Load-type contact support and concrete building construction method

Abstract

This invention provides a load-type contact support system that allows for precise and complete curing of the top floor concrete immediately after placement, while also shortening the construction period. [Solution] The pipe support section 10 has a pressure-receiving top plate at its upper part. The lifting section 20 is provided at the lower part in the longitudinal direction of the pipe support section, and the pipe support section can be raised and lowered vertically. The load section 30 is provided at the lifting section, and by applying pressure to the lifting section, a support load can be applied to the pressure-receiving top plate of the pipe support section. Furthermore, this load-type contact support structure 1 calculates the stress and deflection due to its own weight generated at the lower part of the supported section, including the ceiling of the top floor concrete, by performing a three-dimensional stress-strain analysis of the concrete of the top floor using a predetermined control terminal device 40. This load-type contact support structure 1 applies a support load to the supported section by applying pressure to the load section such that the stress generated at the supported section becomes less than the stress due to its own weight, and the deflection is less than the deflection due to its own weight.

Description

[Technical Field]

[0001] The present invention relates to a load-type contact support structure and a concrete building construction method. [Background technology]

[0002] Conventionally, there are many construction techniques for concrete buildings. For example, Japanese Patent Publication No. 2004-116281 (Patent Document 1) discloses a method for constructing a concrete building having multiple substantially horizontal floor sections vertically. In this method, first, formwork is installed, shoring is placed below the formwork to support it, and concrete is poured into the formwork. Next, general shoring and specific shoring are used. Before pouring concrete into the formwork, general shoring is installed, and in the incomplete curing state before the concrete reaches its design strength, the general shoring is removed and the floor section is supported by the specific shoring. Then, after the concrete reaches its design strength, the specific shoring is removed. This method allows for the use of a minimum amount of formwork and shoring, and shortens the construction period.

[0003] Furthermore, Japanese Patent Publication No. 2022-013490 (Patent Document 2) discloses an improvement to a pipe support for formwork shoring in the construction industry. This improvement utilizes the existing lower column pipe and the upper column pipe that is inserted into the lower column pipe, but redesigns the support pin and the nut with handle that support the load from above. This improvement also provides the new support pin with a hexagonal head and gear for rotation with a wrench, and provides teeth around the entire upper circumference of the new support nut that interlock with the gear of the new support pin, forming a rack and pinion drive. With this improvement, the support can be instantly extended and retracted by rotating the new support pin with an electric wrench. As a result, the main body of the currently used support can be used, which is said to reduce costs. [Prior art documents] [Patent Documents]

[0004] [Patent Document 1] Japanese Patent Publication No. 2004-116281 [Patent Document 2] Japanese Patent Publication No. 2022-013490 [Overview of the project] [Problems that the invention aims to solve]

[0005] Generally, in multi-story concrete buildings (also called multi-story concrete structures) where floors are constructed from the top down, the user (for example, the contractor) first constructs the shape of the floor using formwork materials, and then pours concrete into the formwork materials (concrete pouring) to form the floor with concrete. If the concrete building requires reinforcing bars or steel frames to form the framework of the floor, the user installs the reinforcing bars or steel frames inside the formwork materials before pouring the concrete.

[0006] Here, before pouring the concrete for the top floor, it is common practice to install multiple general support structures (including joists, beams, and pipe supports) between the concrete of the top floor (including the outer formwork) and the concrete of the floor directly below, supporting the top floor concrete from below. These multiple general support structures support the top floor concrete from below during the period when the poured concrete solidifies from a fluid state, thereby enabling the solidified top floor concrete to achieve its design strength.

[0007] Here, the period required for the concrete of the top floor to reach its design strength (also called the curing period) is usually about four weeks. During this curing period, the formwork materials that partition the concrete of the top floor and the general support structures that support the concrete from below cannot be removed. Consequently, during the curing period, the formwork materials and general support structures remain in place on the top floor concrete at the construction site, which presents a challenge as subsequent construction work such as water supply and drainage work, electrical wiring work, and partition wall construction cannot be carried out. If the start of subsequent construction work is delayed, it ultimately prolongs the already long construction period inherent in concrete structures.

[0008] To address this issue, the technology described in Patent Document 1 above utilizes both general and specific shoring. First, general shoring is installed from below onto the formwork, concrete is poured into the formwork, and the general shoring is removed while the concrete is still curing before reaching its design strength. The specific shoring then supports the formwork floor (slab, beam) with greater bearing capacity than the general shoring. Furthermore, the specific shoring is removed after the concrete has reached its design strength. This minimizes the amount of formwork and general shoring used as materials, and shortens the construction period.

[0009] However, in the technology described in Patent Document 1 mentioned above, the bearing capacity (load) of the specific support structure is increased by adjusting the screw portion of the specific support structure, resulting in a larger load than that of the general support structure. This presents challenges in that users cannot directly confirm the magnitude of the bearing capacity of the specific support structure, and fine-tuning the bearing capacity is also difficult. Furthermore, while the placement of the specific support structure is considered based on mechanical calculations of the concrete structure, the relationship between curing time and concrete strength, and the period until the general support structure is removed in an incompletely cured state, the specific method for adjusting the bearing capacity of the specific support structure remains unclear.

[0010] Normally, the concrete on the top floor hardens gradually after being poured. Therefore, it is necessary to adjust the bearing capacity of the specific support structure so that the difference between the stress on the top floor concrete during curing and the bearing capacity of the floor supported by the specific support structure is minimized. If the specific support structure provides excessive bearing capacity to the top floor concrete, the top floor concrete will easily deform, resulting in a deterioration of the quality of the concrete building. For this reason, the bearing capacity of the specific support structure must be carefully considered from the perspective of bending cracks in the slabs and beams of the top floor concrete building and the creep phenomenon of the concrete building.

[0011] Furthermore, while the technology described in Patent Document 2 mentioned above addresses safety risks associated with electrification and the durability of gear structures (dust, rust), it suffers from limited cost reduction and low versatility.

[0012] Therefore, the present invention has been made to solve the above-mentioned problems, and aims to provide a load-type contact support system and a concrete building construction method that can accurately bring the concrete of the top floor immediately after placement to a desired complete curing state, and shorten the construction period. [Means for solving the problem]

[0013] The load-bearing contact support structure according to the present invention is a load-bearing contact support structure that supports the concrete of the top floor immediately after pouring in a multi-story concrete building with floors arranged in an upward direction, and comprises a pipe support section, a lifting section, and a load-bearing section. The pipe support section has a pressure-receiving top plate at its upper part. The lifting section is provided at the lower part in the longitudinal direction of the pipe support section and is capable of raising and lowering the pipe support section in the vertical direction. The load-bearing section is provided in the lifting section and can apply a support load to the pressure-receiving top plate of the pipe support section by applying pressure to the lifting section. Furthermore, this load-bearing contact support structure uses a predetermined control terminal device to perform a three-dimensional stress-strain analysis of the concrete of the top floor and calculate the self-weight-derived stress and self-weight-derived deflection that occur in the lower part of the supported area, including the ceiling of the concrete of the top floor. This load-type contact support structure applies a support load to the supported object such that the stress generated in the supported object by the pressure applied to the load portion becomes less than the stress due to its own weight, and the deflection generated in the supported object becomes less than the deflection due to its own weight.

[0014] Further, the method for constructing a concrete building according to the present invention is a method for constructing a multi-story concrete building that constitutes floors in the upward direction, and includes a first step to a seventh step. The first step is to install the formwork material for the Nth floor where N is 2 or more, and general shoring that supports the formwork material from below. The second step is to place concrete inside the formwork material for the Nth floor. The third step is, when a load-bearing contact shoring is installed on the (N-2)th floor, to remove the said load-bearing contact shoring. The fourth step is to perform a three-dimensional stress-strain analysis on the concrete of the Nth floor, and calculate the self-weight-derived stress and self-weight-derived deflection at the lower part of the support target portion including the ceiling of the concrete of the Nth floor. The fifth step is to install the load-bearing contact shoring under the support target portion of the concrete of the Nth floor. The sixth step is to apply, by the load-bearing contact shoring, a supporting load to the lower part of the support target portion of the concrete of the Nth floor, such that the stress generated in the support target portion is less than the self-weight-derived stress, and the deflection generated in the support target portion is less than the self-weight-derived deflection. The seventh step is to remove the general shoring for the Nth floor.

