JP5382925B2 - Demolition method of adjacent multi-layer building and load transmission structure for demolition - Google Patents

Description

The present invention relates to a method for demolishing an adjacent multilayer building and a load transmission structure for demolishing, and more particularly to a method for demolishing one of adjacent multilayer buildings from a lower layer portion and a load transmission structure for demolition used in the method.

As a method of dismantling a multi-layered building constructed with steel structure (S structure), reinforced concrete structure (RC structure), steel reinforced concrete structure (SRC structure), etc., a conventional crusher method using a hydraulic crusher, diamond blade, etc. A cutter (wall saw) method, a wire sawing method, an abrasive water jet method, and the like are known (see Non-Patent Document 1). In any of these methods, basically, the work of crushing or cutting the members (columns, floor beams, etc.) such as steel frames, rebars, concrete, etc. in the reverse order of construction and lowering them to the ground surface, from the upper floor to the lower floor It is a method of dismantling the building by repeatedly repeating to the floor.

However, the method of dismantling a multi-layered building from the upper floors requires that the dismantling device (small heavy machinery, etc.) is first installed on the top floor of the building and then moved sequentially to the lower floors according to the dismantling, In order to prevent the diffusion and scattering of vibrations, noise, stepping stones, dust, etc. from the upper floor to the surroundings, it is also necessary to provide a curing temporary construction that covers the entire building prior to the demolition work. Such work is a factor that increases the work period and cost, and the conventional dismantling method requires a relatively long work period, and there is a problem that the cost increases accordingly. A construction method (mini-blasting construction method) has also been developed in which buildings are destroyed by sequential blasting using explosives, but this method also involves stepping stones, dust, etc. scattered around the office building. It is difficult to apply to the dismantling of buildings in areas where condominiums are densely populated, especially the dismantling of high-rise buildings with widespread scattering. Development of a construction method that can dismantle medium- and high-rise buildings in a short construction period while minimizing the impact on the surroundings is desired.

On the other hand, for example, as in Patent Document 1, after fixing a temporary truss erected around a building via a jack device at a plurality of locations with the building, the temporary truss is disassembled every time the lower end portion of the building is disassembled. A method of dismantling from the lower floor while repeating the cycle of jacking down and removing the bottom layer of the truss and jacking up, and gradually lowering the building (hereinafter referred to as jackdown dismantling method) has been proposed. . Also, as in Patent Document 2, after setting the jack device (hanging jig) on the lower surface of the lowermost steel beam incorporated in the steel column of the steel building, the steel column is supported for a predetermined length while supporting the steel beam with the jack. A jack-down dismantling method has also been proposed in which the steel building is dismantled from the lower floor by repeating the cycle of cutting and jacking down and jacking up the jack removed from the lower stage and setting it on the lower surface of the upper steel beam. Yes.

As another example of the jack-down type demolition method, Patent Document 3 describes a portion that supports a building with a jack that is attached to each of a plurality of demolition locations (point A) of a lower part of a building that is a multi-layered building, but does not support the building with a jack. The cycle of dismantling and jacking down and the cycle of disassembling and jacking down the parts that are not supported by the jack while supporting the building by changing the jacks to different dismantling locations (point B) at the bottom of the building The method of repeating is disclosed. In Patent Document 4, the lower part of the building is dismantled while leaving a predetermined number of main supports, and each main support is cut one by one and hydraulic cylinders are set. A jackdown-type dismantling method that alternately repeats the steps of jacking down an object and disassembling the lower part of the building while leaving the main support, and cutting each main support one by one and extending the hydraulic cylinder. Disclosure.

JP-A-2-024455 JP-A-8-270232 Japanese Patent Publication No. 7-030737 JP 2003-049548 A

Tokyo Building Demolition Association “Demolition Method” May 2008, Internet <http: // www. kaitai-kyokai. com / dismantling / index. html>

According to the jackdown-type dismantling methods such as Patent Documents 1 to 4, it is possible to sequentially dismantle multi-layer buildings with the ground (first floor) dismantling device, and save the trouble of moving the dismantling device to the top floor etc. Can do. Moreover, although the construction method of Patent Document 1 requires the construction of a temporary truss as high as a multi-layered building, the construction methods of Patent Documents 2 to 4 limit the dismantling work to only the lower floors supported by jacks. It is possible to effectively prevent scattering of stepping stones, dust, and the like around the low-rise floor by temporary curing. Therefore, according to the jackdown-type dismantling method, it can be expected that medium- and high-rise buildings will be dismantled in a short period of time while keeping the influence on the surroundings small compared to the conventional dismantling method that dismantles from the upper floor.

However, the dismantling method that supports the building itself with a jack as in Patent Documents 3 and 4 has a structure in which the upper load of the building is supported only by the jack, so that the building being demolished is structurally unstable. There is a problem that tends to become a state. For this reason, for example, in the construction method of Patent Document 4, an omnidirectional inclination detection device is provided at the uppermost layer portion of the building being demolished, and the operations of a plurality of hydraulic cylinders (jacks) are interlocked and controlled by signals from the detection device. The building is lowered while maintaining equilibrium. However, such interlocking control of the jack cannot suppress the horizontal load (shearing force) applied to the jack of the building being dismantled, and the horizontal load may cause the upper part of the jack to buckle or damage itself. is there. Patent Document 4 describes that the operation of a plurality of jacks is linked and controlled so as to correct the inclination tendency of the building. For example, the horizontal load applied to the building 1 at the time of an earthquake or wind load is linked to the jack. It is difficult to correct by. Since the structure that supports the upper load of the building only with jacks has low strength against horizontal force (shearing force), in order to maintain such a building under dismantling in a stable state even during earthquakes and wind loads It is necessary to keep the horizontal force applied to the jack small.

Accordingly, an object of the present invention is to provide a jack-down type demolition method and a load transmission structure for demolition that can maintain a building under demolition in a structurally stable state even during an earthquake or wind load. .

For example, as shown in FIG. 3 (A), the upper load of the building is applied to all pillars P1 to P4 of the specific lower floor Fv (in the illustrated example, the first floor F1) of the multi-layer building 1 via jacks 10 respectively. In the jack-down type dismantling method in which the floors Fj (j> v) above the level where the jack 10 is supported (hereinafter sometimes referred to as jack intervening floor Fv) are gradually lowered and disassembled sequentially. The pillars P1 to P4 of the jack interposing floor Fv are longer than before the dismantling when disassembling the floor surface (floor beam or floorboard) of the lowered upper floors Fj, so that the pillars P1 to P4 become longer than before dismantling, so that the jack interfacing floor Fv Due to the applied horizontal load, the pillars P1 to P4 of the jack interposing floor Fv may buckle or the jack 10 interposed in the pillars P1 to P4 may be damaged. As described above, it is desirable to keep the shearing force applied to the jack 10 (jack interposing floor Fv) that cannot resist the horizontal force as small as possible.

When this inventor disassembles one building 2a of adjacent multi-layered buildings 2a and 2b with a jackdown type dismantling method as shown in FIG. Pay attention to transmitting shear force (horizontal load) applied to the jack intervening floor Fv of the dismantled building 2a) to the other building 2b (hereinafter also referred to as the adjacent building 2b) did. As shown in the figure, a plurality of load transmission beams 40 are protruded horizontally from the adjacent building 2b not including the jack 10 on the pillar P above the jack interposing floor Fv of the dismantled building 2a so as to be slidable. If the upper floor Fj of the jack 10 of the demolished building 2a is gradually lowered while being engaged with the load transmitting beam 40, the horizontal load applied to the upper side of the jack of the demolished building 2a via the load transmitting beam 40. Can be transmitted to the adjacent building 2b, and further transmitted to the base B of the adjacent building 2b to escape. That is, the horizontal load (shearing force) applied to the jack interposing floor Fv of the demolished building 2a can be kept small, and the demolished building 2a can be maintained in a stable state even during the demolishing. The present invention has been completed as a result of research and development based on this idea.

