may be simply referred to as stress) and the stress σ2 generated in the member 10B between the nodes is represented by the following formula (5) from the above formula (4). However, the members 10A and 10B between the nodes have the same material and cross-sectional shape, and the Young's modulus E, the second moment of area I, the section modulus Z, and the yield stress σy are the same. Also, as shown in Fig. 32, h2≧h1, the horizontal displacements δ of the members 10A and 10B between the nodes are equal, and are represented by δ = δ1 = δ2. From this and the above formula (4), the following formula (5) is derived. σ2 / σ1=(h1 / h2) 2 ···(5) That is, in the structure of Fig. 32, the member 10A between the nodes with a shorter protruding length has a larger maximum value of the generated stress than the longer member 10B between the nodes.

[0158] Fig. 33 is an enlarged view of the support pile 10a including the intermediate lattice portion 50b or 150b in Fig. 31. Using Fig. 33, the relationship between σ3 and σ4 generated in the members 10C and 10D between the nodes when the intermediate lattice portion 50b or 150b is provided in the support pile 10 (in the case of two layers) will be described. The support pile 10a can be modeled with the fulcrum 98, the intermediate lattice portion 50b, and the upper lattice portion 50a as fixed ends. The portion from the fulcrum 98 to the intermediate lattice portion 50b is taken as the member 10C between the nodes, and the portion from the intermediate lattice portion 50b to the upper lattice portion 50a is taken as the member 10D between the nodes. The length of the member 10C between the nodes is h3, the length of the member 10D between the nodes is h4, and h3 < h4. When the intermediate lattice portion 50b is at the upper end or the lower end of the support pile 10, it is the same as the support pile 10 without the intermediate lattice portion 50b as in Fig. 32.

[0159] When the floor slab 299 above the girder member 41 receives a predetermined horizontal displacement δ, the stress σ generated in the members 10C and 10D between the nodes of the support pile 10 reaches the maximum value at the upper lattice portion 50a, the intermediate lattice portion 50b, and the fulcrum 98 which are fixed ends. Also, assuming that the horizontal displacement of the floor slab 299 is δ, the relationship between the horizontal displacement δ3 of the member 10C between the nodes and the horizontal displacement δ4 of the member 10D between the nodes is represented by δ = δ3 + δ4.

[0160] Based on equation (4) above, the relationship between the stress σ3 generated in the internode member 10C and the stress σ4 generated in the internode member 10D of the support pile 10a shown in Figure 33 is expressed by the following equation. σ⁴ / σ⁧=h⁴ / h⁧ ···(6) In other words, in the structure shown in Figure 33, the maximum stress generated by the shorter internode member 10C is smaller than that generated by the longer internode member 10D.

[0161] Furthermore, consider the case in Figure 33 where the intermediate node 50b is in the center of the support pile 10a, that is, h3 = h4 = h / 2. In this case, the horizontal displacements of the internode members 10C and 10D are δ3 = δ4 = δ / 2, and the stresses σ3 and σ4 generated in the internode members 10C and 10D are σ3 = σ4. Therefore, from equation (4) above, δ = 2σ³·Z × (h / 2) 2 (6E·I) ···(7) It is expressed as follows.

[0162] On the other hand, consider the case where there are no intermediate grid points 50b of the support pile 10a in Figure 33 (single layer case). In this case, the horizontal displacement δ of the support pile 10a is expressed as follows. δ = σ·Z × h 2 / (6E·I) ···(8)

[0163] Whether the support pile 10a is one layer or two layers, the horizontal displacement δ in equations (7) and (8) above is the same, so from equations (7) and (8) above, σ3 = 2·σ. In other words, when an intermediate grid point 50b is provided in the center of the support pile 10a (two layers), the stresses σ3 and σ4 generated in the internode members 10C and 10D are twice as much as when the intermediate grid point 50b is not provided (one layer). This means that even if, in Figure 32, the internode member 10A is in the plastic region (yielding) and the internode member 10B does not yield, it is possible to increase the stress generated in the internode member 10C or 10D and cause it to yield by placing an intermediate grid point 50b on the internode member 10B and forming two internode members 10C and 10D. By utilizing this principle, when the protrusion h of the support pile 10 becomes extremely large, by installing intermediate node points 50b or 150b to create a two-layer structure, it is possible to configure both the standard first-layer support pile 10 and the second-layer support pile 10 to be in the plastic region, thereby allowing both adjacent support piles 10 to exert their plastic energy absorption capacity and improving seismic resistance.

[0164] Even in the case of a support pile 10 equipped with an intermediate node 50b as shown in Figure 33, if the length h3 of the internode member 10C and the length h4 of the internode member 10D are set to be the same, the internode member 10C and the internode member 10D are simultaneously in the plastic deformation region, thus enabling a higher energy absorption capacity.

[0165] In the Drone Port 200, it is desirable to prevent stress from concentrating in some of the internode members 10A to 10D when subjected to seismic motion. By allowing more internode members 10A to 10D to exhibit energy absorption capacity, superior seismic resistance is achieved.

[0166] Figure 34 is an enlarged view of section L in Figure 31. The projection length of the support pile 10 from the surface 94 of the ground 90 of the drone port 200 is determined by the environment in which it is installed and the height of the floor slab 299 on which it is installed. For example, there may be cases where the difference in lengths h1 and h2 between the two internode members 10A and 10B shown in Figure 32 becomes large. However, even in such cases, by installing an intermediate node 50b on the longer support pile 10 as shown in Figure 33, the same structure as the support pile 10a shown in Figure 31 can be achieved, thereby adjusting the stress σ1 generated in the shorter internode member 10A and the stresses σ3 and σ4 generated in the internode members 10C and 10D of the longer support pile 10 to be close in value.

[0167] Figure 35 is an enlarged view of section M in Figure 31. When focusing on the two support piles 10 of the drone port 200, if the amount of protrusion of the two support piles 10 from the ground 90 is large, intermediate node points 50b may be installed on both of the two support piles 10 and the intermediate node points 50b may be connected to each other. In this case, by adjusting the position of the intermediate node points 50b on each support pile 10, the values ​​of the stresses σ3a, σ4a, σ3b, and σ4b generated in the internode members 10Ca, 10Da, 10Cb, and 10Db of each support pile 10 can be adjusted to be close to each other.

[0168] Figure 36 schematically shows the relationship between the horizontal displacement δ and stress σ of the internode members 10A, 10B, 10C, 10D, 10Ca, 10Da, 10Cb, and 10Db in Figures 32, 33, 35, and 35. Figure 36(a) shows the case where the difference between the length h1 of internode member 10A and the length h2 of internode member 10B in Figure 32 is relatively large, and Figure 36(b) shows the case where the difference between the length h1 of internode member 10A and the length h2 of internode member 10B in Figure 32 is relatively small. Note that in Figure 36, the relationship between the horizontal displacement δ and stress σ is shown as proportional, but this is a simplification for explanatory purposes. The relationship between the horizontal displacement δ and stress σ in Figure 36 corresponds to the multiple internode members 10A, 10B, 10C, 10D, 10Ca, 10Da, 10Cb, and 10Db of the two support piles 10 shown in Figures 32, 33, 34, and 35. The road structure 100 according to Embodiment 2 is configured such that the internode members 10A, 10B, 10C, 10D, 10Ca, 10Da, 10Cb, and 10Db of two adjacent support piles 10 are in the relationship shown in Figure 36(b).

[0169] Using the two support piles 10 shown in Figure 32 as an example, the relationship between the horizontal displacement δ and stress σ in Figure 36 will be explained. In Figure 36(a), the line indicated by σ1 shows the change in the maximum value of stress σ1 generated in the internode member 10A with respect to the horizontal displacement δ, and the line indicated by σ2 shows the change in the maximum value of stress σ2 generated in the internode member 10B with respect to the horizontal displacement δ. Also, Figure 36(a) shows the case where the difference in length between the internode members 10A and 10B is relatively large. The internode members 10A and 10B undergo elastic deformation from 0 to the yield stress σy, and plastic deformation from the yield stress σy to the ultimate stress σu. The structure shown in Figure 32 is a road deck 99 subjected to a horizontal load P by seismic motion. H As a result, when displaced by δ in the horizontal direction, the stress σ1 in the internode member 10A becomes greater than the stress σ2 in the internode member 10B. As the horizontal displacement δ increases, the internode member 10A deforms plastically beyond the yield stress σy, and reaches the limit of its yield strength when it reaches the ultimate stress σu.