Effects of the Invention

[0015] According to the present invention, it is possible to bring the concrete of the top floor immediately after placing into a desired fully cured state with high accuracy, and to shorten the construction period.

Brief Description of the Drawings

[0016] [Figure 1] It is a schematic diagram of the load-bearing contact shoring according to the embodiment of the present invention. [Figure 2] They are a plan view, a front view, and a right side view of the elevating part of the load-bearing contact shoring according to the embodiment of the present invention. [Figure 3] It is a flowchart of the method for constructing a concrete building according to the embodiment of the present invention. [Figure 4] It is a diagram (Figure 4A) showing an example of installation of the formwork material for the first floor in the method for constructing a concrete building according to the embodiment of the present invention, and a diagram (Figure 4B) showing an example of installation of general shoring for the first floor. [Figure 5]FIG. 5A is a diagram showing an example of a table of k1 and k2 of the concrete building construction method according to the embodiment of the present invention, and FIG. 5B is a diagram showing an example of installation of a load-type contact shoring on the first floor. [Figure 6] FIG. 3 is a diagram showing an example of detection of the supporting load of the load-type contact shoring on the first floor in the concrete building construction method according to the embodiment of the present invention. [Figure 7] FIG. 4 is a diagram showing an example of application of the supporting load of the load-type contact shoring on the first floor in the concrete building construction method according to the embodiment of the present invention. [Figure 8] FIG. 6 is a diagram showing an example of removing the formwork members and general shoring on the first floor in the concrete building construction method according to the embodiment of the present invention. [Figure 9] FIG. 7 is a diagram showing an example of installing the formwork members and general shoring on the second floor in the concrete building construction method according to the embodiment of the present invention. [Figure 10] FIG. 8 is a diagram showing an example of application of the supporting load of the load-type contact shoring on the second floor in the concrete building construction method according to the embodiment of the present invention. [Figure 11] FIG. 9 is a diagram showing an example of removing the formwork members and general shoring on the second floor and installing the formwork members and general shoring on the third floor in the concrete building construction method according to the embodiment of the present invention. [Figure 12] FIG. 10 is a diagram showing an example of application of the supporting load of the load-type contact shoring on the third floor in the concrete building construction method according to the embodiment of the present invention. [Figure 13] FIG. 11 is a diagram showing an example of removing the formwork members and general shoring on the third floor in the concrete building construction method according to the embodiment of the present invention. [Figure 14] FIG. 12 is a conceptual diagram showing an example of the relationship between the number of concrete construction days and other works in the comparative example and the example. [Figure 15] FIG. 13 is a plan view showing an example of the floor plan of a predetermined floor of a two-story concrete building in three-dimensional stress-strain analysis. [Figure 16] FIG. 14 is an analysis diagram showing an example of three-dimensional analysis results of bending cracking stress in the self-weight-derived stress distribution and calculated deflection in the self-weight-derived deflection distribution in the floor plan of a two-story building. [Figure 17] This figure shows an example of the installation locations of load-bearing contact supports in a two-story building, along with the stress (reaction force) and deflection (displacement) due to their own weight at each installation location. [Modes for carrying out the invention]

[0017] The following describes embodiments of the present invention with reference to the attached drawings to facilitate understanding of the invention. Note that the following embodiments are merely examples of the present invention and do not limit the technical scope of the invention.

[0018] Now, the load-type contact support structure 1 according to an embodiment of the present invention is a load-type contact support structure that supports the concrete CN of the top floor immediately after pouring in a multi-story concrete building that has floors arranged in an upward direction, and as shown in Figure 1, comprises a pipe support section 10, a lifting section 20, and a load-bearing section 30.

[0019] Here, the pipe support section 10 has a pressure-receiving top plate 11 at its upper part. Furthermore, the pipe support section 10 corresponds to a general shoring structure, and specifically, it is composed of at least two cylindrical members, with the outer surface of a second cylindrical member fitted inside the inner surface of a first cylindrical member, and the overall length of the pipe support section 10 can be adjusted by adjusting the relative position of the two cylindrical members.

[0020] Furthermore, the pipe support section 10 corresponds to the height h from the floor F to the ceiling C of the top floor concrete CN, and as described above, it normally supports the ceiling C of the top floor concrete CN immediately after pouring. When the pipe support section 10 supports the ceiling C of the top floor concrete CN, it supports the formwork material that partitions the ceiling C of the top floor concrete CN. Therefore, the pipe support section 10 supports the formwork material from below, thereby supporting the ceiling C of the top floor concrete CN inside the formwork material via the formwork material. Also, the formwork material of the top floor concrete CN is omitted in Figure 1.

[0021] The pipe support section 10 specifically comprises a pressure-receiving top plate 11, an upper support pipe 12, a lower support pipe 13, a length adjustment section 14, and a base plate 15 (also called a base plate). Here, the pressure-receiving top plate 11 is positioned on the upper part 10a in the longitudinal direction of the pipe support section 10 and is a plate-shaped member that receives stress (load) from the ceiling C of the concrete CN of the top floor, in other words, from the formwork material covering the ceiling C. The pressure-receiving top plate 11 is configured to transmit the support load from the load section 30 to the formwork material (described later). Note that stress is an internal force per unit area generated inside an object, load is a force acting on an object from the outside, and pressure is a force per unit area that acts mainly through a fluid.

[0022] Furthermore, the upper support pipe 12 constitutes the upper part of the pipe support section 10 in the longitudinal direction and is a cylindrical member connected to the lower part of the pressure-receiving top plate 11. Furthermore, the lower support pipe 13 constitutes the lower part of the pipe support section 10 in the longitudinal direction and is a cylindrical member fitted to the upper support pipe 12 so as to be movable relative to it.

[0023] Furthermore, the length adjustment section 14 is provided between the upper support pipe 12 and the lower support pipe 13, and the overall length of the pipe support section 10 can be adjusted by adjusting the relative position of the two. The upper support pipe 12 is fitted into the lower support pipe 13 via the length adjustment section 14. The base plate 15 is positioned at the lower part 10b in the longitudinal direction of the pipe support section 10, is in contact with the horizontal surface, and is a plate-shaped member that stably supports the pipe support section 10.

[0024] Furthermore, the lifting section 20 (PRS) is provided on the lower part 10b in the longitudinal direction of the pipe support section 10, and the pipe support section 10 can be raised and lowered in the vertical direction. Here, the lifting section 20 can, for example, contact the lower part 10b (base plate 15) in the longitudinal direction of the pipe support section 10 from below, and adjust the height of the lower part 10b (base plate 15) in the longitudinal direction of the pipe support section 10, thereby displacing the pipe support section 10 in the vertical direction.

[0025] The lifting section 20 specifically comprises an upper body section 21, a shaft section 22, and a lower body section 23, as shown in Figure 2. Here, the upper body section 21 is a cylindrical member fixed to the lower part 10b in the longitudinal direction of the pipe support section 10, and has a hole 212a inside that is larger in diameter than the shaft section 22. The upper body section 21 also functions as a horizontal plane with respect to the lower part 10b in the longitudinal direction of the pipe support section 10.

[0026] Furthermore, the shaft portion 22 is a rod-shaped member that extends vertically and passes through the hole 212a of the upper body portion 21 and the hole 231a of the hexagonal high nut 231 of the lower body portion (lower base pressure plate) 23. Here, the hole 231a of the hexagonal high nut 231 of the lower body portion 23 is a screw hole that screws into the threaded portion 22a of the shaft portion 22 and is formed to be smaller in diameter than the hole 212a of the upper body portion 21. On the other hand, the hole 212a of the upper body portion 21 is a bolt hole that is larger in diameter than the diameter of the shaft portion 22. The lower body portion 23 also has a base portion 23a that is installed on the ground and has a threaded portion 23b (for example, a female threaded portion) that screws into the threaded portion 22a of the shaft portion 22, and supports the shaft portion 22 so that it can rotate freely.