Referring to the embodiment of FIG. 1 and FIG. 8, the method for demolishing an adjacent multi-layered building according to the present invention disassembles one of the adjacent multi-layered buildings 2a and 2b (the building 2a in the illustrated example). A jack 10 (see FIG. 7) is interposed in each pillar P of a specific lower floor Fv (for example, the first floor F1) of one demolished building 2a, and the upper floor Fj (j> v) of the jack of the other adjacent building 2b. The other ends of the plurality of load transmission beams 40 (see FIG. 4), one end of which is coupled to each other, are projected horizontally to the dismantled building 2a so as to be slidable and capable of transmitting a horizontal force to the jack upper column P of the dismantled building 2a. The extension step (step S005 in the flowchart of FIG. 6) of extending the jack 10 by removing the jacks directly above the pillars P of the dismantled building 2a and the contraction step of simultaneously contracting the jacks 10 of the pillars P (FIG. 6). Flow diagram steps 006) to repeat a and jack upper column P dismantling building 2a after jack upwards each floor Fj load transmission beams 40 in conflict with the floor surface 3 of the pull out the temporarily adjacent buildings 2b drop drops during that iteration to slidably and horizontal force transmission can engage so lowered while engaged in any of the load transmission beams 40 jack upper floor Fj dismantling building 2a by Rukoto, drop the floor Fj dismantling building 2a A frame (floor surface 3 and wall surface 4) other than the pillar P is sequentially disassembled at the jack interposing floor Fv.

1 and 8, the load transmission structure for dismantling an adjacent multi-layer building according to the present invention is either one of the adjacent multi-layer buildings 2a and 2b (in the illustrated example, the building 2a). Is installed on each pillar P of a specific lower floor Fv (for example, the first floor F1) of one demolished building 2a via jacks 10 (see FIG. 7) and directly above the jacks of each pillar P. Is removed by repeating the extension step (step S005 in the flowchart in FIG. 6) for extending the jack 10 and the contraction step (step S006 in the flowchart in FIG. 6) for simultaneously shrinking the jack 10 of each column P. (J> v) One end is connected to a jack intervening floor Fv that sequentially dismantles the frame (floor surface 3 and wall surface 4) other than the pillar P and a jack upper floor Fj (j> v) of the other adjacent building 2b. Provided One the other end provided with a plurality of load transmission beams 40 which engaged respective dismantled buildings can and horizontal force transmittable engaged sliding the jack above column P dismantling building 2a projecting horizontally into 2a (see FIG. 4), drop The load transmitting beam 40 that is in contact with the floor surface 3 of each floor Fj above the jack to be temporarily pulled out to the adjacent building 2b and slidably engaged with the jack upper column P of the demolished building 2a after being lowered so as to be able to transmit a horizontal force. is allowed is made by lowering while engaged in any of the load transmission beams 40 jack upper floor Fj dismantling building 2a by Rukoto.

The adjacent multi-layer buildings 2a and 2b can be independently constructed buildings 2a and 2b. For example, as shown in FIG. 1, the multi-layer buildings 2a and 2b have a high-rise portion 2a set back with respect to the low-rise portion 2b. And it can be set as the high-rise building 2a and the low-rise building 2b which cut | disconnected each hierarchy of the low-rise part 2b from the same hierarchy of the high-rise part 2a. Or it is good also as the multilayer building 2a, 2b divided | segmented structurally and joined by the expansion joint.

Preferably, as shown in FIG. 4, between each pair of parallel beam members 41 and 42 sandwiching the jack upper column P of the building 2a to be dismantled between each load transmission beam 40 and the pair of beam members 41 and 42. It is surrounded by a pair of beam members 41, 42 and a pair of engagement members 43, 44, including a pair of engagement members 43, 44 that are bridged and face each other via a gap S between the upper pillar P of the building 2a. The jack upper column P is engaged in the frame. Desirably, as shown in FIG. 5, a gap closing mechanism 50 for closing the gap S when the jack upper pillar P swings is provided in the gap S between the jack upper pillar P and the engaging members 43 and 44 of the building 2a to be demolished. .

More preferably, as shown in FIGS. 7, 9, and 10, when the jack 10 is installed in the building 2 a to be demolished, the pillars P of the jack interposing floor Fv are placed on the floor F (v + 1) directly above the floor. At the same time, the jacks are cut to just below the floor 3 and the jacks are interposed. At the same time, the upper part of the jacks is replaced with a laminate of a plurality of blocks 7 having a predetermined height L1, and each floor Fj of the demolished building 2a is disassembled. The upper part of the jack of the pillar P is cut to a position directly below the floor 3 of the upper floor F (v + 1) and replaced with a laminated body of a plurality of blocks 70 having a predetermined height L1, and each time when the floor Fj above the jack of the demolished building 2a is lowered. An extension step (step S005 in the flowchart of FIG. 6) for removing the bottom layer block 70 of the pillar P and extending the jack 10 and a contraction step (step S in the flowchart of FIG. 6) for simultaneously shrinking the jack 10 of each pillar P. 06) and is repeated. Desirably, a building Fd (v + 1) immediately above the jack interposing floor Fv of the building 2a is provided with a dismantling work floor Fd in which the floor surface 3 is separated from the pillars P, and the building is lowered by repeating the extension step and the contraction step. The cabinets other than the pillars P of each floor Fj (j> v) of the article 2a are sequentially dismantled on the dismantling work floor Fd instead of the jack interposing floor Fv.

When disassembling one of the adjacent multilayer buildings 2a and 2b, the dismantling method and the dismantling load transmission structure of the adjacent multilayer building according to the present invention, each pillar P of the specific lower floor Fv of the one dismantled building 2a. The upper floors Fj (j above the jacks descending by repeating the extension step of extending the jack 10 by removing the jacks directly above the pillars P and the contraction step of simultaneously shrinking the jacks 10 of the pillars P. > V) The frame (floor surface 3 and wall surface 4) other than the pillar P is sequentially dismantled at the jack interposing floor Fv, and one end is coupled to the jack upper floor Fj (j> v) of the other adjacent building 2b. each dismantling building 2a can and horizontal force caused transmittable engaged sliding the jack above column P dismantling building 2a projecting horizontally into a plurality of the other end of the load transmission beams 40, drop jacking upper floor Rukoto temporarily other Pull the buildings 2b slidably the jack above column P dismantling building 2a after lowering and horizontal force transmission can engage the load transfer beam 40 to interfere with the floor surface 3 of the j Thus, the lower floor Fj of the dismantled building 2a is lowered while being engaged with any one of the load transmission beams 40, so that the following effects can be obtained.