[0170] At this point, the internode member 10B has not yet reached its yield stress σy. In such a case, energy absorption due to plastic deformation is limited to the internode member 10A, and has little effect in suppressing the horizontal displacement δ of the road structure 100. In other words, stress concentrates in the internode member 10A, and the seismic resistance of the road structure 100 is suppressed to a low level due to the local strength limit of this internode member 10A. That is, the internode member 10A yields and fractures with a smaller horizontal displacement δ than the internode member 10B, and the road structure 100 fails before the internode member 10B can absorb energy.

[0171] Figure 36(b) shows the case where the difference in length between the internode member 10A and the internode member 10B is relatively small. The structure shown in Figure 32 is such that the road deck 99 is subjected to a horizontal load P due to seismic motion. H As a result, when displaced by δ in the horizontal direction, the stress σ1 in the internode member 10A becomes greater than the stress σ2 in the internode member 10B. However, if the difference between the length h1 of the internode member 10A and the length h2 of the internode member 10B is small, the stress σ1 in the internode member 10A and the stress σ2 in the internode member 10B increase similarly as the horizontal displacement δ due to the seismic motion increases.

[0172] The displacement of the internode member 10A continues to increase even after yielding, and the internode member 10A reaches its limit strength. The internode member 10B yields slightly later than the internode member 10A and undergoes plastic deformation. As shown in Figure 36(b), the plastic deformation regions of the internode members 10A and 10B overlap, and both exceed their yield point and undergo plastic deformation within range W, exhibiting an energy absorption effect. As a result, as shown in Figure 36(a), when the difference in length between the internode members 10A and 10B is large, stress is concentrated on the shorter internode member 10A. However, as shown in Figure 36(b), when the difference in length between the internode members 10A and 10B is small, the stress concentration on the shorter internode member 10A is mitigated, and both the two internode members 10A and 10B exhibit energy absorption capacity through plastic deformation. Therefore, the structure shown in Figure 32 does not reach the limit load capacity of the internode member 10A even after plastic deformation has progressed, and exhibits high seismic performance.

[0173] <Regarding the length setting of the support pile 10 at section K of the drone port 200 in Figure 31> For example, in the case of a structure consisting of two support piles 10 as shown in Figure 32, the horizontal displacement (yield displacement) δ1y is defined as the time when the shorter support pile 10 (internode member 10A) reaches its yield stress σy. At this time, the stress in the longer support pile 10 (internode member 10B) is expressed as follows from equation (5) above. σ² = σy(h1 / h²) 2 ...(9) At this time, the horizontal displacement of the internode member 10B is δ1y, the same as that of the internode member 10A. Therefore, the yield displacement δ2y, which is the horizontal displacement of the internode member 10B when the internode member 10B reaches the yield stress σy, can be expressed as follows from equations (5) and (9) above and the proportional relationship of σ2 in the elastic region shown in Figure 36. δ2y=δ1y×σy / σ2=δ1y×(h2 / h1) 2 ...(10)

[0174] In the structure consisting of two support piles 10 shown in Figure 32, if the yield displacement δ2y of the longer support pile 10 (internode member 10B) is greater than or equal to the yield displacement δ1y of the shorter support pile 10 (internode member 10A) and less than or equal to the critical horizontal displacement (horizontal displacement at the critical load) of the shorter support pile 10, then the plastic deformation regions of at least two support piles 10 will overlap (the range W shown in Figure 36(b) can be secured). In other words, the plastic deformation regions of the two support piles 10 will overlap if the yield displacement δ2y of the longer support pile 10 (internode member 10B) is within the following range. δ1y≦δ2y≦5·δ1y (11) From equation (11) and equation (5) above, the relationship between the protrusion amounts h1 and h2 of the two support piles 10 is 1 ≤ (h2 / h1). 2 This becomes ≤5, which can be expressed as 1 ≤ h2 / h1 ≤ 2.23. In other words, by setting the protrusion amounts h1 and h2 of the two support piles 10 shown in Figure 32 to the above range, the plastic deformation regions of at least two support piles 10 will overlap.

[0175] The ultimate strength is the limit stress at which the stress in the internode member decreases when the internode member is further plastically deformed after yielding. For example, when an internode member is subjected to repeated loads due to vibrations such as earthquakes, the stress increases with increasing displacement as plastic deformation is repeated beyond the yield point, but decreases beyond a certain displacement. This point is defined as the ultimate strength. The ultimate strength is, for example, the tensile stress of the material, but is not limited to this. Here, the maximum value of equation (11) above, 5·δ1y, is set as the ultimate horizontal displacement when the internode member is subjected to repeated loads during an earthquake. For example, in the above, based on the experimental results shown in Figure 22, five times the yield displacement δ1y is set as the horizontal displacement at the ultimate strength. However, the ultimate horizontal displacement may differ depending on the material, cross-sectional shape, and length of the internode member.

[0176] Furthermore, when the yield displacement δ2y of the longer support pile 10 (internode member 10B) is within the following range, the overlapping area W of the plastic deformation regions of the two support piles 10 can be secured with a width of 2·δ1y or more, thus providing sufficient seismic performance. δ1y≦δ2y≦3・δ1y (12) From equation (12) and equation (5) above, the relationship between the protrusion amounts h1 and h2 of the two support piles 10 is 1 ≤ (h2 / h1). 2 This becomes ≤ 3, which means 1 ≤ h² / h1 ≤ 1.73.

[0177] <Regarding the position of the intermediate grid point 50b of the support pile 10a in section L of the drone port 200 in Figure 31> Next, as shown in Figure 34, we will determine the condition for the protrusion amount h of the longer support pile 10 in a structure where the intermediate node section 50b is provided only on the longer of the two support piles 10, namely support pile 10a. If the structure in which one layer of support piles 10 are connected, as shown in Figure 32, does not meet the aforementioned conditions of 1 ≤ h2 / h1 ≤ 2.23 or 1 ≤ h2 / h1 ≤ 1.73, then the longer support pile 10 is provided with the intermediate node section 50b. The intermediate node section 50b is connected to the adjacent support pile 10, and the rotation of the girder member 41 in the direction perpendicular to the axis is constrained. Therefore, the upper and lower node members 10C and 10D of the intermediate node section 50b can be modeled as fixed beams at both ends. For the support pile 10a shown in Figure 34, the protrusion amount h = h3 + h4, and h3 ≥ h4. h3 is the length of the internode member 10C on the ground side, and h4 is the length of the internode member 10D on the upper end side.

[0178] The horizontal displacement δ3 of the internode member 10C and the horizontal displacement δ4 of the internode member 10D are expressed from equation (4) above as follows: δ3 = σ3·Z·h3 2 / (6E·I) ···(13a) δ4 = σ4·Z·h4 2 / (6E·I) ···(13b) Furthermore, from equation (6) above, the stress σ4 of the internode member 10D can be expressed as follows, using the stress σ3 of the internode member 10C and the lengths h3 and h4 of the internode members 10C and 10D. σ₄ = σ₃·(h₄ / h₃) ···(14)

[0179] Therefore, the horizontal displacement δ of the support pile 10a is given by equations (13a) to (14) above, δ=δ3+δ4=Z / (6E·I)×{σ3·h3 2 +σ3(h4 / h3)·h4 2} =σ3·Z / (6E·I)×(h3 2 +h4 3 (15) Here, since h4 = h - h3, δ = σ³·Z / (6E·I) × h 2 {h / h3-3+3(h3 / h)} =σ3·Z / (6E·I)×h 2 ×G ··· (16) This can be expressed as follows: Here, G = h / h3 - 3 + 3(h3 / h) ... (16a) That is the case.