[0027] Here, the lower body portion 23 does not have a screw hole for screwing in and fixing the shaft portion 22, and a hexagonal high nut 231 is fixed via a fixing plate 232. Furthermore, the fixing plate 232 has an opening that corresponds to the outer shape of the hexagonal high nut 231, and the outer circumference of the hexagonal high nut 231 is welded to the opening of the fixing plate 232. In addition, the bottom of the hexagonal high nut 231 and the lower end of the shaft portion 22 are in contact with the upper surface of the lower body portion 23. Moreover, the outer circumference of the fixing plate 232 is welded to the upper surface of the lower body portion 23. As a result, the load transmitted from the upper part via the shaft portion 22 can be reliably transmitted to the lower body portion 23. In particular, even when the shaft portion 22 is tilted at an angle of ±5 degrees or less with respect to the vertical and a load is applied, it exhibits a reinforcing effect against bending stress and can stably transmit the load to the lower body portion 23.

[0028] The upper body portion 21 further comprises a load nut 211, a load top plate 212, a load plate 213, and a convex / concave spherical washer 214. Here, the load nut 211 is provided below the upper body portion 21, and its threaded portion 211a is screwed into the threaded portion 22a of the shaft portion 22. The load top plate 212 is, for example, configured as a plate that extends in the front, back, left, and right directions (in a planar manner), and the load top plate 212 and the load plate 213 each have holes 212a and 213a, respectively, and the respective holes 212a and 213a are overlapped concentrically, with the square corners of the load plate 213 fixed to the load top plate 212 by welding. Here, the holes 212a in the load top plate 212 and the holes 213a in the load plate 213 are formed as loose holes through which the shaft portion 22 is inserted. For example, if the size of the shaft portion 22 is M24, the holes 212a in the load top plate 212 and the holes 213a in the load plate 213 are formed as large diameter holes of, for example, φ30.

[0029] The uneven spherical washer 214 is a washer with a spherical (rounded) lower surface, and is provided between the load nut 211 and the load plate 213. The fully threaded bolt portion 221 that constitutes the shaft portion 22 integrates the load top plate 212, the load plate 213, the uneven spherical washer 214, and the load nut 211 from above. The uneven spherical washer 214 also receives the upper load and is screwed and fixed to the shaft portion 22 by the load nut 211 (for example, a flange nut).

[0030] Here, by providing the uneven spherical washer 214, even if the direction in which the support load is applied to the base portion 23a, described later, is inclined within a range of -5 to +5 degrees relative to the vertical, the load imbalance between the load nut 211 and the load plate 213 can be suppressed, and the direction in which the support load is applied to the base portion 23a can be transmitted to the vertical with high accuracy. Furthermore, the uneven spherical washer 214 eliminates the need to separately adjust the direction in which the support load is applied to the base portion 23a, thereby reducing the burden on the user. Moreover, by providing the uneven spherical washer 214, deviations in the direction of the load caused by the inclination of the installation surface or installation errors can be absorbed, and the inclination of the surface (floor) on which the base portion 23a is installed can also be absorbed, maintaining a horizontal position. Furthermore, the lower end of the shaft portion 22 is in contact with the upper surface of the lower main body portion 23. This makes it possible to shorten the buckling length of the shaft portion 22 and suppress local deformation. Furthermore, this configuration allows the device to be used upside down, which reduces the fatigue load repeatedly acting on the threaded portion of the shaft 22.

[0031] The lower main body 23 comprises a hexagonal tall nut 231, a circular fixing plate 232, and a roughly cross-shaped pressure receiving plate 233. Here, the threaded portion 231a of the hexagonal tall nut 231 is screwed onto the threaded portion 22a of the shaft portion 22. The fixing plate 232 has a hexagonal hole 232a in its center, into which the hexagonal tall nut 231 is fitted. The center of the pressure receiving plate 233 is aligned with the center of the fixing plate 232, and the four corners of the fixing plate 232 are welded to the pressure receiving plate 233.

[0032] Here, the fully threaded bolt portion 221 of the shaft portion 22 has a lower body portion 23 attached to its lower part and an upper body portion 21 attached to its central part, with the lower body portion 23 and the upper body portion 21 in communication, and an insert nut 222 attached to the upper part of the upper body portion 21 so that the upper body portion 21 cannot be removed from the fully threaded bolt portion 221. Here, the insert nut 222 is embedded in the lower part 10b in the longitudinal direction of the pipe support portion 10, and a lock bolt 223 is attached to the insert nut 222. This prevents the insert nut 222 from loosening.

[0033] Now, as shown in Figure 1, the load unit 30 is provided on the lifting unit 20, and by pushing the lifting unit 20 upward, a support load can be applied to the upper part 10a in the longitudinal direction of the pipe support unit 10. The load unit 30 can be configured as, for example, a predetermined hydraulic jack 30. A hydraulic jack 30 is a mechanism that uses fluid pressure to expand and contract and apply a support load in the upward direction. Here, in Figure 1, two hydraulic jacks 30 are detachably provided on the left and right sides of the lifting unit 20, but as will be described later, there is no particular limit to the number of hydraulic jacks 30 as long as they can move up and down on the hydraulic load plate 31.

[0034] Here, the hydraulic jack 30 applies hydraulic pressure using a predetermined hydraulic pump to push the hydraulic load plate 31 upward. There are no particular limitations on the type of hydraulic pump; it can be electric or manual. The hydraulic load plate 31 then contacts the load top plate 212 of the upper main body 21 of the lifting section 20, pushing the load top plate 212 upward and moving the pipe support section 10 upward. This allows a support load to be applied to the pressure-receiving top plate 11 of the pipe support section 10.

[0035] Now, the load-type contact support structure 1 according to an embodiment of the present invention uses a predetermined control terminal device 40 to perform a three-dimensional stress-strain analysis of the concrete CN on the top floor and calculates the self-weight-derived stress and self-weight-derived deflection occurring in the lower Ca of the supported portion, including the ceiling C of the concrete CN on the top floor. Next, the load-type contact support structure 1 applies a support load to the lower Ca such that the stress generated in the supported portion becomes less than the self-weight-derived stress and the deflection generated in the supported portion becomes less than the self-weight-derived deflection.

[0036] The reason for setting the support load below the stress due to its own weight and below the deflection due to its own weight is that, assuming that at least the minimum stress due to its own weight and the deflection due to its own weight are applied to the lower Ca of the supported section, if the support load is greater than or equal to the stress due to its own weight and greater than or equal to the deflection due to its own weight, an unnecessary and excessive load will be applied upward to the lower Ca of the supported section, leading to strain and creep in the concrete CN of the top floor and impairing the quality of the concrete CN of the top floor.

[0037] Furthermore, there are no particular limitations on the support load, as long as it is less than the stress due to its own weight and less than the deflection due to its own weight. For example, the support load can be a subtracted value obtained by subtracting a predetermined set value from the value calculated based on the stress due to its own weight and the deflection due to its own weight at the lower Ca of the supported part. Here, as described above, the load-type contact support 1 applies a support load to the lower Ca of the supported part via the formwork material. For example, the support load may be determined by considering the stress due to its own weight, the material and type of the formwork material, the buckling load of the formwork material under a predetermined stress, etc. This makes it possible to bring the support load closer to a more realistic value. The material of the formwork material can be, for example, overseas-made Waran plywood or domestically produced softwood plywood (painted plywood with laminate on the back).

[0038] Now, there are no particular limitations on the method of applying the support load. For example, the load-type contact support structure 1 according to an embodiment of the present invention, as shown in Figure 1, is equipped with a control terminal device 40 and is configured to communicate with the load unit 30 via wireless or wired means. The control terminal device 40 then performs a three-dimensional stress-strain analysis of the concrete CN of the top floor to calculate the stress and deflection due to the self-weight of the lower Ca of the supported section. Furthermore, the control terminal device 40 may communicate with the load unit 30 to apply a support load to the lower Ca of the supported section such that the stress generated in the supported section becomes less than the stress due to the self-weight, and the deflection generated in the supported section becomes less than the deflection due to the self-weight.

[0039] Here, the control terminal device 40 calculates the stress and deflection due to the self-weight of the lower Ca of the supported part, and the user may control the load unit 30 to apply a support load to the lower Ca of the supported part such that the stress generated in the supported part is less than the stress due to the self-weight, and the deflection generated in the supported part is less than the deflection due to the self-weight. Furthermore, the calculation of the stress due to the self-weight may be performed at the site of the concrete CN on the top floor where the support load is applied, or it may be performed at a different location. For example, the control terminal device 40 may be carried to the site of the concrete CN on the top floor, or it may be installed in an office location different from the site, and the user may calculate the above-mentioned stress due to the self-weight using the control terminal device 40 in the office.