(B) The horizontal load (shearing force) applied to the demolished building 2a with the jack 10 interposed in each column P during an earthquake or wind load is transmitted to the adjacent building 2b by the load transmission beam 40 and released. The dismantled building 2a can be maintained in a structurally stable state even during an earthquake or wind load.
(B) Further, the horizontal force applied to the jack interposing floor Fv in which the pillar P can be elongated in the demolished building 2a can be suppressed by the load transmission beam 40 engaged with the jack upper pillar P, and the demolished building The object 2a can have sufficient earthquake resistance and wind resistance performance.
(C) A gap closing mechanism 50 is interposed in the gap S between the jack upper column P of the dismantled building 2a and the load transmission beam 40 coupled to the adjacent building 2b, and the gap S is used to swing the building 2a. By closing it accordingly, the demolished building 2a can be rigidly coupled to the adjacent building 2b at the time of an earthquake or wind load to further enhance the earthquake resistance and wind resistance performance.
(D) A dismantling work floor Fd in which the floor 3 is separated from the pillars P is provided on the floor F (v + 1) immediately above the jack interposing floor Fv of the building 2a to be dismantled, and each lowered floor Fj is set to the jack interfacing floor Fv. Instead, if dismantling is performed sequentially on the dismantling work floor Fd, the pillar 3 of the jacking floor Fv can be restrained by the floor 3 of the dismantling work floor Fd, and swinging can be suppressed, and the jacking floor Fv of the building 2a can be suppressed. The influence of making the pillar P into a long pillar can be avoided.
(E) Further, by making the dismantling work floor Fd of the building 2a a different layer from the jack interposing floor Fv, it is possible to improve the work environment in the jack interposing floor Fv.

DESCRIPTION OF EMBODIMENTS Hereinafter, embodiments and examples for carrying out the present invention will be described with reference to the accompanying drawings.
It is a vertical sectional view of the Example which applied the dismantling method of this invention to the adjacent multilayer building. It is a horizontal sectional view in the demolition work floor (2nd floor) of both adjacent buildings of FIG. It is explanatory drawing which shows the horizontal force transmission effect | action by the dismantling method of this invention. It is explanatory drawing of one Example of the load transmission beam used with the dismantling method of this invention. It is explanatory drawing of one Example of the gap obstruction | occlusion mechanism used with the dismantling method of this invention. It is an example of the flowchart of the dismantling method of this invention. It is explanatory drawing of the jack used with the dismantling method of this invention, and its control apparatus. It is explanatory drawing of the demolition work in the demolition work floor (2nd floor) of both adjacent buildings of FIG. It is explanatory drawing of an example of the block laminated body used with the dismantling method of this invention. It is explanatory drawing of another example of the block laminated body used with the dismantling method of this invention. It is explanatory drawing of the cutting group of the column used with the dismantling method of this invention. It is an example of the flowchart of the cutting | disconnection grouping method of the column used with the dismantling method of this invention. It is another example of the flowchart of the cutting | disconnection grouping method of the column used with the dismantling method of this invention.

1, 2 and 4 show an embodiment in which the dismantling method of the present invention is applied to the dismantling of the setback building 1. The building 1 in the illustrated example has 20 floors above ground, 3 floors below ground, and PH (penthouse such as an elevator machine room) at the top, and the outer wall surfaces of the high floor 2a on the 8th to 20th floors are on the 1st to 7th floors. It is a multi-layered building set back in steps with respect to the outer wall surface of the low-rise part 2b. FIG. 1 is a vertical sectional view thereof, and FIGS. 2 and 4 are horizontal sectional views. As can be seen from the cross-sectional views of FIGS. 2 and 4, the building 1 in the illustrated example has 54 columns P11 to P69 of 6 rows and 9 columns, of which the columns P11 to P64 of 6 rows and 4 columns are low-rise. It is a column Pa having a length that penetrates the portion 2a and the high-rise portion 2a vertically (hereinafter, it may be referred to as a column Pa of the dismantled building 2a), and the remaining 6 rows and 5 columns P15 to P69 are only the low-rise portion 2a. The pillar Pb has a length that penetrates vertically (hereinafter may be referred to as the pillar Pb of the adjacent building 2b). In this embodiment, each level (1st to 7th floors) of the low-rise part 2b of the setback building 1 is structurally separated from the same hierarchy of the high-rise part 2a, and divided into a high-rise building 2a and a low-rise building 2b. Then, the high-rise building 2a (8th floor 8F or higher) is gradually dismantled from the lower floor until it becomes the same height as the low-rise building 2b (7th floor or lower).

A procedure for dismantling the setback building 1 as shown in FIG. 1 after dividing it into a high-rise building 2a and a low-rise building 2b will be described below along the flowchart of FIG. However, the dismantling method of the present invention is not limited to the application to the dismantling of the setback building 1, and can be widely applied when disassembling any one of the adjacent multilayer buildings 2a, 2b. The flow chart of FIG. 6 can also be applied to dismantling any one of the multilayer buildings 2a and 2b that are designed and constructed independently and are adjacent to each other. In addition, when disassembling one of the adjacent multi-layer buildings 2a and 2b that are structurally divided but joined by a joint such as an expansion joint, the disassembly of the present invention is performed along the flowchart of FIG. It is effective to apply the construction method. Furthermore, although the following description demonstrates the case where the high-rise building 2a adjacent to the low-rise building 2b is demolished, the adjacent multi-layer building 2a, 2b may be the same hierarchy, and conversely with the high-rise building 2a. It is possible to apply the flowchart of FIG. 6 also when dismantling the adjacent low-rise building 2b.

In the flowchart of FIG. 6, first, in step S001, when adjacent multi-layer buildings 2a and 2b are structurally coupled, multi-layer building (demolition building) 2a to be dismantled and the other multi-layer building (adjacent building). Object) Separated from 2b and divided structurally. In the embodiment of FIG. 1, along the boundary between the high-rise part 2 a and the low-rise part 2 b of the setback building 1 (the boundary line between the fourth and fifth lines of the pillar P shown in FIGS. 2 and 4). For example, a sheet pile or the like is driven vertically by a dismantling device 8 installed on the roof of the low-rise part 2b, and a gap 5 is formed on the floor surface (floor beam, floor board, etc.) 3 of each level, thereby forming a high-rise building. (Demolition building) 2a and the low-rise building (adjacent building) are structurally separated. However, the separation method is not limited to the illustrated example. For example, when the multi-layered buildings 2a and 2b are joined by an expansion joint or the like, the joining of the two buildings 2a and 2b is released or removed in step S001. That's fine. In the separated part of both buildings 2a and 2b, a supporting member 32 (for example, a column wall) 32 of strength and strength that supports the floor (or rooftop) 3 on the directly upper floor can be installed and reinforced as necessary. .

After structurally separating the dismantled building 2a and the adjacent building 2b, in steps S003 to S004 in FIG. 6, each pillar Pa (figure 1F in the illustrated example) of the jack-mounted floor Fv (the first floor 1F in the illustrated example) of the dismantled building 2a 2 to P11 to P64), but before that, in step S001, as shown in FIG. 1 and FIG. 8 (A), the floor above the jack interposing floor Fv of the adjacent building 2b. One end of a plurality of load transmission beams 40 is coupled to Fj (j> v; hereinafter may be referred to as jack upper floor Fj), and the other end of the load transmission beams 40 is horizontally projected to the demolition building 2a to be demolished. The object 2a is slidably engaged with a pillar Pa above the jack (hereinafter sometimes referred to as a jack upper pillar Pa). In the illustrated example, since the jack interposing floor Fv of the dismantled building 2a is the first floor F1, the load transmission beam 40 is coupled to the third floor 3F, the fourth floor 4F, and the fifth floor 5F of the adjacent building 2b. For example, the jack interposed floor Fv is the second floor F2, the third floor F3, or the basement floors B1 to B3, and the load transmission beam 40 is bridged between the adjacent building 2b and the demolished building 2a on the upper floor Fj. May be. In step S001, the outer wall 7 or the like that becomes an obstacle when the load transmitting beam 40 is bridged between the two buildings 2a and 2b can be dismantled or removed together.