[0180] On the other hand, the horizontal displacement of the shorter of the two support piles 10 (the internode member 10A) is given by equation (4) as δ = σ1·Z·h1 2 Since it can be expressed as / (6E·I), from this and equation (16), σ³·Z / (6E·I)×h 2 ×G = σ1·Z·h1 2 (6E·I) ...(16b) Therefore, the relationship between the stress σ3 of the internode member 10C with higher stress on the support pile 10a and the stress σ1 of the shorter support pile 10 can be expressed as follows. σ3 / σ1=h1 2 / (G·h 2 ) ···(17)

[0181] According to equation (17) above, when the shorter support pile 10 (internode member 10A) shown in Figure 34 reaches its yield stress σy (σ1=σy), the smaller G is, the greater the stress σ3 in the internode member 10C of the longer support pile 10, and the longer support pile 10 becomes more prone to yielding. Conversely, the larger G is, the more difficult it is for the longer support pile 10 to yield.

[0182] Figure 37 is a graph showing the relationship between the ratio of the length h3 of the internode member 10C on the ground side to the protrusion h of the longer support pile 10a shown in Figure 34, and the value of G in equations (16) and (17). As mentioned above, the smaller the value of G, the easier it is for the internode member 10C to undergo plastic deformation. By setting the length of the internode member 10C so that the value of G is around the minimum value, both support piles 10 can more easily exhibit energy absorption capacity due to plastic deformation. According to Figure 37, in the range of 0.5 ≤ h3 / h ≤ 0.75, the relationship is 0.464 ≤ G ≤ 0.583.

[0183] The relationship between the length h3 of the internode member 10C at the lower end of the support pile 10a and G also holds true for the internode member 10D at the upper end. That is, for 0.5 ≤ h4 / h ≤ 0.75 (in which case 0.25 ≤ h3 / h ≤ 0.5), G is expressed as G = h / h4 - 3 + 3(h4 / h), and the range of values ​​that G can take is 0.464 ≤ G ≤ 0.583. In this case, the internode member 10D is more susceptible to plastic deformation than the internode member 10C.

[0184] Based on the above, in Figure 34, the length h3 of the internode member 10C of the longer support pile 10a can be set to 0.25 ≤ h3 / h ≤ 0.75. If the protrusion amount h of the support pile 10a is large and the longer support pile 10a yields later than the other shorter support pile 10 (internode member 10A), then under the above conditions, if the material and cross-sectional shape of the two support piles 10 are set so that the internode member 10C yields at G = 0.583, which is the condition that makes it least likely to yield, then even if the position of the intermediate node 50b fluctuates within the range of 0.25 ≤ h3 / h ≤ 0.75, the plastic deformation regions of at least the internode member 10A and the internode member 10C of the two support piles 10 will overlap, and energy absorption performance can be exhibited in the range W shown in Figure 36(b).

[0185] Conversely to the above case, there is a case where the longer support pile 10a yields first, followed by the shorter support pile 10. In this case, the yielding conditions for the shorter support pile 10 (internode member 10A) should be designed under the condition G=0.464, which is the condition under which the longer support pile 10a is most likely to yield. Then, even if the position of the intermediate node 50b of the longer support pile 10a fluctuates within the range of 0.25≦h3 / h≦0.75, the yielding conditions for the shorter support pile 10 can be set to the safe side. In other words, the two support piles 10 should be considered with G=0.464 under the condition 0.25≦h3 / h≦0.75, and designed so that their plastic deformation regions overlap.

[0186] <Regarding the length h1 of the support pile 10 at section L of the drone port 200 in Figure 31> Next, as shown in Figure 34, for a structure in which an intermediate node section 50b is provided only on the longer of the two support piles 10, the condition for the protrusion amount h1 of the shorter support pile 10 (internode member 10A) is determined. For the support pile 10a shown in Figure 34, the protrusion amount h = h3 + h4, and h3 ≥ h4. h3 is the length of the internode member 10C on the ground side, and h4 is the length of the internode member 10D on the upper end side.

[0187] If the yield displacement when the shorter support pile 10 (internode member 10A) reaches the yield stress σy is δ1y, then the stress in the internode member 10C of the longer support pile 10a can be expressed from equation (17) above as follows. σ3=σy{h1 2 / (G·h 2 )} =σy(h1 / h) 2 / G ···(18) Therefore, the yield displacement δ3y of the support pile 10a when the internode member 10C yields can be expressed as follows, based on the proportional relationship. δ3y = δ1y × σy / σ3 =δ1y×σy / {σy(h1 / h) 2 / G} =δy1×(h / h1) 2 ×G ···(19)

[0188] In the structure consisting of two support piles 10 shown in Figure 34, if the yield displacement δ3y of the longer support pile 10a (internode member 10C) is greater than or equal to the yield displacement δ1y of the shorter support pile 10 (internode member 10A) and less than or equal to the critical horizontal displacement (horizontal displacement at the critical load) of the shorter support pile 10, then at least the plastic regions of the two support piles 10 will overlap (the range W shown in Figure 36(b) can be secured). In other words, the plastic regions of the two support piles 10 will overlap if the yield displacement δ3y of the longer support pile 10a (internode member 10C) is within the following range. δ1y≦δ3y≦5·δ1y (20) From equation (20) and equation (19) above, the relationship between the protrusion amounts h1 and h of the two support piles 10 is 1 ≤ (h / h1). 2 ×G ≤ 5, that is, 1 / G ≤ (h / h1) 2 ≤5 / G ···(21) This is the result. Here, substituting G = 0.583, which is the value of G at which the internode member 10C is least likely to undergo plastic deformation in the range of the desirable length h3 of the internode member 10C, which is 0.25 ≤ h3 / h ≤ 0.75, obtained from Figure 37, into equation (21) above, 1.31 ≤ h / h1 ≤ 2.92 ···(22) It is expressed as follows.

[0189] Furthermore, when the yield displacement δ3y of the internode member 10C of the longer support pile 10a is within the following range, the overlapping area W of the plastic regions of the two support piles 10 becomes 2·δ1y or more, and sufficient seismic performance can be achieved. δ1y≦δ3y≦3·δ1y (23) From equation (23) and equation (19) above, 1 / G ≤ (h / h1) 2 ≤3 / G ···(24) Therefore, the relationship between the protrusion amount h1 of the shorter of the two support piles 10 and the protrusion amount h of the longer of the support pile 10a is: 1.31≦h / h1≦2.26 (24a) This is the result.

[0190] Figure 38 shows the relationship between the horizontal displacement δ and stress σ of the internode members 10A and 10C of the two support piles 10. Line A in Figure 38 shows the relationship between the horizontal displacement δ and stress σ of the shorter support pile 10 (internode member 10A), and line B shows the relationship between the horizontal displacement δ and stress σ of the internode member 10C of the longer support pile 10a. As shown by line B, by setting the yield displacement to δ3y ≤ 3·δ1y, that is, by setting the relationship between length h and h1 to 1.31 ≤ h / h1 ≤ 2.26, the range W in which both internode members 10A and 10C undergo plastic deformation can be secured in the range of 2·δ1y.

[0191] In the structure shown in Figure 32, it is preferable that both the two internode members 10A and 10B undergo plastic deformation when a predetermined input, such as a Level 2 earthquake, occurs. For example, in the structure shown in Figure 34, it is preferable that at least two of the multiple internode members 10A, 10C, and 10D provided by the two support piles 10 undergo plastic deformation when a predetermined input, such as a Level 2 earthquake, occurs. Similarly, in the structure shown in Figure 35, it is preferable that at least two of the multiple internode members 10Ca, 10Da, 10Cb, and 10Db provided by the support piles 10 undergo plastic deformation.

[0192] Furthermore, in the structures shown in Figures 32, 33, 34, and 35, even if one internode member is set to undergo plastic deformation, it is preferable that the other internode members that have not yielded are set to yield before the one internode member that is already in the plastic deformation region reaches its limit strength.

[0193] Furthermore, among the multiple internode members 10A, 10B, 10C, 10D, 10Ca, 10Da, 10Cb, and 10Db of two adjacent support piles 10, the internode member that undergoes plastic deformation when a predetermined horizontal input is applied is sometimes called the first internode member, and the internode member that has not yet yielded when the first internode member is undergoing plastic deformation is sometimes called the second internode member.