[0040] Furthermore, in Figure 1, two hydraulic jacks 30 apply a predetermined support load to the hydraulic load plate 31, and the uneven spherical washer 214 accurately transmits the direction of application of the support load vertically, applying it to the lower part Ca of the concrete ceiling C on the top floor. However, this is not limited to this configuration, and the support load may be applied using one hydraulic jack 30 or three or more hydraulic jacks 30.

[0041] Here, the support load applied by the hydraulic jack 30 (in other words, the hydraulic pressure of the hydraulic jack 30) is displayed on a digital pressure gauge installed on the hydraulic jack 30, but the method of displaying the support load is not limited to this. For example, when the control terminal device 40 is connected to the hydraulic jack 30 in a communicative manner with the hydraulic load plate 31 in contact with the load top plate 212, the hydraulic pressure applied by the hydraulic jack 30 is transmitted to the control terminal device 40 via the digital pressure gauge, and the control terminal device 40 may display the received hydraulic pressure on its display unit. Alternatively, the control terminal device 40 may also display the support load applied to the lower part Ca of the concrete ceiling C on the top floor via the hydraulic jack 30 as a numerical value and inform the user.

[0042] Now, in the load-type contact support structure 1 according to the embodiment of the present invention, the load section 30 is controlled to push the pipe support section 10 upward by calculating the self-weight-derived stress and self-weight-derived deflection of the lower part Ca of the ceiling C of the top floor concrete CN through a three-dimensional stress-strain analysis of the top floor concrete CN. As a result, the pressure-receiving top plate 11 of the pipe support section 10 pushes up the lower part Ca of the ceiling C of the top floor concrete CN via the formwork material. This makes it possible to support the top floor concrete CN by applying an appropriate support load when the top floor concrete CN has not yet reached its design strength.

[0043] Now, let's describe the installation of the load-bearing contact support structure 1 according to an embodiment of the present invention. For example, the user adjusts the length adjustment section 14 of the pipe support section 10 and the lower main body section 23 of the lifting section 20 to adjust the length and position of the pipe support section 10, and then lightly installs the load-bearing contact support structure 1 at a location where a support target section of the concrete CN on the top floor (for example, a slab section or beam section in addition to the ceiling C) is provided, thereby fixing the load-bearing contact support structure 1 in place.

[0044] The user then calculates the stress and deflection due to the self-weight of the lower part Ca of the ceiling C corresponding to a predetermined position, installs the hydraulic jack 30 on the lifting section 20, and adjusts the hydraulic jack 30 so that a support load can be applied. The user also controls the hydraulic jack 30 to apply a support load to the lower part Ca such that the stress generated in the lower part Ca is less than the stress due to the self-weight, and the deflection generated in the lower part Ca is less than the deflection due to the self-weight. This makes it possible to apply an appropriate support load to the lower part Ca of the concrete ceiling C on the top floor.

[0045] Then, once the application of the support load is complete, the user rotates the load nut 211 to fix it to the load plate 213. The load nut 211 then fixes the position of the load plate 213 and applies a predetermined support load to the lower part Ca of the concrete ceiling C of the top floor via the lifting unit 20. As a result, the hydraulic jack 30 can be detached from the lifting unit 20, and the user can remove the hydraulic jack 30 by, for example, lowering the hydraulic pressure of the hydraulic jack 30.

[0046] Here, by installing the load-bearing contact support structure 1, an appropriate support load is continuously applied to the lower part Ca of the ceiling C of the concrete CN on the top floor for a certain period of time, thereby enabling the concrete CN on the top floor to be cured to the desired complete state with high precision. Furthermore, the installation of the load-bearing contact support structure 1 eliminates the need for general support structures, allowing the user to remove the general support structures and proceed to the next stage of construction, thus shortening the construction period.

[0047] Furthermore, when applying a support load (preload), initial deformation or initial buckling may be pre-induced in the formwork material and the load-type contact support 1. For example, by fixing the load nut 211 while the support load is applied by the hydraulic jack 30, the initial settling deformation that occurs in the formwork material and the load-type contact support 1 can be absorbed in advance. This reduces the amount of additional deformation after the removal of the general support and makes it possible to suppress the total strain of the concrete CN on the top floor.

[0048] Furthermore, in this invention, the formwork material and load-type contact support 1 may be pre-buckled or deformed by preloading, corresponding to the equivalent of the self-weight of the concrete in its early stages, before the removal of the general support. In this invention, this state of initial buckling or deformation may be set as the reference position (coordinate value 0) for the amount of displacement. Then, by applying the maximum load during construction when the concrete has reached its design strength, it is possible to achieve a construction state that is safer than the amount of deflection (in other words, the total deflection) calculated by three-dimensional stress-strain analysis.

[0049] Furthermore, simultaneous buckling analysis of the formwork material and the load-type contact support 1 cannot always be directly performed because the control terminal device 40 that performs 3D stress-strain analysis may primarily handle the load distribution on the load-type contact support 1 side. However, the rigidity of the concrete structure differs between the early stage and when the design standard strength is achieved, and the rigidity of the concrete structure increases when the design standard strength is achieved, so the column reaction force does not increase in simple proportion to the construction load multiplier. Therefore, in this invention, construction management on the safe side can be performed by starting the initial buckling or initial deformation of the preload from the reference position as described above.

[0050] Next, a concrete building construction method according to an embodiment of the present invention will be described with reference to Figures 3-13. First, when a user (for example, a contractor) constructs a multi-story concrete building with floors arranged in an upward direction (here, a three-story concrete building), the foundation is formed on site. Here, the foundation is provided below ground level to prevent the concrete building from tilting or collapsing. Specifically, the user embeds concrete piles in the ground and solidifies the piles with concrete to form the foundation.

[0051] Next, in order for the user to form the first floor on the upper surface of the foundation, they first install the formwork materials that make up the first floor and the general shoring that supports the formwork materials from below (Figure 3: S101).

[0052] Here, there are no particular limitations on the method of installing the formwork materials and general shoring, but for example, as shown in Figure 4A, the user installs the formwork materials for the columns F10, walls F11, and ceiling F12 (also called slabs) of the first floor F1 based on the design drawings and floor plans of a three-story concrete building. If a beam F13 is to be installed on the first floor F1, the user also installs the formwork materials for the beam F13.

[0053] Here, as mentioned above, wooden plywood is used as the formwork material. The formwork material also includes girders, joists, and formwork boards, depending on the configuration of the first floor F1, but the shape and size of the formwork boards supported by the general shoring 2 and the formwork boards supported by the load-bearing contact shoring 1 may be changed as appropriate. Furthermore, the shape of the weir plate supported by the load-type contact support 1 may be optimized based on the results of the 3D stress-strain analysis. Moreover, as described later, when the general support 2 is removed, the weir plate that the general support 2 supported is also removed, so the weir plate supported by the load-type contact support 1 may be constructed independently of the weir plate supported by the general support 2.

[0054] Now, in Figure 4A, the formwork materials are omitted, and the structure consists of columns F10, walls F11, ceiling F12, and beams F13. Note that if reinforcing bars or steel frames are to be installed in the concrete building being constructed, the user will first place the reinforcing bars or steel frames in the necessary locations before placing the formwork materials.

[0055] Next, the user supports the ceiling F12 by appropriately installing general support structures 2 at the necessary locations between the ceiling F12 and the floor F14 on the first floor F1, as shown in Figure 4B. Here, the general support structures 2 typically support the concrete poured into the ceiling F12. In Figure 4B, for example, six general support structures 2 are installed on the first floor F1.

[0056] In addition, although the above description states that the general shoring 2 is installed after the formwork material is installed, there are no particular restrictions on this order. For example, the general shoring 2 may be installed while the formwork material is being installed, or the formwork material may be installed after the general shoring 2 has been installed.

[0057] Once the user has completed the installation of the formwork and the general support structure 2, the user then pours fluid concrete into the formwork to pour the concrete (Figure 3: S102). There are no particular limitations on the method of pouring the concrete, and any known method can be used.

[0058] Now, once the user has completed the concrete pouring, the next step is to check whether or not the load-bearing contact support 1 has been installed on the N-2 floor (Figure 3: S103). At this point, since the construction is still on the 1st floor F1, the N-2 floor is the -1 floor, and such a floor does not exist. Therefore, the user determines that the load-bearing contact support 1 has not been installed on the N-2 floor (Figure 3: S103NO) and proceeds to the next step.