4A shows a horizontal sectional view of the upper floor Fj (the third floor in the illustrated example) of the adjacent building 2b and the dismantled building 2a with the load transmission beam 40 bridged over, and FIG. 4B shows the load. An enlarged view of the transmission beam 40, FIG. 3C shows a vertical sectional view of the load transmission beam 40. The load transmission beam 40 in the illustrated example includes a pair of beam members 41 and 42, and a binding member 45 that couples the beam members 41 and 42 in parallel to the pillar Pb (P55 and P56 in the illustrated example) of the adjacent building 2b. A pair of engaging members 43 and 44 which are spanned between the beam members 41 and 42 and are opposed to each other via the required gap S with a jack upper column Pa (P52, P53 and P54 in the illustrated example) of the demolished building 2a. Have. For example, a pair of beam members 41 and 42 are arranged horizontally and parallel across the pillar Pb of the adjacent building 2b, and a pair of coupling members 45 are disposed so as to surround the pillar Pb on one end side of the both beam members 41 and 42. It is bridged and removably connected with bolts, etc., and the connecting material 45 is removably connected with brackets 46 welded to the pillar Pb with bolts, etc., and the other ends of the beam members 41 and 42 are dismantled building It protrudes to both sides across the jack upper column Pa of 2a. A pair of engaging members 43 and 44 can be bridged to the other end of the projecting beam members 41 and 42 so as to surround the jack upper pillar Pa of the demolished building 2a with the required gap S and removed with bolts or the like. And the jack upper column Pa is engaged by loosely fitting through a gap S in a frame surrounded by both beam members 41 and 42 and both engaging members 43 and 44.

The load transmission beam 40 shown in FIG. 4 is either when an upper jack column Pa (P52, P53, or P54 in the illustrated example) of the demolished building 2a swings or deforms in the horizontal direction during an earthquake or wind load. Collides with the beam members 41, 42 or the engaging members 43, 44, and transmits the horizontal force from the demolished building 2a to the pillar Pb (P55, P56 in the illustrated example) of the adjacent building 2b via the beam members 41, 42. To the base B. The gap S between the load transmission beam 40 and the jack upper column Pa is preferably set to a size that allows a horizontal force to be immediately transmitted from the jack upper column Pa via the load transmission beam 45 during an earthquake or wind load. . Further, if the size of the gap S around the jack upper column Pa differs depending on the orientation, the horizontal load concentrates on one place of the load transmission beam 40 when the jack upper column Pa swings, and the load transmission beam 40 is twisted or damaged. May be caused. Therefore, as will be described later, an elastic deformation member 58 is disposed in each gap S, and the elastic deformation member 58 maintains the gap S around the jack upper column Pa constant, so that the beam members 41 and 42 and the engagement members 43, It is desirable to prevent the horizontal load from concentrating on one place of the load transmitting beam 40 by centering the jack upper column Pa in the center of the frame surrounded by 44.

As shown in FIG. 4, by providing a gap S between the engaging members 43, 44 of the load transmission beam 40 and the jack upper column Pa of the demolished building 2a, the load transmission beam 40 can slide on the jack upper column Pa. Can be engaged. That is, the horizontal force can be transmitted through the load transmitting beam 40 at all times, but the jack upper column between the engaging members 43 and 44 at the time of the contraction step of the jack 10 described later (step S006 in FIG. 6). Pa can be slid down. The load transmitting beam 40 and the jack upper column Pa may be coupled except when the jack 10 is contracted. For example, a wedge (not shown) that can be released when the jack 10 is contracted is connected to the load transmitting beam 40 and the jack upper column Pa. The two may be combined by driving between them. In addition, the load transmission beam 40 used in the present invention is not limited to the one using the pair of beam members 41 and 42 as in the illustrated example, and in consideration of the direction of the horizontal load applied to the wind load or the like during an earthquake, for example, One of the beam members 42 or 41 is omitted from the load transmitting beam 40 in FIG. 4, and the engaging members 43 and 44 attached to one beam member 41 or 42 are opposed to the jack upper column Pa with the required gap S. Also good.

The plurality of load transmission beams 40 spanned between the dismantled building 2a and the adjacent building 2b are the upper floor 3 of the jack of the dismantled building 2a at the time of the contraction step of the jack 10 described later (step S006 in FIG. 6). It is necessary to remove the coupling material 45 and the engagement materials 43 and 44 from the beam materials 41 and 42 and temporarily pull them out to the adjacent building 2b as necessary so as not to obstruct the descent of the floor beams and floorboards. (Refer to the load transmission beam represented by the oblique lines in FIG. 4A and FIG. 8B). Therefore, if all the load transmission beams 40 are pulled out at the same time, it becomes impossible to transmit the horizontal force from the demolished building 2a to the adjacent building 2b. In the embodiment of FIG. 1, a plurality of load transmission beams 40 are coupled to the adjacent building 2b at different floor heights h1, h2, and h3, and the intervals between the load transmission beams 40 and the jack upper floor 3 are made different. Thus, the time for pulling out each load transmitting beam 40 does not overlap. In the illustrated example, the plurality of load transmission beams 40 are coupled to different levels, but the plurality of load transmission beams 40 may be coupled to the same level of the adjacent building 2b at different floor heights h1, h2, and h3. .

Preferably, as shown in FIG. 5, the gap S between the engagement members 43 and 44 of the load transmission beam 40 and the jack upper column Pa in FIG. 4 corresponds to the gap S according to the horizontal swing of the jack upper column Pa. A gap closing mechanism 50 is provided to close the gap. 5A and 5B show a top view and a front view of an example of the gap closing mechanism 50 disposed in the gap S, and FIG. 5C shows a cross-sectional view along the line CC. The gap closing mechanism 50 in the illustrated example supports a wedge member 51 that closes the opposing gap S between the load transmission beam 40 and the jack upper column Pa, and supports the wedge member 51 on the engagement members 43 and 44 of the load transmission beam 40. A wedge device 51 by the holding device 52 according to a detection signal of a holding device 52 that holds the gap S so as to be dropped and a seismic device 64 that detects the swing of the jack upper column Pa (see FIG. 5F). And a release device 55 for releasing the holding. As shown in FIG. 2C, the holding device 52 in the illustrated example is engaged with a vertical member 52a raised vertically on the engaging members 43 and 44 of the load transmitting beam 40 and the top end of the vertical member 52a. The wedge member 51 is suspended from a suspension cord (chain or the like) 53 that has a hollow horizontal member 52b arranged in parallel with the members 43 and 44, and is locked to a pin 56 provided in the hollow portion of the horizontal member 52b. It is held above the gap S. As can be seen from FIG. 5C, the load transmitting beam 40 in the illustrated example uses the engaging members 43 and 44 as hollow cylindrical members.

FIG. 5F shows an example of a holding release system for the wedge material 51 by the release device 55. In the normal state, as shown by the solid line in FIG. 8, the suspension cable 53 is locked via the pin 56 of the release device 55 and the link mechanism 57 disposed in the hollow portion of the holding member 52b. As shown in C), the wedge material 51 is held at a position away from the gap S, and the jack upper column Pa is slidable with respect to the load transmitting beam 40. When the release device 55 inputs a detection signal (for example, an earthquake detection signal) from the seismic device 64, the locking pin 56 is released from the link mechanism 57 by driving the solenoid or the like and moving the locking pin 56. The suspension cable 53 is released by the operation of 57, and the wedge material 51 falls by its own weight and closes the gap S as shown in FIG. 4D, and the engagement materials 43 and 44 of the load transmission beam 40 and the jack upper column Rigidly connects with Pa. In the system of FIG. 5F, the seismic device 64 is connected to the holding device 52 and the release device 55 of the plurality of gap closing mechanisms 50 via the emergency stop device 63, and a plurality of the seismic devices 64 are connected according to the detection signal of the seismic device 64. The release devices 55 of the gap closing mechanism 50 (for example, two in FIG. 5A) can be driven simultaneously. In addition, the early earthquake warning receiver 65 or the manual switch 66 is connected to the emergency stop device 63 together with the seismic device 64, and the reception signal (early earthquake warning signal) of the early earthquake warning receiver 65 or the pressing signal of the manual switch 66 is released. It is also possible to input to the device 55 and release the holding of the wedge material 51 by the holding device 52 in accordance with the early earthquake warning signal or the manual switch signal, thereby fixing the load transmitting beam 40 and the jack upper column Pa.