[0194] The drone port 200 is equipped with multiple support piles 10, and when two adjacent support piles 10 are taken from the multiple support piles 10, the structure becomes one of sections K, L, or M in Figure 31. When the portion between any two adjacent support points 98, intermediate grid points 50b, and upper grid points 50a of the support pile 10 is defined as an internode member, two support piles 10 are composed of at least two internode members 10A, 10B, 10C, 10D, 10Ca, 10Da, 10Cb, and 10Db. It is preferable that at least two of these multiple internode members 10A, 10B, 10C, 10D, 10Ca, 10Da, 10Cb, and 10Db are in the plastic deformation region when, for example, a Level 2 earthquake motion is applied. Furthermore, it is desirable that internode members other than the two internode members in the plastic deformation region (internode members that have not yielded) be set to yield before the two internode members already in the plastic deformation region reach their limit strength.

[0195] More preferably, three or more internode members 10A, 10B, 10C, 10D, 10Ca, 10Da, 10Cb, and 10Db are set to be in the plastic deformation region. Furthermore, it is desirable that internode members other than the multiple internode members that are simultaneously in the plastic deformation region (internode members that have not yielded) yield before the multiple internode members that are already in the plastic deformation region reach their limit strength.

[0196] <Regarding the setting of support piles 10, which serve as the overall standard for Drone Port 200> In the above explanation, it was stated that it is desirable to set the position of the intermediate node 50b of the longer of the two support piles 10 shown in Figure 34 to be in the range of 0.25 ≤ h3 / h ≤ 0.75. However, it is even more desirable that the lower internode member 10C of the support pile 10a be longer than the upper internode member 10D. In the case of an artificial ground structure such as a drone port 200, it is preferable that damage due to earthquakes, etc., does not occur near the upper girder member 41 that supports the road deck 99. This is because even if damage or deformation occurs in the lower part of the drone port 200, if the upper deck 299 and girder member 41 are sound, it is possible to allow emergency vehicles to pass through. Considering this, in a two-layer support pile 10 like the support pile 10a shown in Figure 34, it is desirable to limit the internode member that undergoes plastic deformation to the lower internode member 10C, so that damage and deformation do not occur in the upper internode member 10D. In other words, in the structure shown in Figure 34, it is more desirable that the length h3 of the internode member 10C relative to the length h of the support pile 10a be 0.5 ≤ h3 / h ≤ 0.75. To put it another way, when the length of the support pile 10a is h, it is more desirable that the length from the support point 98 to the intermediate grid point 50b be between 0.5h and 0.75h.

[0197] Furthermore, by setting \(0.5\lt h_3 / h\leq0.667\), in the graph of Fig. 37, the range of values taken by \(G\) is \(0.464\leq G\leq0.5\). Therefore, the stress reduction effect by the intermediate lattice point part 50b in the support pile 10a is improved, and when the longer support pile 10a yields later than the shorter support pile 10, the range of the protrusion amount \(h\) of the support pile 10a can be taken wider. That is, when \(G = 0.5\) is substituted into the above formula (23), \( \ 1.31\leq h / h_1\leq2.45\), and the range in which the length \(h\) of the support pile 10a can be taken becomes wider.

[0198] In the above description, when both of the two support piles 10 are in one layer (see Fig. 32), if the support pile 10 with the longer protrusion length exceeds 1.73 times the length of the support pile 10 with the shorter length, after the shorter support pile 10 yields, until reaching the limit displacement, the range \(W\) in which the longer support pile 10 can yield and exhibit plastic energy absorption performance together becomes smaller than \(2\delta_{1y}\), and sufficient plastic energy absorption performance cannot be exhibited. Also, if the support pile 10 with the longer protrusion length exceeds \(2.23\) times the length of the support pile 10 with the shorter length, after the shorter support pile 10 yields, until reaching the limit displacement, the longer support pile 10 does not yield and plastic energy absorption performance cannot be exhibited. Furthermore, when the protrusion amount of the support pile 10 is lower than \(7m\), the flexibility becomes extremely small, and it is necessary to take measures such as using a material with a particularly high yield point or increasing the plate thickness, and it is difficult to expect the plastic energy absorption performance of the support pile 10. Therefore, when considering the overall seismic resistance of the drone port 200, the protrusion amount \(h_0\) of the reference support pile 10 is set as follows. In some cases, the reference support pile 10 may be referred to as the reference pile. (Condition 1) The protrusion amount \(h_0\) is the protrusion amount of the support pile 10 in one layer that is \(7m\) or more and has the smallest protrusion amount.

[0199] From the above (Condition 1), when the reference support pile 10 is set and the protrusion amount of the support pile 10 to be compared with it is \(h\), the relationship between \(h\) of the support pile 10 to be compared and the protrusion amount \(h_0\) of the reference support pile 10 may be set as follows from the above formula (11). In some cases, the support pile 10 to be compared may be referred to as the comparison pile. 1 ≤ h / h0 ≤ 1.73 ···(25) Furthermore, if the support pile 10 to be compared has two layers, and the protrusion amount of the support pile 10 to be compared is h, and the height of the intermediate node point 50b from the ground 90 is ht, then the relationship between the protrusion amount h of the support pile 10 to be compared and the protrusion amount h0 of the reference support pile 10 can be set as follows from equation (24). However, it is assumed that the range of ht, which is the position of the intermediate node point 50b of the support pile 10 to be compared, is 0.25h ≤ ht ≤ 0.75h. 1.31 ≤ h / h0 ≤ 2.26 ···(26) By setting a comparison support pile 10 (comparison pile) to fall within the range of equations (25) and (26) above, relative to a reference support pile 10 (reference pile), the plastic deformation regions of the reference pile and the comparison pile set within the range of equation (25) or (26) above will overlap.

[0200] The above conditions assume that the protrusion amount h0 of the reference support pile 10 is shorter than the protrusion amount h of the support pile 10 being compared. Next, we will explain the case where the reference support pile 10 is shorter than the support pile 10 being compared.

[0201] When the support pile 10 to be compared is one layer and is longer than the reference support pile 10, the relationship between the h of the support pile 10 to be compared and the protrusion amount h0 of the reference support pile 10 can be set as follows by swapping h and h0 in the above equation (25) and obtaining 1 ≤ h0 / h ≤ 1.73. 0.58 ≤ h / h0 ≤ 1 ···(27) Then, by combining the two conditions in equations (25) and (27) above, the relationship between the h of the support pile 10 to be compared and the protrusion amount h0 of the reference support pile 10 can be expressed as follows. 0.58 ≤ h / h0 ≤ 1.73 ···(28)

[0202] When the support pile 10 to be compared has two layers and is longer than the reference support pile 10, the relationship between the length h of the support pile 10 to be compared and the protrusion amount h0 of the reference support pile 10 can be expressed as follows. 0.86 ≤ h / h0 ≤ 2.26 ···(29) Furthermore, equation (29) above can be derived as follows.

[0203] Figure 39 is an enlarged view of section L in Figure 31, showing the case where the support pile 10a is shortened compared to Figure 34. Figure 40 schematically shows the relationship between the horizontal displacement δ and stress σ of the longer support pile 10 and the shorter support pile 10a in Figure 39. The derivation of equation (29) above will be explained using Figures 39 and 40. When the protrusion amount h of the two-layer support pile 10a is shorter than the protrusion amount h1 of the one-layer support pile 10, as shown in Figure 39, the stress σ1 of the one-layer support pile 10 is expressed as follows from equation (17) above. σ1 = σy·(G·h) 2 / h1 2 ) =σy·(h / h1) 2 ·G ···(30)

[0204] Therefore, the yield displacement δ1y, which is the horizontal displacement when the longer of the two support piles 10 reaches the yield stress σy, can be calculated from the proportional relationship as follows. δ1y = δ3y·σy / σ1 =δ3y·σy / (σy·(h / h1) 2 ·G) =δ3y·(h1 / h) 2 / G ···(31)

[0205] In the two support piles 10 and 10a shown in Figure 39, if the yield displacement δ1y of the longer, single-layer support pile 10 is within the following range, then both support piles 10 and 10a are undergoing plastic deformation and exhibiting energy absorption performance. δ3y≦δ1y≦5・δ3y (32) Substituting equation (31) into this, G ≤ (h1 / h) 2 ≤5G ···(33) This is the result.