[0059] Once the user has completed the confirmation of the installation of the load-type contact support structure 1, the user then performs a three-dimensional stress-strain analysis of the concrete of the first floor F1 immediately after pouring to determine the installation conditions for the load-type contact support structure 1 (Figure 3: S104).

[0060] Here, there are no particular limitations on the method for analyzing the three-dimensional stress and strain of the concrete of the first floor F1 immediately after placement. However, for example, we will perform a three-dimensional stress and strain analysis assuming that the user constructs the first floor F1 based on the above-mentioned design drawings, and then, four days after concrete placement, removes the general support structure 2 and installs the load-type contact support structure 1. The three-dimensional stress and strain analysis method will be performed in three steps, for example, using the finite element method. (First step)

[0061] First, the user, referring to the Building Standards JASS5, performs a three-dimensional stress-strain analysis using the finite element method, assuming that the construction load on the supporting parts (e.g., slabs, beams) of the first floor F1 is only the self-weight of the concrete, and determines the "deflection (δ) distribution" in the supporting parts. Here, Building Standards JASS5 refers to the "Standard Specifications for Building Construction and Commentary JASS5 Reinforced Concrete Construction" established by the Architectural Institute of Japan. Furthermore, the three-dimensional stress-strain analysis is performed by software or applications provided on a designated control terminal device 40.

[0062] Here, the Young's modulus E (N / mm²) of the concrete on the 1st floor F1 is 2 The deflection distribution can be determined using the following formula (1). Note that formula (1) is based on JASS5 (Solution 3.3).

[0063] E = k1 × k2 × 3.35 × 10⁴ × (γ / 2.4) 2 ×(σB / 60) 1 / 3 (1)

[0064] Here, γ is the unit volume weight (kN / m³) of the concrete of the 1st floor F1. 3 ) and σB is the compressive strength (N / mm²) of the concrete of the 1st floor F1. 2 ) Furthermore, k1 is a correction factor determined by the type of coarse aggregate, and k2 is a correction factor determined by the type of admixture. As shown in Figure 5A, the respective correction factors are determined using the tables for k1 and k2.

[0065] Next, the user determines the area of ​​maximum deflection in the concrete of the first floor F1, based on the deflection distribution calculated from the three-dimensional stress-strain analysis, as the initial temporary installation condition for the load-type contact support structure 1.

[0066] Here, for example, the user first provisionally determines the initial temporary installation conditions for the load-bearing contact support structure 1, taking into consideration the securing of work space and other factors from the perspective of work efficiency in subsequent construction work such as water supply and drainage piping work, electrical wiring work, and partition wall construction. Here, the initial temporary installation conditions for the load-bearing contact support structure 1 can include, for example, the specific number of load-bearing contact support structures 1, their placement positions, and the support load (size).

[0067] Furthermore, the user may review the provisionally determined installation conditions for the load-type contact support structure 1 and, for example, provisionally determine the initial provisional installation conditions for the load-type contact support structure 1 to be near the maximum deflection region, rather than the maximum deflection region itself. The user then repeatedly reviews the provisionally determined initial provisional installation conditions for the load-type contact support structure 1 to determine the final initial provisional installation conditions for the load-type contact support structure 1.

[0068] (Second step) Next, the user sets the construction load on the concrete supporting target portion of the first floor F1 to only the self-weight of the concrete, sets the determined initial temporary installation conditions of the load-bearing contact shoring as initial conditions, sets the construction load derived from the self-weight of the concrete to the maximum value, performs three-dimensional stress-strain analysis in a state where the construction load derived from the self-weight of the concrete is continuously applied to the supporting target portion, and obtains the self-weight-derived stress distribution and self-weight-derived deflection distribution in the supporting target portion.

[0069] Here, the bending crack allowable stresses σ1 and σ2 in the self-weight-derived stress distribution can be calculated by the following equations (2) and (3).

[0070] Case 1 (Bending tensile allowable stress for concrete at young material age (material age of 4 days)) σ1=0.51×(F4day) 1 / 2 (2)

[0071] Case 2 (Allowable stress based on normal material age or final design reference strength) σ2=0.64×(Fn12) 1 / 2 =0.64×(Fc) 1 / 2 (3)

[0072] Here, F4day is the design reference strength (N / mm 2 ) of concrete at a material age of 4 days (concrete 4 days after placing), Fn12 is the compressive strength of concrete exceeding 12N / mm at material age n days 2 , Fc is the final concrete design reference strength (N / mm 2 ), and the simulation is performed to satisfy the condition of Fc>12N / mm 2 .

[0073] In addition, the load conditions during construction can be determined by the following equations (4) to (7).

[0074] First load condition: Construction load during placing of the top-floor concrete on the Nth floor

[0075] General part: W12=2.1(DL+Wf)+CL=2.1DL+2.55kN / m 2 (4)

[0076] Cantilever section: W11 piece=2.3(DL+Wf)+CL=2.3DL+2.65kN / m 2 (5)

[0077] Second load condition: Construction load during concrete pouring on the top floor at the N-1 floor.

[0078] General section: W12=1.8(DL+Wf)+CL=1.8DL+2.40kN / m 2 (6)

[0079] Cantilever section: W11 piece=2.1(DL+Wf)+CL=2.1DL+2.55kN / m 2 (7)

[0080] Here, the top floor refers to the most recently constructed floor at the time of construction, DL is the dead load (self-weight of the structure), Wf is the formwork load, CL is the construction load, and the stress derived from self-weight corresponds to the stress caused by the dead load DL.

[0081] Furthermore, the deflection δe, which is the deflection distribution due to the self-weight, can be calculated using the following equation (8).

[0082] δe = δL1 × α (8)

[0083] Here, δL1 is the deflection of the slab or beam, and the deformation increase coefficient α is 16 for general slabs and 8 for main beams and secondary beams. The simulation is performed to satisfy the condition δe < δb = L / 250. Here, the elastic deflection δb is the upper limit of deflection at which creep does not occur, and L is the span length of the beam in the case of a beam, and the length of the shorter side of the slab in the case of a slab. The calculated deflection δe is the calculated value, and the elastic deflection δb is the allowable value.

[0084] Furthermore, the elastic deflection δb is used as the upper limit of deflection at which creep does not occur, and, like the allowable stresses σ1 and σ2 for bending cracks, is treated as a reference value when setting the support load.

[0085] Here, regarding buckling analysis that includes the coupled behavior of the formwork plate and the support columns (e.g., steel or aluminum columns) that constitute the load-type contact support structure 1, it is sometimes difficult to perform an analysis that fully considers the simultaneous buckling behavior of the plate and the columns using current 3D stress-strain analysis software.

[0086] Therefore, in this invention, initial buckling or initial deformation is induced in the weir plate and load-type contact support 1 in advance by preloading, and this state is set as the reference position. Then, considering the difference in buckling amount based on the change in column reaction force when the maximum load is applied during construction, and the theoretical amount of weir plate buckling, etc., the support load is set so that the sum of these is within the allowable range based on the column analysis reaction force, thereby enabling construction management on the safe side.

[0087] Then, the calculated allowable bending crack stresses σ1 and σ2, and the elastic deflection δb are set as reference values, and if the stress distribution in the slab and beam is less than the allowable bending crack stresses σ1 and σ2, the initial temporary installation conditions for the load-type contact support 1 determined earlier can be set as the initial installation conditions.

[0088] Furthermore, if additional conditions are added to the initial provisional setting conditions of the load-bearing contact support 1, for example, if the stress distribution of the slab and beam is less than the allowable bending crack stress σ1 and σ2, and the deflection distribution is less than the elastic deflection δb, then the initial provisional setting conditions of the load-bearing contact support 1 determined earlier can be set as the initial installation conditions. Note that if multiple load-bearing contact supports 1 are installed, the sum of the construction loads supported by the multiple load-bearing contact supports 1 corresponds to the support load derived from the self-weight of the concrete support target part of the 1st floor F1.

[0089] On the other hand, if the stress distribution or deflection distribution of the slab or beam exceeds the allowable bending crack stress σ1 or σ2, or if the deflection distribution exceeds the elastic deflection δb, it is determined that the initial temporary installation conditions of the load-type contact support 1 calculated in the first step are inappropriate. Therefore, in the first step, the user re-examines the initial temporary installation conditions of the load-type contact support 1 by increasing the number of load-type contact support 1 or changing their placement, and repeatedly performs a three-dimensional stress-strain analysis using the stress-strain analysis conditions of the second step.