Further, the gap closing mechanism 50 of FIG. 5 has a wedge member 51 having a tapered cross section, and a fitting plate 54 is attached to the engagement members 43, 44 of the load transmitting beam 40 facing the wedge member 51, thereby , 44 and the jack upper column Pa are tapered so that the wedge material 51 can be fitted. In FIG. 4D, the friction coefficient (or friction angle) between the wedge material 51 and the fitting plate 54 is defined as the wedge material so that the wedge material 51 once fitted in the gap S does not come off due to an earthquake horizontal force or the like. It is desirable to make the wedge material 51 fitted in the gap S to have a self-locking function by making it larger than the sectional taper angle of 51. Further, the wedge material 51 once fitted in the gap S can be returned to the hanging position shown in FIG. 5C by, for example, returning the locking pin 56 and manually winding the hanging rope 53. It is also possible to provide the holding device 52 with an automatic winding mechanism and return it to the suspended position.

Further, the gap closing mechanism 50 in the illustrated example holds the elastic deformation member 58 inside the hollow cylindrical engagement members 43 and 44 as shown in the sectional view of FIG. Thus, the gap S between the engaging members 43 and 44 and the jack upper column Pa is kept constant. The elastic deformation member 58 in the illustrated example is disposed on the insole plate 62 in the hollow portion of the engaging members 43 and 44 in parallel with the beam members 41 and 42 of the load transmitting beam 40 and resists the swinging of the jack upper column Pa. Therefore, it has sufficient yield strength and elastic constant (spring constant) to maintain the gap S. One end of the elastic deformation member 58 is held by the engaging members 43 and 44, and a sliding member 59 made of nylon, for example, is coupled to the other end, and the sliding member 59 at the other end is connected from the hollow portion of the engaging members 43 and 44. By projecting into the gap S and coming into contact with the jack upper column Pa, the jack upper column Pa can be slid relative to the load transmitting beam 40 while maintaining the gap S. When an installation error or the like occurs in the gap S, the gap adjusting plate 60 can be inserted into one end side of the elastic deformation member 58 from the opening 61 provided on the top surfaces of the engaging members 43 and 44. The protrusion amount of the sliding member 59 coupled to the other end can be adjusted by the thickness (number of sheets) of 60. By disposing the elastically deformable members 58 on the engaging members 43 and 44 on both sides of the jack upper column Pa, the lateral displacement of the jack upper column Pa between the both engaging members 43 and 44 can be prevented, and the load transmitting beam 40 can be prevented. On the other hand, the jack upper column Pa can be raised and lowered with high accuracy in the vertical direction.

Step S002 in the flowchart of FIG. 6 is performed by a pillar drilling device 31 as shown in FIG. The process of providing the demolition work floor Fd on the immediately upper floor F (v + 1) by separating the floor 3 and the pillars Pa of the floor F (v + 1) (for example, the second floor) directly above the jack interposing floor Fv of the demolition building 2a Indicates. For example, as shown in FIG. 1, a dismantling device 9 such as a movable base machine (for example, a backhoe) is disposed on the dismantling work floor Fd of the adjacent building 2b, and the dismantling building 2a descends as shown by an arrow in the figure. At the time of dismantling work of each floor Fj (step S008), the dismantling apparatus 9 is put into the dismantling work floor Fd of the dismantling building 2a from the adjacent building 2b, and each floor Fj lowered is dismantled. However, step S002 is not essential for the dismantling method of the present invention, the dismantling device 9 is arranged on the jack interposing floor Fv (for example, the first floor), and each floor Fj where the dismantling building 2a is lowered in step S008 is jacked. It is also possible to dismantle with the floor Fv.

The advantage of using the floor F (v + 1) directly above the jack intervening floor Fv as in the illustrated example as the dismantling work floor Fd will be described with reference to FIG. By providing the load transmitting beam 40 as shown in FIG. 5B, the horizontal force applied to the demolished building 2a during earthquakes and wind loads is kept small as described above, and the demolished building 2a at the time of the demolishing work is reduced. Structural stability can be increased. However, for example, there is a possibility that a large horizontal load (shearing force) is applied to the pillar P when disassembling each lowered floor Fj at the jack interposing floor Fv. There is a possibility that the jack 10 buckled or the pillar P interposed may be damaged. As shown in FIG. 3 (C), the floor 3 of the upper floor F (v + 1) of the jack interposing floor Fv of the demolition building 2a is separated from each pillar P, and the upper floor F (v + 1) is separated from the demolition work floor Fd. If it does so, each jack upper pillar P of the demolition building 2a can be restrained by the floor 3 of the demolition work floor Fd, and the influence of making the pillar P long in the jack interposing floor Fv can be avoided. Further, the horizontal force (shearing force) applied to the demolition work floor Fd at the time of an earthquake, wind load, or demolition work is transferred from the floor 3 of the demolition work floor Fd to the wall 4 (or a support member described later) of the jack interposing floor Fv. 32) can be transmitted to the lower part of the jack (base B, etc.) via 32) and the horizontal force applied to the jack interposing floor Fv (joint part of the jack 10 and the pillar P) can be suppressed to a small size, and the demolished building 2a It can also be expected to improve the structural mechanical stability. Furthermore, the work environment of the jack interposition floor Fv can be improved by making the dismantling work floor Fd different from the jack interposition floor Fv.

In step S002 of FIG. 6, for example, a floor 3 (floor board or floor beam) and a high-rise object on the dismantling work floor Fd by a pillar punching device 31 such as a diamond blade or a wire saw (a diamond cutting blade wound around a wire). Each pillar Pa can be separated. Even when the floor 3 of the dismantling work floor Fd is separated from the pillars Pa, the floor 3 can be supported so as not to fall by the existing wall 4 or the like of the lower jack interposing floor Fv. However, when the heavy-weight dismantling device 9 enters the dismantling work floor Fd as in the illustrated example, the floor 3 of the dismantling work floor Fd and / or the jack interposing floor Fv as shown in FIG. A strength / strength supporting member 32 (for example, a column wall) 32 that supports the dismantling apparatus 9 may be provided.

Preferably, as shown in FIG. 7, a restraint 34 for releasably connecting the pillar Pa and the floor 3 is provided in a gap d obtained by separating the floor 3 and the pillar Pa of the dismantling work floor Fd. In the embodiment of FIG. 7D, a column guide 33 with a push bolt 34 is fixed around each column Pa on the floor 3 of the dismantling work floor Fd, and the floor 3 and each column are fixed by the push bolt type restraint 34. Pa is constrained, and at the time of a contraction step of the jack 10 to be described later (step S006 in FIG. 6), the push bolts 34 are separated from the pillars Pa so that the pillars Pa can be moved with respect to the floor 3. Instead of the push bolt type restraint 34, a wedge type restraint 34 that can be extracted is driven into the gaps d around the four directions of the pillars Pa on the floor 3, and the floor of the dismantling work floor Fd by the wedge type restraint 34. 3 and the respective pillars Pa, and at the time of the contraction step of the jack 10, each wedge Pa may be movable with respect to the floor 3 by extracting the wedge-shaped restrainer 34. Further, the restraint 34 may be omitted if the gap d between the floor 3 of the dismantling work floor Fd and the pillar Pa is wide enough to restrain the pillar Pa.