[0206] Here, within the range of 0.25 ≦ h3 / h ≦ 0.75, which is the length h3 of the desirable inter - nodal member 10C obtained from FIG. 37, the smaller G is, the smaller σ1 in the above formula (30) becomes. Here, in order to make the longer single - layer support pile 10 in FIG. 39 less likely to yield, G = 0.464 is selected and substituted into the above formula (33). The relationship between the length h1 of the longer single - layer support pile 10 (inter - nodal member 10A) and the protrusion amount h of the two - layer support pile 10a is from 0.681 ≦ h1 / h ≦ 1.523, 0.66 ≦ h / h1 ≦ 1.46 ···(34) is obtained.

[0207] Also, when the yield displacement δ1y of the inter - nodal member 10A of the longer single - layer support pile 10 is within the following range, the overlapping range W of the plastic regions of the two support piles 10 and 10a becomes 2·δ3y or more, and sufficient seismic performance can be exhibited. δ3y ≦ δ1y ≦ 3·δ3y ···(35) From this formula (35) and the above formula (31), G ≦ (h1 / h) 2 ≦ 3G ···(36) In order to make the longer single - layer support pile 10 in FIG. 38 less likely to yield, G = 0.464 is substituted into formula (36). The relationship between the length h1 of the longer single - layer support pile 10 (inter - nodal member 10A) and the protrusion amount h of the two - layer support pile 10a is from 0.681 ≦ h1 / h ≦ 1.17, 0.86 ≦ h / h1 ≦ 1.46 ··· (37) is obtained.

[0208] On the other hand, when the support pile 10a is longer as shown in FIG. 34, the relationship between the protrusion amount h1 of the shorter support pile 10 and the protrusion amount h of the longer support pile 10a among the two support piles 10 is the same as the above formula (24a), 1.31 ≦ h / h1 ≦ 2.26 ···(38) Therefore, when the support piles to be compared are two - layer, the relationship between h of the support piles to be compared and the protrusion amount h0 of the reference support pile is 0.86 ≦ h / h0 ≦ 2.26 as shown in the above formula (29) by combining the conditions of formula (37) and formula (38).

[0209] The conditions in equations (28) and (29) above are for the plastic deformation regions of both the reference support pile 10 (referred to as the reference pile) and the comparison support pile 10 (comparison pile) of the drone port 200 to overlap. However, the plastic deformation regions of a comparison pile longer than the reference pile and a comparison pile shorter than the reference pile do not necessarily overlap. In other words, the range w1 shown in Figure 40 does not necessarily exist between comparison piles. However, by reducing the difference in the plastic deformation regions of multiple support piles 10, making the plastic deformation characteristics of multiple support piles 10 similar, and appropriately setting the limit displacement while considering the length of the internode members, it is possible to set the range in which the plastic energy absorption performance of a comparison pile longer than the reference pile and a comparison pile shorter than the reference pile overlap. Therefore, evaluating whether the comparison piles meet the conditions in equations (28) and (29) above can be used as an indicator to evaluate the overall seismic resistance of the road structure 100.

[0210] <Setting of material and section modulus Z of support pile 10> The strength of the support piles 10 of the drone port 200 varies depending on the material and section modulus. For example, if the material of the support pile 10 is SKK400, the yield stress is 235 N / mm². 2 However, in the case of SKK490, the yield strength is 325 N / mm². 2 Therefore, if the material of the support pile 10 is SKK490, the yield stress will be 1.38 times greater than if it were SKK400.

[0211] Furthermore, if the outer diameter of the support pile 10 is 500 mm, the section modulus will be 167 × 10 when the plate thickness is 9 mm, 12 mm, and 14 mm, respectively. -5 m 3 , 219×10 -5 m 3 , 253×10 -5 m 3 This is the result. Furthermore, the outer diameter of the support pile 10 can be set within the range of 400mm to 600mm.

[0212] Figure 41 schematically shows the relationship between horizontal displacement δ and stress σ when the yield stresses of the reference pile and the comparison pile are the same and different. In Figure 41, the solid line shows the relationship between the horizontal displacement δ and stress σ of the reference pile. The dashed and dotted lines show the relationship between the horizontal displacement δ and stress σ of the comparison pile. The dashed line represents the case where the yield stress of the comparison pile is the same as the yield stress of the reference pile (σy), in which case the yield displacement is three times the yield displacement δ0 of the reference pile. In this case, the reference pile has a margin over the critical displacement of 5·δ0, and the plastic deformation regions of the reference pile and the comparison pile overlap by a width of 2·δ0, and both are in a state where they can exhibit plastic energy absorption performance.

[0213] In contrast, consider the case where the yield stress of the comparison pile is large, σc, as shown by the dashed line in Figure 41. In this case, the comparison pile becomes less likely to yield. The condition under which the reference pile yields before reaching the critical displacement 5·δ and the plastic deformation regions of both piles overlap is, given by the proportional relationship of the elastic region of the comparison pile, where the yield stress of the reference pile is σ0y, that is, σ0y ≤ σc < 5 / 3·σ0y, i.e. σ0y≦σc<1.66·σ0y ···(39) That is the case.

[0214] Therefore, if the yield stress of the comparison pile is less than 1.66 times the yield stress of the reference pile, the plastic deformation regions of the reference pile and the comparison pile will overlap, and both will exhibit plastic energy absorption performance. For example, the material of commonly used piles is SKK400 (σy=235N / mm²). 2 ) and SKK490 (σy=325N / mm 2 ) etc. Since the yield stress of SKK490 is 1.38 times that of SKK400, even if the material of the comparison pile is SKK490 and the material of the reference pile is SKK400, the yield stress σy of the comparison pile is well within the range of the conditions of equation (39) above, so both materials can be applied as support piles 10.

[0215] Figure 42 schematically shows the relationship between horizontal displacement δ and stress σ when the outer diameters of the reference pile and the comparison pile are different. In Figure 42, the solid line shows the relationship between the horizontal displacement δ and stress σ of the reference pile. The dashed and dotted lines show the relationship between the horizontal displacement δ and stress σ of the comparison pile. The yield displacement of the comparison pile shown by the dashed line is three times the yield displacement δ0y of the reference pile. At this time, the reference pile is in a state with a margin over the critical displacement of 5·δ0, and the plastic deformation regions of the reference pile and the comparison pile overlap by a width of 2·δ0, and both are in a state where they can exhibit plastic energy absorption performance.

[0216] Let's consider the case where the outer diameter or the thickness of the plate constituting the pile differs from the comparison pile shown by the dashed line. If the pile is a cylindrical steel pipe pile with an outer diameter of d and an inner diameter of d1, Horizontal displacement: From equation (8) above, δ = σ·Z × h 2 (6E·I) Section modulus: Z = 0.0982 × (d 4 -d1 4 ) / d ···(40) Second moment of area: I = 0.0491 × (d 4 -d1 4 ) ···(41) Therefore, δ = σ·h 2 / (6E·d)×2 ···(42) This can be expressed as follows: In other words, for the comparison pile, the outer diameter d and the stress σ are proportional, and as the outer diameter d decreases, the stress σ also decreases. When the outer diameter of the comparison pile decreases, it becomes more difficult for the comparison pile to yield, but if the reciprocal of the ratio of the outer diameter of the comparison pile to the outer diameter of the reference pile is 1.66 times or less, the yield displacement δc of the comparison pile is within the range of 3 to 5 times the yield displacement δ0 of the reference pile. For example, if the outer diameter D0 of the reference pile is 600 mm and the outer diameter D of the comparison pile is 400 mm, then D0 / D = 600 / 400 = 1.5 ≤ 1.66, and the plastic deformation regions of the reference pile and the comparison pile overlap by a width of 2·δ0, and both are in a state where they can exhibit plastic energy absorption performance.