[0090] On the other hand, if the stress distribution of the slab and beam falls below the allowable bending crack stresses σ1 and σ2, or if the stress distribution and deflection distribution of the slab and beam fall below the allowable bending crack stresses σ1 and σ2 and below the elastic deflection δb, then the initial temporary installation conditions of the load-bearing contact support 1 calculated in the first step are deemed appropriate. Here, the specific number and placement of the load-bearing contact support 1 in the initial temporary installation conditions are determined as the initial installation conditions. If the allowable stress per load-bearing contact support 1 exceeds the allowable bearing capacity (allowable load-bearing capacity) of the standard JIS A 8651, this can be addressed by increasing the number of load-bearing contact support 1.

[0091] (The third step) Finally, under the initial installation conditions of the load-bearing contact support 1 determined in the second step, the user calculates the construction load in accordance with the Building Standard JASS5, performs a three-dimensional stress-strain analysis, confirms the stress distribution and deflection distribution due to self-weight at the supported area, and makes a final confirmation of the number and placement of the load-bearing contact support 1. The user also determines the support load (magnitude of the load to be applied to the supported area) that the load-bearing contact support 1 should apply to the supported area.

[0092] Here, if the support load of the load-bearing contact support 1 at the supported section is such that the stress distribution in the slab and beam is less than the allowable bending crack stresses σ1 and σ2, and the deflection distribution in the slab and beam is less than the elastic deflection δb, and furthermore, the allowable stress per load-bearing support 1 is less than the allowable bearing capacity, the user decides on the initial installation conditions (number of supports, arrangement, support load) of the load-bearing contact support 1 as described above. If, as described above, the allowable stress per load-bearing support 1 exceeds the allowable bearing capacity, the number of load-bearing contact supports 1 is increased again to address the issue.

[0093] On the other hand, if the stress distribution in the supported area exceeds the allowable bending crack stresses σ1 and σ2, or if the deflection distribution exceeds the elastic deflection δb, the user will determine that the initial installation conditions of the load-type contact support 1 are inappropriate and return to the second step to reconsider the setup.

[0094] Furthermore, while the allowable bending crack stress σ1 in the stress distribution of slabs and beams described above is calculated for the case of concrete four days after placement, the present invention is not limited to this, and the calculation may also be performed for concrete placed on any day after placement (for example, 3 days, 5 days, 6 days, etc.).

[0095] Once the user has completed determining the installation conditions for the load-bearing contact support structure 1, the user then installs the load-bearing contact support structure 1 at a predetermined location below the concrete ceiling of the first floor F1, based on the determined installation conditions (Figure 3: S105).

[0096] Here, there are no particular limitations on the method of installing the load-bearing contact support structure 1. For example, if the installation conditions for the load-bearing contact support structure 1 indicate that the placement locations for the load-bearing contact support structure 1 are three locations: the lower parts F13a of the beams F13 on both sides and the lower part F12a of the central ceiling F12, then, as shown in Figure 5B, the user places three load-bearing contact support structures 1 at the three lower locations. Here, since the heights of the lower part F13a of the beams F13 and the lower part F12a of the ceiling F12 are different, the user adjusts the overall length of the load-bearing contact support structure 1 by operating the length adjustment section 14 of the pipe support section 10 of the load-bearing contact support structure 1, so that the pressure-receiving top plate 11 of the load-bearing contact support structure 1 contacts the lower part F13a of the beams F13 or the lower part F12a of the ceiling F12. At this stage, the load-type contact support structure 1, from which the load-bearing section 30 (hydraulic jack) has been removed, is installed. Note that at this point, no support load is yet applied to the load-type contact support structure 1.

[0097] Once the user has finished installing the load-bearing contact support structure 1, the user then confirms the support load of the load-bearing contact support structure 1 by driving the load section 30 of the load-bearing contact support structure 1 (Figure 3: S106).

[0098] Here, there are no particular limitations on the method for confirming the support load of the load-type contact support structure 1, but for example, as shown in Figure 6, with the pressure-receiving top plate 11 of the load-type contact support structure 1 in contact with the lower part F12a of the ceiling F12, the user installs hydraulic jacks 30 on the lifting section 20 of the load-type contact support structure 1. In Figure 6, the hydraulic jacks 30 are installed on the left and right sides of the lifting section 20, respectively. The user then drives the two hydraulic jacks 30 to bring the hydraulic load plates 31 of the hydraulic jacks 30 into contact with the load top plate 212 of the lifting section 20.

[0099] Here, when the hydraulic load plate 31 of the hydraulic jack 30 comes into contact with the load top plate 212 of the lifting section 20, the pressure-receiving top plate 11 of the load-type contact support 1 comes into contact with the lower part F12a of the ceiling F12. As a result, hydraulic pressure is detected when the hydraulic jack 30 pushes up the pressure-receiving top plate 11 of the load-type contact support 1 against the lower part F12a of the ceiling F12. Therefore, for example, a user can confirm the support load by checking the hydraulic pressure detected with the digital pressure gauge of the hydraulic jack 30. Although the above describes the installation of the load-type contact support 1 against the lower part F12a of the ceiling F12, the same applies to the lower part F13a of the beam F13.

[0100] Here, for example, if the hydraulic jack 30 and the control terminal device 40 are connected in a communicative manner, the hydraulic data detected by the hydraulic jack 30 may be transmitted to the control terminal device 40, and the control terminal device 40 may visualize the support load of the load-type contact support structure 1 by displaying the hydraulic pressure of the hydraulic jack 30.

[0101] Once the user has completed confirming the support load of the load-type contact support structure 1, the user then applies a predetermined support load, determined from the 3D stress-strain analysis among the calculated installation conditions for the load-type contact support structure 1, to the lower part of the concrete ceiling of the first floor F1 by applying the hydraulic jack 30 (Figure 3: S107).

[0102] Here, there are no particular limitations on the method of applying the support load to the load-type contact support 1. For example, as shown in Figure 7, with the pressure-receiving top plate 11 of the load-type contact support 1 in contact with the lower part F12a of the ceiling F12, and the hydraulic load plate 31 of the hydraulic jack 30 in contact with the load top plate 212 of the lifting unit 20, the user drives the hydraulic jack 30 to push the hydraulic load plate 31 upward. As a result, the hydraulic load plate 31 of the hydraulic jack 30 pushes upward, pushing the load top plate 212 of the lifting unit 20 upward, and a predetermined support load is applied to the lower part F12a of the ceiling F12 via the pressure-receiving top plate 11 of the load-type contact support 1. This makes it possible to bring the concrete ceiling F12 of the first floor F1 closer to the horizontal plane. Furthermore, the concrete ceiling F12 can be supported by the support load of the load-type contact support 1 alone, without receiving support from the general support 2.

[0103] Here, as described above, if the hydraulic jack 30 and the control terminal device 40 are connected in a communicative manner, the control terminal device 40 transmits data on the support load of the load-type contact support 1 to the hydraulic jack 30 based on the results of the three-dimensional stress-strain analysis described above, and controls the upward movement of the hydraulic load plate 31 of the hydraulic jack 30 so that the support load of the load-type contact support 1 is applied to the lower part F12a of the ceiling F12 under conditions that the support load of the load-type contact support 1 is less than the allowable bending crack stresses σ1, σ2 and elastic deflection δb. Alternatively, the control terminal device 40 may display the hydraulic pressure of the hydraulic jack 30 in real time, allowing the user to check the support load of the load-type contact support 1 in real time.

[0104] Here, when the load-bearing contact support 1 has applied a predetermined support load, the user may fix the position of the lifting section 20 of the load-bearing contact support 1 to maintain a constant support load. For example, if the user rotates the load nut 211 of the lifting section 20 and fixes it to the load plate 213, the load-bearing contact support 1 can be kept in a state where it continues to apply a support load to the lower part F12a of the ceiling F12. This allows the user to remove the hydraulic jack 30 from the lifting section 20 and use it on the lifting section 20 of another load-bearing contact support 1.

[0105] In this way, the user can apply a support load to the load-type contact support 1 after installation by operating the hydraulic jack 30. Furthermore, by setting the support load to be less than the allowable bending crack stresses σ1 and σ2 and the elastic deflection δb, the concrete of the top floor immediately after casting can be fully cured in an appropriate state.