Steps S003 to S004 in FIG. 6 include all the pillars Pa (FIG. 2) that bear the upper load on the jack interposing floor Fv (the first floor 1F in the illustrated example) of the dismantled building 2a as shown in FIG. P11 to P64) are cut by the cutting device 30 by the initial length L0, and the jacks 10 are respectively inserted in the cut portions of the initial length L0 of the pillars Pa as shown in FIG. . There may be a column of secondary members that do not bear the upper load in the demolished building 2a, but such a secondary column can be considered as a frame other than a column in the present invention, and step S001. Or it can dismantle and remove beforehand in step S002.

In the jack insertion step S004, for example, the jacks 10 are interposed by suspending and cutting each pillar Pa of the jack insertion floor Fv of the demolished building 2a one by one. If the pillars Pa are suspended and cut one by one, the supporting load of the pillars Pa to be cut can be borne and supported by the other pillars Pa, and the demolished building 2a being dismantled can be maintained in a structurally stable state. . Alternatively, a plurality of pillars Pa that can be cut simultaneously may be cut together, and the jacks 10 may be interposed simultaneously in the pillars Pa. In the flowchart of FIG. 6, in step S003, each pillar Pa (P11 to P64 in FIG. 2) of the jack interposing floor Fv is divided into cutting groups R1 to Rn in which a plurality of pillars Pa that can be cut simultaneously are collected, and in step S004 For each cutting group R1 to Rn, the pillars Pa of the jacking floor Fv are gathered and simultaneously suspended and cut by cutting and the jack 10 is interposed. By simultaneously cutting the pillars Pa in the group for each of the cutting groups R1 to Rn and interposing the jack 10, the jack interposing step can be rapidly advanced to shorten the dismantling work period. The details of the method of dividing each pillar Pa of the jack interposing floor Fv into the cutting groups R1 to Rn will be described later (see Example 1).

A jack 10 shown in FIG. 7B is installed on an anchor plate 11 fixed with anchor bolts 11a to the floor 3 of the jack interposing floor Fv or the foundation B of the demolished building 2a, and the ram (or piston) 12 is installed. And a lift distance sensor 14 and a pressure transducer 18. The pressure converter 18 is connected to the hydraulic pump unit 26 via a hydraulic pressure supply cable 29b and a hydraulic relay device 27, and the jack control device 20 via a hydraulic control cable 28c, a control relay device 25, and an optical fiber cable 28a. It is connected to the. The jack control device 20 shown in FIG. 5E has a plurality of control relay devices 25 connected in series via an optical fiber cable 28a, and each of the control relay devices 25 is connected to a jack interposition floor Fv. By connecting to the jacks 10 interposed in the pillars Pa, the expansion and contraction of the jacks 10 interposed in all the pillars Pa of the jack-interposing floor Fv of the demolished building 2a can be controlled simultaneously.

The jack 10 of the illustrated example can extend or contract the ram (or piston) 12 by controlling the hydraulic pressure supplied from the hydraulic pump unit 26 to the pressure converter 18 with the jack control device 20. The ascending distance of the ram (or piston) 12 is measured by the sensor 14, and the measured value is input to the control relay device 25 via the sensor cable 28b to be used for controlling expansion or contraction. However, the jack 10 that can be used in the present invention is not limited to the hydraulic jack device, and an appropriate jack device having sufficient lift and load bearing performance capable of supporting each column Pa of the demolished building 2a can be used.

Further, in step S004 of FIG. 6, as shown in FIG. 7B, each pillar Pa of the jack interposing floor Fv is directly below the floor 3 of the upper floor F (v + 1) from the floor surface 3 of the jack interposing floor Fv. The initial length L0 is cut, and the jack 10 is interposed in the cut portion, and at the same time, the upper portion of the jack is replaced with a laminated body of a plurality of blocks 70 having a predetermined height L1. In the illustrated example, a plurality of blocks 70 having a predetermined height L1 are stacked above the jack 10 of each pillar Pa, and the uppermost block 70 can be released to the upper end surface of each pillar Pa by a joint 71 such as a bolt. The four blocks 70 are sequentially joined to each other by a joint 71 such as a bolt so that they can be released. Thus, the laminated body of the block 70 joined to the column Pa by the joint 71 is floated from the jack 10 in the extension step (step S005 in FIG. 6) of the jack 10 to be described later, and the joint 71 is released to release the lowermost layer. The blocks 70 can be removed one by one. The predetermined height L1 of each block 70 is preferably set to the same height as the expansion / contraction stroke length L1 of the jack 10, for example, as shown in the illustrated example, or a height of an integral number thereof. The height can be appropriately selected within the range, and the height L1 may be different for each block 70 according to the expansion / contraction stroke length L1.

In the jack 10 of the illustrated example, a concave washer 15 and a spherical washer 16 are placed on a ram (or piston) 12, and a laminated body of blocks 70 is stacked on the spherical washer 16, and an adjustment provided on the top of the laminated body. The upper end surface of each pillar Pa is supported via a member (pad plate) 17. By sliding the cut surface of each column Pa on the jack 10 via the spherical washer 16, the horizontal construction error of the cut surface of each column Pa is absorbed, and the horizontal surface such as during an earthquake or wind load is absorbed. The behavior of the column Pa due to force can be absorbed. The center of the spherical washer 16 can be set to the same height as the pillar guide 33 fixed on the floor F (v + 1) immediately above the jack interposed floor Fv, for example. Further, by supporting the cut surface of each column Pa via the adjusting member 17, it is possible to improve uneven load caused by unevenness of the cut surface. An example of the adjusting member 17 is padding such as sand or liner, or a wooden board.

Step S005 of FIG. 6 shows an extension step in which the jacks directly above the pillars Pa of the jack interposition floor Fv are removed by a predetermined height L1 and the jacks 10 of the pillars Pa are extended by the jack controller 20. For example, as shown in FIG. 7B, when the stacked body of the blocks 70 is suspended on the cut surface of each pillar Pa and the upper part of the jack is replaced, one pillar Pa on the jack interposing floor Fv, for example, a jack. 10 is lowered slightly (for example, about 50 mm), and the laminate is lifted from the jack to remove or suspend the lowermost layer block (block just above the jack) 70 to extend the jack 10 in order (FIG. 7C). reference). Alternatively, a cycle in which the lowermost block 70 of a plurality of pillars Pa that can be cut at the same time is collectively removed or suspended and the jacks 10 of the pillars Pa are simultaneously extended may be sequentially repeated. In the flowchart of FIG. 6, based on the cutting groups R1 to Rn classified in step S003, the bottom layer blocks of the plurality of pillars Pa are simultaneously removed for each cutting group R1 to Rn in step S005, and the cutting groups R1 to Rn are respectively removed. The jack 10 of the column Pa is simultaneously extended. As described above, the extension step time can be shortened by simultaneously extending the jacks 10 of the plurality of pillars Pa. Details thereof will be described later (see Example 1).