[0217] <Summary of conditions for support piles 10 of drone port 200> (1) The drone port 200 is composed of multiple support piles 10 such that when the protrusion amount hmax of the support pile 10 with the largest protrusion from the ground 90 is taken as the protrusion amount hmax and the protrusion amount hmin of the support pile 10 with the smallest protrusion is taken as the protrusion amount hmin, hmax ≥ 2 × hmin. (2) Selection of reference stakes The reference pile is a support pile 10 that does not have an intermediate grid point 50b or 150b, and is the support pile 10 with the smallest protrusion amount h0 among those with a protrusion amount h0 of 7m or more. (3) Conditions for comparison stakes 1 A support pile 10 used for comparison with a reference pile is called a comparison pile, and if the comparison pile is a single-layer structure without intermediate node points 50b, the protrusion amount h of the comparison pile is 1 ≤ h / h0 ≤ 1.73 The following conditions are met. Furthermore, if the comparison pile is a two-layer structure having an intermediate node 50b, then, when the height from the ground 90 to the intermediate node 50b is ht, the protrusion amount h of the comparison pile is, under the condition that 0.25h ≤ ht ≤ 0.75h. 1.31 ≤ h / h0 ≤ 2.26 It satisfies the condition. Furthermore, considering both cases where the comparison pile yields later than the reference pile and where it yields earlier, if the comparison pile has a single-layer structure, the protrusion amount h of the comparison pile is: 0.58 ≤ h / h0 ≤ 1.73 If the conditions are met and the comparison pile has a two-layer structure, 0.86 ≤ h / h0 ≤ 2.26 It satisfies the condition. (4) Conditions for comparison stakes 2 When the yield stress of the reference pile is σ0, the yield stress of the comparison pile is σx, the outer diameter of the reference pile is D0, the outer diameter of the comparison pile is Dx, and K1 = σx / σ0 and K2 = D0 / Dx, 1 ≤ K1 × K2 ≤ 1.66 This satisfies the following conditions. Furthermore, if we consider both cases where the comparison stake yields later than the reference stake and cases where it yields earlier, 0.6 ≤ K1 × K2 ≤ 1.66 It satisfies the condition. Regarding the plurality of support piles 10 that constitute the drone port 200, it is desirable that the support piles 10 that satisfy the above conditions (1) to (4) include more than 1 / 3 or more than 1 / 2 of the total number. That is, regarding the plurality of support piles 10 that constitute the drone port 200, not all of them need to satisfy the above conditions (1) to (4).

[0218] (Effect of the drone port 200 of Embodiment 2) FIG. 43 is an explanatory diagram of a plurality of support piles 10 that constitute the drone port 200 according to Embodiment 2. In the drone port 200 of FIG. 43, not only are the support piles 10 arranged in the x direction (the left - right direction of the paper surface), but with the back side of the paper surface as the mountain side and the front side as the valley side, for example, the support piles 10 are arranged in two rows on the mountain side and the valley side. Further, the drone port 200 of FIG. 43 is shown as an artificial ground structure with the structure of the upper building 290 and the like omitted. Also, the artificial ground structure including the drone port 200 may have the floor slab 299 inclined as shown in FIG. 43. The drone port 200 not only has different protrusion amounts for the plurality of support piles 10 arranged in the x direction, but also the support piles 10 arranged in the slope direction (y direction) have different protrusion amounts according to the inclination of the slope. The surface 94 of the ground 90 in FIG. 43 is represented by a plurality of lines. The dotted line indicates the surface 94 of the ground 90 where the support pile 10 located on the valley - side most is driven, and the solid line indicates the surface 94 of the ground 90 where the support pile 10 located on the mountain - side is driven. The support piles 10 in FIG. 43 are numbered from No. 1 to No. 11 in order from the left side.

[0219] [Table 1]

[0220] Table 1 is a table that lists the specifications of the multiple support piles 10 in Figure 43 and the determination of whether they meet the above conditions. Table 1 lists the protrusion amount of support piles 10 No. 1 to No. 11 and the ratio of the protrusion amount of each support pile 10 to the protrusion amount of the reference pile, and indicates whether it meets the above condition (3) of 1 ≤ h / h0 ≤ 1.73 or 1.31 ≤ h / h0 ≤ 2.26. In Table 1, the determination is made only under the condition that the comparison pile yields later than the reference pile, and half of all support piles 10 meet the condition. Therefore, the drone port 200 in Figure 43 satisfies the above condition (5). Also, in the drone port 200 shown in Table 1 based on the above condition (2), the support pile No. 2 on the valley side is used as the reference pile.

[0221] [Table 2]

[0222] Table 2 is a table that lists the specifications of the multiple support piles 10 in Figure 43 and the determination of whether they meet the above conditions. Similar to Table 1, Table 2 lists the protrusion amount of support piles 10 No. 1 to No. 11 and the ratio of the protrusion amount of each support pile 10 to the protrusion amount of the reference pile, and indicates whether it meets the above condition (3) of 0.58 ≤ h / h0 ≤ 1.73 or 0.86 ≤ h / h0 ≤ 2.26. In Table 2, the determination is made under conditions that consider both the case where the comparison pile yields later than the reference pile and the case where the comparison pile yields earlier than the reference pile. Of the 22 support piles 10, 17, or 1.3 of all support piles 10, meet the conditions. Therefore, the drone port 200 in Figure 43 satisfies the above condition (5).

[0223] As described above, the drone port 200 shown in Figure 43 is installed in a mountainous area and has multiple support piles 10 of significantly different lengths, but it satisfies the requirements of conditions (1) to (5) above. As a result, when subjected to, for example, a Level 2 earthquake, the drone port 200 can exhibit seismic resistance by having at least half or more of the support piles 10 undergo plastic deformation and absorb the energy caused by the vibration.

[0224] <Control of the length of members between node points> Figure 44 is an enlarged view of the support pile 10 of the drone port 200 according to Embodiment 2. The length of the internode member 10P is determined by the position of the intermediate node portion 50b of the support pile 10, but it can also be adjusted by the structure within the ground 90 in which the support pile 10 is driven.

[0225] The support piles 10 of the drone port 200 are erected in holes 95 drilled in the ground 90, and a filler material 82 such as concrete is poured between the hole 95 and the underground portion 18a of the support pile 10 to fix it in place. In Figure 44, the underground portion 18 above the hole 95 is filled with a filler material 81 made of a soft material such as urethane or expanded polystyrene. As a result, the length of the internode member 10P appears to be the length of the part above the support point 98, but in strength analysis it becomes the length of the part above the virtual support point 98a. The length of the internode member 10P of the support pile 10 can be adjusted by adjusting the height at which the high-strength filler material 82 is poured into the ground 90, and it is also possible to match the plastic deformation region with other support piles 10. Furthermore, while generally it is necessary to perform embankment or excavation to move the support point 98 of the ground 90, according to the structure in Figure 44, the length of the internode member 10P can be adjusted simply by changing the filling material 82 that fills the hole 95. The filling material 82 located on the lower side may be referred to as the first filling material, and the filling material 81 that is filled on top of the filling material 82 may be referred to as the second filling material. The first filling material 82 has higher strength and rigidity than the second filling material 81.

[0226] In the drone port 200 shown in Figure 30, if the slope in the mountainous area is steep, there may be a large difference in the amount of protrusion between the valley-side support pile 10 and the mountain-side support pile 10. In this case, if intermediate node points 50b are provided on the valley-side support pile 10 and the mountain-side support pile 10 and connected by girder members 41, the length of the internode members on the mountain-side support pile 10 becomes extremely short, and it is conceivable that neither can exhibit energy absorption performance. In such cases, the girder members 49 are arranged so that the valley-side support pile 10 has two or more layers and the mountain-side support pile 10 has one layer. That is, the girder members 49 are installed so as to connect the intermediate node point 50b and the upper node point 50a. The girder member 49 connecting the upper node point 50a of the mountain-side support pile 10 and the intermediate node point 50b of the valley-side support pile 10 is inclined along the slope. This girder member 49 is sometimes referred to as the third girder member.

[0227] In Embodiment 2, a drone port 200 was described in which at least some of the multiple support piles 10 are two-layered support piles 10. However, at least some of the multiple support piles 10 may be three-layered or more. Furthermore, artificial ground structures such as the drone port 200 may have two or more rows of support piles 10 erected from the valley side to the mountain side.

[0228] Although the present disclosure has been described above based on embodiments, the present disclosure is not limited to the configurations of the embodiments described above. In particular, the combination of components is not limited to the combinations in the embodiments and can be changed as appropriate. Furthermore, it should be noted that the scope of various modifications, applications, and uses that a person skilled in the art may make as needed is also included in the gist (technical scope) of the present disclosure.