[0106] Once the user has finished applying the support load to the load-type contact support 1, the user then removes the installed formwork and general support 2 (Figure 3: S108).

[0107] There are no particular limitations on the method of removing the general support structure 2, but for example, as shown in Figure 8, the user can remove the formwork installed on the first floor F1 by adjusting the length of the general support structure 2, and then remove the general support structure 2. Here, since the load-bearing contact support structure 1 supports the concrete ceiling F12 with its bearing load, removing the general support structure 2 will not affect the concrete curing.

[0108] Furthermore, by removing the general shoring 2 at an early stage after the concrete is poured on the first floor (F1), the user can secure workspace for the next stage of construction on the first floor (F1), even if the concrete is allowed to cure for a long period. Examples of the next stage of construction on the first floor (F1) include water supply and drainage work, electrical wiring work, and partition wall construction. Therefore, these tasks can be carried out immediately after the concrete is poured, in parallel with the concrete curing process, significantly shortening the construction period for multi-story concrete buildings. In addition, by securing ample workspace for the next stage of construction, safety during work can be greatly improved, as can work efficiency.

[0109] Now, once the user has finished removing the general support structure 2, the user then checks whether there is construction on the next floor (Figure 3: S109). Here, since the construction of a three-story concrete building is planned, the user determines that there is construction on the next floor (Figure 3: S109 YES), and returns to S101, where they then install the formwork materials that make up the second floor and the general support structure 2 that supports the formwork materials from below (Figure 3: S101).

[0110] Here, in S108, the general support structure 2 used in the construction of the first floor F1 is removed, and as shown in Figure 9, the removed general support structure 2 can be used in the construction of the second floor F2. In other words, compared to conventional methods, the present invention allows for the removal of the general support structure 2 and the demolition of the formwork materials at an earlier stage. Therefore, the formwork materials and general support structure 2 materials used on the lower floors can be reused as formwork materials and general support structure 2 materials for the upper floors to be constructed, making it possible to carry out concrete construction on the upper floors. As a result, material costs in concrete construction can be reduced. Furthermore, by reusing materials, material transportation costs and leftover materials can be reduced, leading to a more organized and tidy construction site, and improving the safety of workers at the construction site.

[0111] Next, the user pours concrete on the second floor F2 (Figure 3: S102), and then the user checks whether or not the load-type contact support 1 has been installed on the N-2 floor (Figure 3: S103).

[0112] In this case, the floor corresponding to floor N-2 is floor 0, and such a floor does not exist. Therefore, the user determines that the load-type contact support structure 1 is not installed on floor N-2 (Figure 3: S103NO) and proceeds to the next step.

[0113] Next, the user performs a three-dimensional stress-strain analysis of the concrete on the second floor (F2) immediately after pouring to determine the installation conditions for the load-type contact support structure 1 (Figure 3: S104). Based on the determined installation conditions, the user installs the load-type contact support structure 1 at a predetermined lower position on the concrete ceiling of the second floor (F2) (Figure 3: S105). Here, when the user installs the load-type contact support structure 1 on the second floor (F2), as shown in Figure 10, three load-type contact support structures 1 separate from the load-type contact support structure 1 on the first floor (F1) are prepared in advance, and the three load-type contact support structures 1 are placed at three different lower positions.

[0114] Next, the user confirms the support load of the load-type contact support 1 by driving the load section 30 of the load-type contact support 1 (Figure 3: S106), and applies a predetermined support load to the lower part of the concrete ceiling F2 of the second floor by applying the hydraulic jack 30 (Figure 3: S107). This makes it possible to bring the concrete ceiling F22 of the second floor F2 closer to the horizontal plane.

[0115] Next, the user removes the installed formwork and general support structure 2 (Figure 3: S108). Here, as shown in Figure 11, the formwork installed on the second floor (F2) is removed and the general support structure 2 is taken off. However, due to the installation of the load-bearing contact support structure 1, removing the general support structure 2 does not affect the concrete curing. Furthermore, the user can efficiently carry out the next construction work on the second floor (F2).

[0116] Next, the user checks whether there is construction on the next floor (Figure 3: S109). Here, it is determined that there is construction on the third floor (Figure 3: S109 YES), and the user returns to S101. Next, the formwork materials and general support structure 2 that make up the third floor are installed (Figure 3: S101). Here, as shown in Figure 11, the user can reuse the general support structure 2 removed from the second floor F2 on the third floor F3, thus enabling effective use of materials.

[0117] Next, the user pours concrete on the 3rd floor F3 (Figure 3: S102), and then the user checks whether or not load-bearing contact support 1 was installed on the N-2 floor (Figure 3: S103). Here, the floor corresponding to the N-2 floor is the 1st floor, and load-bearing contact support 1 was installed during the construction of the 1st floor F1. Therefore, the user determines that load-bearing contact support 1 was installed on the N-2 floor (Figure 3: S103 YES), and then the user removes load-bearing contact support 1 (Figure 3: S110).

[0118] There are no particular limitations on the method of removing the load-bearing contact support 1, but for example, once the curing period for the concrete on the first floor F1 has elapsed, the user rotates the load nut 211 of the lifting unit 20 in the opposite direction to make the load plate 213 movable. Then the lifting unit 20 moves downward, and the pressure-receiving top plate 11 of the load-bearing contact support 1 separates from the lower part F12a of the ceiling F12. As a result, the user can remove the load-bearing contact support 1 from the first floor F1, as shown in Figure 12. Note that since the concrete on the first floor F1 has reached its design strength, there is no problem in removing the load-bearing contact support 1.

[0119] Once the user has completed the removal of the load-bearing contact support structure 1 on the first floor F1, they then perform a three-dimensional stress-strain analysis of the concrete ceiling F32 on the third floor F3, which has been poured, to determine the installation conditions for the load-bearing contact support structure 1 (Figure 3: S104). Here, the method for the three-dimensional stress-strain analysis of the concrete ceiling F32 on the third floor F3 is the same as described above. Then, based on the determined installation conditions, the user installs the load-bearing contact support structure 1 below the supported area, including the concrete ceiling F32 on the third floor F3 (Figure 3: S105).

[0120] Here, in S110, as shown in Figure 12, the load-type contact support 1 removed from the first floor F1 can be reused and used on the third floor F3, thus enabling efficient use of materials. Furthermore, since the configuration of the third floor F3 is the same as that of the first floor F1, the parts to be supported are the concrete ceiling F32 and beam F33 of the third floor F3.

[0121] Next, the user confirms the support load of the load-type contact support 1 by driving the load section 30 of the load-type contact support 1 (Figure 3: S106), and applies a predetermined support load to the lower part of the concrete to be supported on the 3rd floor F3 by applying the hydraulic jack 30 (Figure 3: S107). Then, the user removes the installed formwork material and general support 2 (Figure 3: S108). Here, as shown in Figure 13, the formwork material installed on the 3rd floor F3 is removed and the general support 2 is removed. This allows the user to efficiently carry out the next work on the 3rd floor F3.

[0122] The user then checks whether there is construction on the next floor (Figure 3: S109), and since there is no construction on the next floor this time, the user determines that there is no construction on the next floor (Figure 3: S109NO), and removes the load-bearing contact support 1 (Figure 3: S111). Specifically, when the curing of the concrete on the second floor F2 is complete, the user removes the load-bearing contact support 1 on the second floor F2, and when the curing of the concrete on the third floor F3 is complete, the user removes the load-bearing contact support 1 on the third floor F3. With this, the construction of the three-story concrete building is completed.

[0123] Thus, although the above description assumed a three-story concrete building, it is not limited to this and can be applied to concrete buildings of two stories, four stories or more. In that case, N can be configured as a construction method for multi-story concrete buildings of two or more stories.

[0124] Now, to specifically explain the effects of the present invention, for example, when a user constructs a three-story concrete building, as shown in Figure 14, in the conventional concrete building construction method (comparative example), the user first installs the formwork material 3 and general support structure 2 for the first floor F1, and then pours concrete into the formwork material 3. In this case, the number of construction days until the concrete is poured is approximately 20 days.

[0125] Here, since the user has maintained the installation of formwork material 3 and general shoring 2 on the first floor (F1), they need to prepare additional formwork material 3 and general shoring 2 for use on the second floor (F2).