The extension height L1 (extension / contraction stroke length of the jack 10) per extension in the extension step S005 can be arbitrarily selected within the range of the hierarchical height L (see FIG. 7B) of the dismantled building 2a. However, since it is necessary to increase the jack 10 itself as the stroke increases, for example, it is preferable to set the height L of the demolished building 2a to about 1/4 to 1/6 (for example, about 600 to 900 mm). When each pillar Pa of the demolished building 2a has a steel structure (S structure), it can be cut in a relatively short time by using a cutting device 30 such as a fusing device, so each time the jack 10 is extended in the extension step S005. It is also possible to repeat the cutting operation of the pillar Pa in small increments. However, when each column Pa has a reinforced concrete structure (RC structure), it is necessary to cut it with a cutting device 30 such as a wire saw, and the work of cutting the column Pa of the steel reinforced concrete structure (SRC structure) including the steel core is performed. Takes more time. Furthermore, since a large amount of sewage is generated when the RC and SRC pillars Pa are cut, sewage treatment and the like are also required. According to the method of replacing the upper part of the jack with a laminated body of a plurality of blocks 70 as shown in FIG. 7, it is possible to save labor and cutting work of the column Pa that requires sewage treatment in the extension step S005. Regardless of the structure type such as SRC construction, the number of cutting operations can be minimized and the dismantling work period can be shortened. In the future, application of the concrete-filled steel pipe method (CFT construction) to the dismantling of the structure 1 can also be expected.

Step S006 in FIG. 6 shows a contraction step in which the jacks 10 of the pillars Pa of the jack interposing floor Fv are simultaneously contracted while being maintained in equilibrium by the jack control device 20, as shown in FIG. 8B. The load transmitting beam 40 that comes into contact with the upper floor 3 of the jack descending when the jack 10 contracts is temporarily pulled out from the dismantled building 2a to the adjacent building 2b as shown in the figure, and as shown in FIG. It replaces with jack upper pillar Pa after contraction , ie, it engages with jack upper pillar Pa of demolished building 2a after descent so that sliding and horizontal force transmission are possible . As described above, even when any one of the load transmission beams 40 is pulled out, the other load transmission beams 40 are bridged between the dismantled building 2a and the adjacent building 2b, thereby dismantling in the contraction step S006. The jack upper floor Fj (j> v) of the building 2 a can be gradually lowered while being engaged with any of the load transmission beams 40. As shown in FIG. 1, the outer wall 7 and the like of the demolished building 2a that may be an obstacle when the jack F floor is lowered is previously demolished or removed by a demolishing device 8 provided on the roof of the adjacent building 2b, for example. Can do.

In step S007 of FIG. 6, it is determined whether or not each floor Fj (j> d) above the jack of the dismantled building 2a has been lowered to a height suitable for dismantling. If not, the process returns to step S005, and the above-described expansion is performed. By repeating step S005 and contraction step S006, as shown in FIG. 8C, the upper floors Fj (j> d) above the jack are lowered by a height suitable for dismantling (for example, the floor height L of the building 2a). . FIGS. 9A to 9J show that when the floor height L of the building 2a is 3375 mm, the expansion stroke length L1 = 675 mm (= 3375 mm × 1/5) jack 10 is used, and the extension steps S005 and A demolition method in which the floor height L is lowered by repeating the contraction step S006 five times is shown. If it is determined in step S007 that the jack upper floor Fj has been lowered by the floor height L, the process proceeds to the dismantling step S008 (see FIG. 9K).

In the flowchart of FIG. 6 in which the dismantling work floor Fd is provided on the floor F (v + 1) immediately above the jack interposing floor Fv, the housing other than the pillar Pa of the jack upper floor Fj (j> d) lowered in step S008 is dismantling work floor. Dismantle sequentially with Fd. For example, as shown in FIGS. 2 and 8C, the demolishing device 9 is entered from the adjacent building 2b to the demolishing work floor Fd (the second floor F2 in the illustrated example) of the demolishing building 2a, and the floor of the lowered floor Fj is lowered. 3 and wall 4 are dismantled. The interior, equipment, asbestos, etc. of each floor Fj lowered in step S008 can be removed or removed at the same time. However, in the dismantling method of the present invention, the removal / removal processing of the interior, equipment, asbestos, etc. is performed with the dismantling work floor Fd. It is also possible to carry out at a different upper floor F (d + 1) (for example, the third floor 3F or the fourth floor 4F). For example, in parallel with the dismantling work of the floor Fj descended to the dismantling work floor Fd, the upper floor F (j + 1) Can remove and remove interior, equipment, asbestos, etc.

After the dismantling of the jack upper floor Fj is completed in step S008 in FIG. 6, the process proceeds to step S009, and whether or not the dismantled building 2a has been dismantled until it is below the same level as the adjacent building 2b (seventh floor F7 in the illustrated example). Judging. If it is not demolished to the same level as the adjacent building 2b, the process advances to step S012 via steps S010 to S011, and each pillar Pa of the jack interposing floor Fv of the demolished building 2a as shown in FIG. 9 (K). The upper part of the jack of (P11 to P64 in FIG. 2) is cut, and the upper part of the cut jack is replaced with a laminated body of a plurality of blocks 70 having a predetermined height L1 as shown in FIG. FIG. 9 (L) shows that the state returns to the same state as FIG. 9 (A), and then returns to step S005 and repeats the expansion step S005 and the contraction step S006 described above (FIG. 9 (A). ) To (J)), and further lower each floor F (j + 1) by lowering the floor height L and sequentially dismantling (see FIG. 9K). In the flowchart of FIG. 9, every time the extension step S005 and the contraction step S006 are repeated five times, a dismantling step S008 and a column cutting step S012 are provided, and each floor Fj above the jack lowered as shown in FIG. Dismantle sequentially for each layer with Fd.

In the column cutting step of step S012, as in the case of the jack insertion step S004, for example, each column Pa of the jack insertion floor Fv can be suspended and cut by cutting. If the pillars Pa are suspended and cut one by one, the supporting load of the pillars Pa to be cut can be borne and supported by the other pillars Pa, and the demolished building 2a being dismantled can be maintained in a structurally stable state. . In the flowchart of FIG. 6, based on the cutting groups R1 to Rn classified in step S003, the upper portions of the jacks of the plurality of pillars Pa are collectively suspended and cut in step S012 for each of the cutting groups R1 to Rn. As described above, the column cutting step can be rapidly advanced by simultaneously cutting a plurality of columns Pa for each of the cutting groups R1 to Rn, details of which will be described later (see Example 1).

In addition, steps S010 to S011 in FIG. 6 are performed before cutting the upper portion of the jack of each pillar Pa of the jack interposing floor Fv when each pillar Pa of the demolished building 2a is divided into cutting groups R1 to Rn. The process which updates the cutting | disconnection group R about the pillar Pa of the jack interposition floor Fv as needed is shown. When a part of the pillar Pa is thinned out on the floor F (j + 1) immediately above the demolished descending floor Fj, the jack 10 of the thinned pillar Pa is removed, and the remaining upper part of the jack of the pillar Pa is cut. While cutting for every group R1-Rn, a cut part is replaced with the laminated body of the some block 70 of predetermined height L1. Details of the update processing of the cutting group R in steps S010 to S011 will be described later (see Example 1).