[0229] The artificial ground structure and drone port 200 described above may also include combinations of the features shown in the following appendices 1 to 24. These combinations are shown below. [Note 1] Support piles driven into the ground in parallel in a first direction and a second direction intersecting the first direction in the horizontal direction, The nodal points installed on the support pile, A girder member connecting the nodal points of adjacent support piles, A floor slab installed on the girder member, The building comprises a structure formed on the aforementioned floor slab, The columns that make up the aforementioned building are, An artificial ground structure which is part of the aforementioned support pile. [Note 2] The aforementioned deck slab is It includes a first floor slab on which the aforementioned building is formed, The aforementioned first floor slab is, An artificial ground structure, as described in Appendix 1, that is connected to a road. [Note 3] The aforementioned deck slab is The first floor slab on which the aforementioned building is formed, The system includes a second floor slab installed above the first floor slab, The aforementioned second floor slab is, An artificial ground structure as described in Appendix 1 or 2, located inside the aforementioned building. [Note 4] The aforementioned deck slab is The first floor slab on which the aforementioned building is formed, An artificial ground structure as described in any one of the appendices 1 to 3, including a third deck installed below the first deck. [Note 5] The upper end of some of the support piles, which is connected to the power generation equipment installed above the first deck slab, The facility further comprises ancillary equipment to which electricity is transmitted from the aforementioned power generation facility, The aforementioned ancillary equipment is, An artificial ground structure as described in Appendix 4, which is placed on the third deck slab. [Note 6] The aforementioned grid points are, An upper end grid point is installed at the upper end of the support pile, The support pile includes an intermediate grid point installed in the middle of the support pile, The aforementioned deck slab is An artificial ground structure as described in any one of the appendices 1 to 5, installed on the girder member, wherein at least one of the two connecting node points is the intermediate node point. [Note 7] At least a portion of the aforementioned grid points is An artificial ground structure as described in any one of the appendices 1 to 6, comprising an eccentric connecting member that can be joined to the support pile with its central axis eccentric in the horizontal direction relative to the central axis. [Note 8] The aforementioned support pile is An artificial ground structure described in any one of the appendices 1 to 7, in which the hysteresis curve between horizontal displacement and horizontal load when subjected to Level 2 seismic motion is set to be spindle-shaped. [Note 9] The aforementioned support pile is An artificial ground structure as described in Appendix 8, composed of heat-treated electric resistance welded steel pipes, with a yield ratio of 85% or less for each part including the welded joints, and a Charpy impact energy of 27 J or more. [Note 10] The aforementioned support pile includes a plurality of support piles, When the support points and node points where the support pile and the ground surface intersect are defined as nodal points, and a portion of the support pile between adjacent nodal points is defined as an inter-nodal member, Of the plurality of support piles, two support piles driven into the ground adjacent to each other in the first or second direction are provided with a plurality of internode members, The plurality of internode members are, It comprises a first internode member that undergoes plastic deformation when subjected to a Level 2 earthquake, and a second internode member that does not yield. The second internode member is, An artificial ground structure as described in any one of the appendices 1 to 9, wherein the length of the member between the first joint points is set such that it yields before reaching the limit strength. [Note 11] The plurality of internode members are, An artificial ground structure as described in Appendix 10, comprising multiple members between first nodal points. [Note 12] The aforementioned support pile includes a plurality of support piles, When the support points where the support pile intersects with the surface of the ground, the intermediate grid points, and the upper grid points are defined as nodal points, and a portion of the support pile between adjacent nodal points is defined as an inter-nodal member, Of the plurality of support piles, two support piles driven into the ground adjacent to each other in the first or second direction are provided with a plurality of internode members, The plurality of internode members are, When a predetermined horizontal displacement occurs in the two support piles, the system comprises a first internode member that undergoes plastic deformation and a second internode member that does not yield, The second internode member is, An artificial ground structure as described in Appendix 6, wherein the length of the member between the first nodal points is set such that it yields before reaching its limit strength. [Note 13] The plurality of internode members are, An artificial ground structure as described in Appendix 12, comprising multiple members between first nodal points. [Note 14] The artificial ground structure described in Appendix 10, wherein the length of the second internode member is set such that the yield displacement δ2y of the first internode member is δ1y ≤ δ2y ≤ 3·δ1y, when the yield displacement of the first internode member is δ1y and the yield displacement of the second internode member is δ2y. [Note 15] The aforementioned support pile is An artificial ground structure as described in any one of the appendices 8 to 12, which is heat-treated using an induction heating device with induction coils installed on the inner or outer surface of the steel pipe in a post-processing step after cutting the weld bead during steel pipe manufacturing. [Note 16] The aforementioned support pile is An artificial ground structure described in any one of the appendices 8 to 13, using steel pipe piles (SKK material) or general structural steel pipes (STK material). [Note 17] A hole excavated in the ground and in which the support pile is erected, The system comprises a first filler material and a second filler material that fill the gap between the support pile and the hole, The first filler is, An artificial ground structure described in any one of the appendices 1 to 16, which is filled below the second filler and has a higher strength after solidification than the second filler. [Note 18] The aforementioned grid points are, An upper end grid point is installed at the upper end of the support pile, The support pile includes an intermediate grid point installed in the middle of the support pile, An artificial ground structure according to any one of the appendices 1 to 17, further comprising a third girder member connecting the intermediate grid points and the upper grid points installed on two adjacent support piles. [Note 19] The aforementioned plurality of support piles, A reference pile having a protrusion of h0 from the ground, The system comprises a comparative pile whose projection from the ground is h, An artificial ground structure as described in Appendix 10 that satisfies the condition 0.58 ≤ h / h0 ≤ 1.73. [Note 20] The aforementioned plurality of support piles, A reference pile having a protrusion of h0 from the ground, The aforementioned pile comprises a comparative pile having an intermediate grid point portion, wherein the amount of protrusion from the ground is h, An artificial ground structure as described in Appendix 12 that satisfies the condition 0.86 ≤ h / h0 ≤ 2.26. [Note 21] Equipped with an artificial ground structure as described in any one of the appendices 1 to 20, The aforementioned building is, A drone port configured to accommodate drones. [Note 22] Equipped with the artificial ground structure described in Appendix 2, The aforementioned building is, A drone port designed to accommodate drones and allow vehicle access from the road. [Note 23] Equipped with the artificial ground structure described in Appendix 3, The aforementioned building is, The drone is configured to be housed, A portion of the aforementioned second floor slab is The drone port is the landing and takeoff floor for the aforementioned drones. [Note 24] The aforementioned second floor slab is, Having an opening, The aforementioned opening is A drone port as described in Appendix 23, which connects the space above the second floor slab with the space between the first floor slab and the second floor slab. [Explanation of symbols]

[0230] 10 Support pile, 10a Support pile, 10b Support pile, 10A Internode member, 10B Internode member, 10C Internode member, 10Ca Internode member, 10Cb Internode member, 10D Internode member, 10Da Internode member, 10Db Internode member, 11 Joint, 12 Pile head, 13 Projection, 14 End face, 15 Through hole, 16 Filling material receiving plate, 17 Filling hole, 20 Steel pipe pile, 20a (1st) Steel pipe pile, 20b (2nd) Steel pipe pile, 21 Pile head, 21a Pile head, 21b Pile head, 22a End face, 30 Steel pipe column, 31 End face, 41 Girder member, 41a Girder member, 41b Girder member, 44 Splice plate, 48 Diagonal beam, 48a Diagonal beam, 48b Diagonal beam, 50 Node section, 50a Upper node section, 50b Intermediate node section, 51a Steel pipe member, 51b Steel pipe member, 52 Joint, 54 Projection, 55a Support member, 55b Support member, 56a Filling hole, 56b Filling opening, 57 Bolt, 57a Top surface, 58 Upper plate, 59 Lower plate, 59a Opening, 60 Eccentric joint member, 60a Eccentric joint member, 60b Eccentric joint member, 61 Insert member, 62 Rib member, 62a External rib member, 62b Internal rib member, 64 Plate material, 70 Formwork jig, 71 Bracket, 73 Fixing band, 74 Formwork plate, 75 Adjustment bolt, 76 Nut member, 80~82 Filling material, 88 Weld bead, 90 Ground, 92 Sedimentary layer, 93 Supporting layer, 94 Surface, 95 Hole, 96 Bottom surface, 97 Gap, 98 Support point, 99 Road deck, 100 Road structure, 100A Road, 150b Intermediate node, 200 Drone port, 240 Opening, 250a Upper node, 250b Intermediate node, 251 Steel pipe member, 251a Steel pipe member, 251b Steel pipe member, 254 Lower end surface, 254a Lower end surface, 260 Eccentric joint member, 261 Plate member, 262 Top surface, 270 Opening, 271 Entrance / exit, 275 Wind power generation equipment, 276 Solar panel, 280 Conveying device, 281 Heliport, 285 Goods, 286 Storage space, 287 Ancillary equipment, 290 Building, 291 Wall, 292 Ceiling, 295 Articles, 299 Floor slab (1st floor slab, 2nd floor slab, 3rd floor slab), 350a Pile head block, 399 Covering slab, 550a Upper end node, 550b Intermediate node, 560 Eccentric joint member, 560a Eccentric joint member, 560b Eccentric joint member, 1000 Road structure, 1010Support column, 1010p Steel pipe pile, 1091 Footing, C Central axis, DH Drone highway, Dr Drone, PH Horizontal load, T Vehicle, W Region, YR Yield ratio, δ Horizontal displacement, δ1 Displacement, δ2 Displacement, δ3 Horizontal displacement, δ4 Horizontal displacement, δy Horizontal displacement at yield, σ Stress, σ1 Stress, σ2 Stress, σ3 Stress, σ3a Stress, σ4 Stress, σu Ultimate stress, σy Yield stress.