[0126] Then, the user pours concrete into the formwork material 3 on the second floor (F2). In this state, the general shoring 2 remains installed on both the first floor (F1) and the second floor (F2). Therefore, for example, on the first floor (F1), the installation of the general shoring 2 makes it difficult for the user to move around on the first floor (F1), and other work cannot be carried out on the first floor (F1). In this state, the construction period is approximately 45 days.

[0127] Furthermore, after 50 days of construction, the user will need to remove and dismantle the general shoring 2 and formwork 3 on the first floor (F1). However, since 50 days will have passed by this point, the user will need to quickly carry out the removal and dismantling work, as well as other construction work on the first floor (F1).

[0128] Furthermore, when constructing a three-story concrete building, the installation of general shoring 2 on the top floor (N floor) and the installation of general shoring 2 on the N-1 floor occur simultaneously. This means that other work cannot be carried out on the N-1 floor, resulting in a prolonged construction period.

[0129] On the other hand, in the concrete building construction method (example) of the present invention, as shown in Figure 14, the user first installs the formwork material 3 and general support structure 2 for the first floor F1, and then pours concrete into the formwork material 3. After 4 to 5 days have passed since the concrete was poured, the construction period will be 25 days, at which point the user removes the formwork material 3 and general support structure 2 for the first floor F1 and installs the formwork material 3 and general support structure 2 for the second floor F2. At this point, the user can reuse the formwork material 3 and general support structure 2 used for the first floor F1 for the second floor F2, thus enabling effective use of materials. In addition, since an effective workspace for other construction work can be provided on the first floor F1, other construction work on the first floor F1 can be carried out at this point.

[0130] In this process, the user performs a three-dimensional stress-strain analysis of the concrete on the first floor (F1), then installs the load-type contact support structure 1 under predetermined installation conditions. The load-type contact support structure 1 applies a support load to the lower part of the concrete ceiling on the first floor (F1) such that the stress generated at the lower part of the ceiling is less than the allowable bending crack stresses σ1 and σ2, and the deflection generated at this lower part is less than the deflection due to its own weight δb. As a result, the quality of the concrete constructed using this invention is comparable to that of concrete constructed using conventional concrete construction methods without the load-type contact support structure 1.

[0131] Furthermore, even when the user pours concrete into the formwork material 3 on the second floor (F2), other construction work on the first floor (F1) will proceed in parallel. The construction period will be approximately 45 days.

[0132] Furthermore, after 50 days of construction, the user removes and dismantles the formwork material 3 and general shoring 2 on the second floor (F2), but by this point, the other work on the first floor (F1) is completed. Therefore, once the user finishes the other work on the second floor (F2), all construction of the two-story concrete building can be completed. Thus, in this example, it is possible to shorten the construction period of the two-story concrete building compared to the comparative example.

[0133] Furthermore, when constructing a three-story concrete building, the installation status of the general shoring 2 on the top floor (Nth floor) and the installation status of the general shoring 2 on the N-1 floor do not occur simultaneously. Instead, the installation status of the general shoring 2 on the top floor (Nth floor) is always the same, while the N-1 floor is always equipped with load-type contact shoring 1. This allows other work to be carried out on the N-1 floor at any given time, thus shortening the construction period. For example, when constructing a three-story concrete building, the construction period can be shortened by approximately 1-2 months.

[0134] Next, we will specifically explain how to calculate the support load of the load-type contact support structure 1 using three-dimensional stress-strain analysis in this invention. First, as shown in Figure 15, the floor plan (arrangement of rooms in the building) of a predetermined floor (for example, the second floor) is input, and for example, four rooms 1300, an open space 1301, and a staircase 1302 are constructed. The dimensions of the floor plan and the initial conditions of the concrete are input, and the construction load on the concrete of the second floor is set to only the self-weight of the concrete of the second floor, and a three-dimensional stress-strain analysis is performed using the finite element method. At that time, as shown in the first step, the Young's modulus of the concrete E (N / mm) is calculated. 2 The deflection distribution of the concrete was calculated, and as shown in the second step, the bending crack stress in the self-weight-derived stress distribution and the calculated deflection δe in the self-weight-derived deflection distribution were calculated.

[0135] As a result, as shown in Figure 16, we were able to calculate the bending crack stress in the self-weight stress distribution and the calculated deflection δe in the self-weight deflection distribution in three dimensions for the floor plan of the second-floor building. This allowed us to confirm where and what kind of self-weight stress and self-weight deflection occurred in the concrete ceiling of the second floor.

[0136] Therefore, for example, as shown in Figure 17, by provisionally determining the placement positions of the load-bearing contact supports 1 from the first placement position to the nineteenth placement position in the floor plan of a two-story concrete building, it was possible to calculate the stress (reaction force) and deflection (displacement) due to self-weight at each placement position. This allowed for the final determination of the number and placement positions of the load-bearing contact supports 1, as well as the support load of each load-bearing contact support 1 at each placement position, while considering the stress (reaction force) and deflection (displacement) due to self-weight. In Figure 17, "general" refers to the case of a concrete ceiling in a one-story building, and "Nth floor" (where N is 2 or more) refers to the case of a concrete ceiling in an N-story building. [Industrial applicability]

[0137] As described above, the load-type contact support system and concrete building construction method according to the present invention are useful in a wide range of fields, including construction, architecture, and civil engineering, for constructing multi-story concrete buildings. They are effective load-type contact support systems and concrete building construction methods that can accurately achieve the desired complete curing state of the concrete on the top floor, and shorten the construction period. [Explanation of Symbols]

[0138] 1 Load type contact shoring 10 Pipe support section 20 Lifting section 30 Load section 40 Control terminal device 2 General shoring 3 Formwork material

Claims

1. In a multi-story concrete building with floors arranged in an upward direction, this is a load-bearing contact support structure that supports the concrete of the top floor immediately after it has been poured, A pipe support section having a pressure-receiving top plate at the top, A lifting mechanism is provided at the lower part of the pipe support section in the longitudinal direction, which allows the pipe support section to be raised and lowered vertically. A load-bearing section is provided in the lifting section, and by pressurizing the lifting section, a support load can be applied to the pressure-receiving top plate of the pipe support section, Equipped with, This load-type contact support system uses a predetermined control terminal device to perform a three-dimensional stress-strain analysis of the concrete on the top floor, and calculates the self-weight-derived stress and self-weight-derived deflection occurring in the lower part of the supported area, including the ceiling of the concrete on the top floor. A support load is applied to the supported object such that the stress generated in the supported object by the pressurization of the load portion becomes less than the stress due to its own weight, and the deflection generated in the supported object becomes less than the deflection due to its own weight. Load type contact shoring.

2. The aforementioned lifting mechanism is The shaft portion of the rod-shaped member extended in the vertical direction, A loading top plate is provided at a predetermined position on the shaft portion and extends to the left and right, A convex and concave spherical washer, which is integrated with the aforementioned load top plate and has a spherical lower surface, Equipped with, The aforementioned load unit is A hydraulic jack having a hydraulic load plate that contacts the load top plate. Equipped with, The load-type contact support structure according to claim 1.

3. The load-type contact support structure according to Claim 1, A control terminal device that is communicatively connected to the load section of the load-type contact support structure, A load-type contact support system comprising: The control terminal device displays the support load of the load unit on the display unit. Load-type contact support system.

4. A concrete building construction method for constructing a multi-story concrete building with floors arranged in an upward direction, A load-type contact support system is used, comprising a pipe support section, a lifting section that allows the pipe support section to be raised and lowered vertically, and a load section provided on the lifting section. The first step involves installing formwork materials for the Nth floor, where N is 2 or more, and general shoring to support the formwork materials from below. The second step is to pour concrete into the formwork material of the Nth floor, If the load-type contact support structure is installed on the N-2 floor, a third step is to remove the load-type contact support structure. A fourth step involves performing a three-dimensional stress-strain analysis of the concrete on the Nth floor and calculating the self-weight-derived stress and self-weight-derived deflection in the lower part of the supported area, including the ceiling of the concrete on the Nth floor. A fifth step is to install the load-type contact support structure at the lower part of the concrete support target on the Nth floor, A sixth step is to apply a support load to the lower part of the supported concrete on the Nth floor such that the stress generated in the supported part by the load-type contact support becomes less than the stress due to its own weight, and the deflection generated in the supported part becomes less than the deflection due to its own weight. The seventh step is to remove the general support structure on the Nth floor, A concrete building construction method that includes [a specific feature].

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