Claims

1. An artificial ground structure connected to a road structure provided along a slope in a mountainous area, Support piles driven into the ground in parallel in a first direction and a second direction intersecting the first direction in the horizontal direction, The nodal points installed on the support pile, A girder member connecting the nodal points of adjacent support piles, A floor slab installed on the girder member, The building comprises a structure formed on the aforementioned floor slab, The columns that make up the aforementioned building are, It is part of the aforementioned support pile, The aforementioned deck slab is The building is formed on top of the first floor slab which is connected to the road structure, An artificial ground structure including a third deck installed below the first deck.

2. The aforementioned support pile is The artificial ground structure according to claim 1, wherein the hysteresis curve between the horizontal displacement and the horizontal load when subjected to a Level 2 earthquake is set to be spindle-shaped.

3. Support piles driven into the ground in parallel in a first direction and a second direction intersecting the first direction in the horizontal direction, The nodal points installed on the support pile, A girder member connecting the nodal points of adjacent support piles, A floor slab installed on the girder member, The building comprises a structure formed on the aforementioned floor slab, The columns that make up the aforementioned building are, It is part of the aforementioned support pile, The aforementioned support pile is The hysteresis curve between horizontal displacement and horizontal load during a Level 2 earthquake is set to be spindle-shaped. An artificial ground structure composed of heat-treated electric resistance welded steel pipes, with a yield ratio of 85% or less for each part including the welded joints, and a Charpy impact energy of 27 J or more.

4. The aforementioned deck slab is It includes a first floor slab on which the aforementioned building is formed, The aforementioned first floor slab is, An artificial ground structure according to claim 3, which is connected to a road.

5. The aforementioned deck slab is A first floor slab on which the aforementioned building is formed, The artificial ground structure according to claim 3, further comprising a third deck installed below the first deck.

6. The aforementioned deck slab is Including a second floor slab installed above the first floor slab, The aforementioned second floor slab is, An artificial ground structure according to claim 1 or 4, which is located inside the aforementioned building.

7. The upper end of a portion of the support piles, which is connected to a power generation facility installed above the first deck slab, The facility further comprises ancillary equipment to which electricity is transmitted from the aforementioned power generation facility, The aforementioned ancillary equipment is, An artificial ground structure according to claim 1 or 5, which is placed on the third floor slab.

8. The aforementioned grid points are, An upper end grid point is installed at the upper end of the support pile, The support pile includes an intermediate grid point installed in the middle of the support pile, The aforementioned deck slab is The artificial ground structure according to claim 1 or 3, wherein at least one of the two connecting node portions is installed on the girder member which is the intermediate node portion.

9. At least a portion of the aforementioned grid points is The artificial ground structure according to claim 1 or 3, further comprising an eccentric joining member that can be joined to the support pile with its central axis eccentric in the horizontal direction relative to the central axis.

10. The aforementioned support pile includes a plurality of support piles, When the support points and node points where the support pile and the surface of the ground intersect are defined as nodal points, and a portion of the support pile between adjacent nodal points is defined as an inter-nodal member, Of the plurality of support piles, two support piles driven into the ground adjacent to each other in the first or second direction are provided with a plurality of internode members, The plurality of internode members are, It comprises a first internode member that undergoes plastic deformation when subjected to a Level 2 earthquake, and a second internode member that does not yield. The second internode member is, The artificial ground structure according to claim 1 or 3, wherein the length of the first internode member is set such that it yields before reaching its limit strength.

11. The plurality of internode members are, The artificial ground structure according to claim 10, comprising a plurality of members between first nodal points.

12. The aforementioned support pile includes a plurality of support piles, When the support points where the support pile intersects with the surface of the ground, the intermediate grid points, and the upper grid points are defined as nodal points, and a portion of the support pile between adjacent nodal points is defined as an inter-nodal member, Of the plurality of support piles, two support piles driven into the ground adjacent to each other in the first or second direction are provided with a plurality of internode members, The plurality of internode members are, When a predetermined horizontal displacement occurs in the two support piles, the system comprises a first internode member that undergoes plastic deformation and a second internode member that does not yield, The second internode member is, The artificial ground structure according to claim 8, wherein the length of the first internode member is set such that it yields before reaching its limit strength.

13. The plurality of internode members are, The artificial ground structure according to claim 12, comprising a plurality of members between first nodal points.

14. The artificial ground structure according to claim 10, wherein the length of the second internode member is set such that the yield displacement δ2y of the second internode member is δ1y ≤ δ2y ≤ 3・δ1y, when the yield displacement of the first internode member is δ1y and the yield displacement of the second internode member is δ2y.

15. The aforementioned support pile is The artificial ground structure according to claim 2 or 3, wherein, in a post-processing step after cutting the weld bead during steel pipe manufacturing, the steel pipe is heat-treated using an induction heating device with induction coils installed on the inner or outer surface of the steel pipe.

16. The aforementioned support pile is An artificial ground structure according to claim 2 or 3, using steel pipe pile SKK material or general structural steel pipe STK material.

17. A hole excavated in the ground and in which the support pile is erected, The system comprises a first filler material and a second filler material that fill the gap between the support pile and the hole, The first filler is, An artificial ground structure according to any one of claims 1 to 3, wherein the artificial ground structure is filled below the second filler and has a higher strength after solidification than the second filler.

18. The aforementioned grid points are, An upper end grid point is installed at the upper end of the support pile, The support pile includes an intermediate grid point installed in the middle of the support pile, An artificial ground structure according to any one of claims 1 to 3, further comprising a third girder member connecting the intermediate grid points and the upper grid points installed on two adjacent support piles.

19. The aforementioned plurality of support piles, A reference pile having a protrusion of h0 from the ground, The system comprises a comparative pile whose projection from the ground is h, An artificial ground structure according to claim 10, satisfying the condition 0.58 ≤ h / h0 ≤ 1.

73.

20. The aforementioned plurality of support piles, A reference pile having a protrusion of h0 from the ground, The aforementioned pile comprises a comparative pile having an intermediate grid point portion, wherein the amount of protrusion from the ground is h, An artificial ground structure according to claim 12, satisfying the condition 0.86 ≤ h / h0 ≤ 2.

26.

21. The artificial ground structure is provided according to claim 1 or 3, The aforementioned building is, A drone port configured to accommodate drones.

22. The artificial ground structure is provided according to claim 1 or 4, The aforementioned building is, A drone port designed to accommodate drones and allow vehicle access from the road.

23. The artificial ground structure is provided as described in claim 6, The aforementioned building is, The drone is configured to be housed, A portion of the aforementioned second floor slab is The drone port is the landing and takeoff floor for the aforementioned drones.

24. The aforementioned second floor slab is, Having an opening, The aforementioned opening is The drone port according to claim 23, which connects the space above the second floor slab with the space between the first floor slab and the second floor slab.

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