In step S009 of FIG. 6, when the dismantling of the dismantled building 2a is completed to the same height or less as the adjacent building 2b, the process proceeds to step S013, and the remaining part of the dismantled building 2a (the portion below the same level as the adjacent building 2b) ) Is dismantled integrally or separately from the adjacent building 2b, for example, by a conventional method of dismantling from an upper floor. The dismantling method of the present invention sequentially disassembles each floor Fj (j> v) above the jack of the dismantling building 2a while being engaged with the load transmitting beam 40. Therefore, when an earthquake or wind load is applied to the dismantling building 2a. A horizontal load can be transmitted to the lower layer 2 by the load transmission beam 40 and escaped, and the demolished building 2a can be maintained in a structurally stable state even during an earthquake or wind load. In addition, since the horizontal force applied to the jack interposing floor Fv of the demolished building 2a can be suppressed to prevent buckling of the column Pa and damage to the jack 10 interposed in the column Pa, the earthquake resistance sufficient for the demolished building 2a. -Wind resistance can be maintained.

Thus, the object of the present invention is to provide “a jackdown type demolition construction method and load transfer structure for demolition of a multi-layered building capable of maintaining a structurally stable structure during a demolition and a wind load”. it can.

Step S003 in the flow chart of FIG. 6 shows that the adjacent column group Q to which the load is transmitted through the floor 3 at the time of column cutting is performed for all the columns Pa (P11 to P64 in FIG. 2) that bear the upper load of the demolished building 2a. The process which divides | segments into several cutting | disconnection group R1-Rn which collected the pillar Pa which does not mutually overlap is shown. The pillars Pa of the demolished building 2a are connected to each other by floor surfaces (floor beams and floorboards) 3 of the floors Fj as in the pillars P1 to P4 shown in FIG. 11A, for example. At the time of cutting Px (for example, P2), the support load of the column Px is transmitted to the adjacent columns P (x-1) and P (x + 1) (for example, P1 and P3) as an increase in load. The column P that receives the load (for example, P3) has the strength to bear the load increase to the extent that it is transmitted from the adjacent column P (for example, P2) in consideration of the allowable stress and the limit proof stress. For safety reasons, it is desirable to avoid simultaneously increasing the load of two or more adjacent pillars P (for example, P2 and P4).

For example, as shown in FIG. 11B, when all the columns Pa of the demolished building 2a are arranged at the intersections of the two directional axes (x axis, y axis) intersecting each other on the lattice plane, a specific column P When cutting (x, y) (for example, P32), the upper load supported by the column P before the cutting is mainly four adjacent columns P (x-1, y), P adjacent via the floor 3. (X, y-1), P (x, y + 1), and P (x + 1, y) (for example, P22, P31, P33, P42) are transmitted as load increases. Accordingly, four adjacent column groups Q (P (x−1, y), P (x, y−1) in the lattice axis direction in which the load is transmitted via the floor 3 for each column P (x, y) at each intersection. ), P (x, y + 1), P (x + 1, y)), and the columns P (for example, the shaded columns P32, P11, and P24 in FIG. 2) that do not overlap with each other are grouped as groups. Then, even if the plurality of pillars P in the group are cut simultaneously, the load is not simultaneously transmitted from the plurality of pillars P to any other pillars P (columns other than the group). It is possible to avoid a structurally unstable state by supporting the upper load of a high-rise building with the pillar P.

In FIG. 11B, the adjacent column group Q32 of the column P32 includes four columns P22, P31, P33, and P42, and the adjacent column group Q23 of the column P23 includes 4 of P13, P22, P24, and P33. Includes a book pillar. However, the adjacent four intersections of each column Pxy include intersections where no column exists, and the adjacent column group Q of the columns P on the outer peripheral portion of the demolished building 2a includes only three or two columns. For example, the adjacent column group Q12 of the column P12 includes only three columns P11, P22, and P13, and the adjacent column group Q11 of the column P11 includes only two columns P21 and P12.

As can be seen from FIG. 11 (B), since the adjacent column group Q32 and the adjacent column group Q23 are partially overlapped with the columns P (P22 and P33), the column P32 and the column P23 are defined as the same cutting group R. I can't. On the other hand, there is no overlapping column P between the adjacent column group Q32 and the adjacent column group Q11, and there is no overlapping column P between the adjacent column group Q32 and the adjacent column group Q24. Since there is no overlapping column P between the adjacent column group Q11 and the adjacent column group Q24, these columns P32, P11, and P24 can be the same cutting group R. However, the method of classifying each column shown in the figure into the cutting group R is not one way. Similarly, by examining the column Pxy in which the adjacent column group Qxy does not have a mutually overlapping column Pxy, for example, FIG. ), The pillars P32, P13, and P44 can be classified into the same cutting group R.

In step S003 of FIG. 6, each column Pa of the demolished building 2a is divided into a plurality of cutting groups R1 by sequentially examining the overlapping of the adjacent column groups Qxy described above for each column Pxy at each intersection (x, y). Can be classified into ~ Rn. Even if the pillars Pa of the same cutting group Ri are cut at the same time, the load acting on the pillars Pa in the group R is redistributed to the pillars Pa of other adjacent groups R via the upper floor 3. Therefore, the demolished building 2a being demolished can be maintained in a structurally stable state. The group consisting of only one pillar Pa is combined with the cutting group R. However, in order to shorten the dismantling period, it is effective to reduce the number of cutting groups Ri as much as possible, including a plurality of columns Pa in which the adjacent column groups Qxy do not overlap each other in each cutting group Ri.

The flowchart of FIG.11 (D) and FIG. 12 shows an example of the method of classifying each pillar Pa of the demolition building 2a into five cutting groups R1-R5. In step S101 of FIG. 12, as shown in FIG. 11D, first, all intersection points (x, y) on the lattice plane where the pillars Pa of the dismantled building 2a are arranged are intersection points of Keima flying positional relationship. Assign four adjacent intersections (x-1, y), (x, y-1), (x, y + 1), (x + 1, y) in the biaxial direction for each (for example, P11, P32, P24, P53, P61) By dividing, it is divided in units of 5 intersections. Each 5-intersection unit consists of three adjacent intersections in one axis direction (for example, P52, P53, P54) and two intersection points in the other axis direction (for example, P43, P63) adjacent to the central intersection (P53). Next, in steps S102 to S105, intersection columns (for example, P11, P32, P24, P53, and P61) at corresponding positions are collected from each of the divided five intersection units to form the same cutting group R1. Further, steps S102 to S105 are repeated while incrementing the group number i one by one, and by collecting the pillars of intersections at corresponding positions different from the previous one from each of the five intersection units, the demolished building 2a as shown in FIG. Can be classified into five cutting groups R1 to R5. In the illustrated example, the classification of 24 columns P11 to 64 of 6 rows and 4 columns is shown. However, the flowchart of FIG. 12 is applicable to columns P having an arbitrary number of matrices.

Moreover, the flowchart of FIG.11 (E) and FIG. 13 shows an example of the method of classifying each pillar Pa of the demolished building 2a into the cutting groups R1 to R6 each including four pillars Pa. In the classification of FIG. 11D, the number of columns Pa belonging to a plurality of cutting groups R1 to Rn is different for each group, but in order to improve the column cutting efficiency for each cutting group R1 to Rn, It is desirable to include the same number of columns Pa in each of the cutting groups R1 to Rn so that the same number of cutting devices R1 to Rn can also cut the columns Pa in the group with the same number of cutting devices 30 (see FIG. 7A). In step S201 of FIG. 13, as shown in FIG. 11E, first, k rows and 4 columns are extracted from all intersection points (x, y) of the lattice plane on which the pillars Pa of the demolished building 2a are arranged. 11E shows the classification of 24 columns P11 to 64 of 6 rows and 4 columns, the flowchart of FIG. 13 is applicable to an arrangement with an arbitrary number k of rows, and the number of Z columns is The present invention can also be applied to arrangements such as 8 rows and 12 rows.

In steps S202 to S205 in FIG. 13, a column P (for example, P11) of i rows and 1 column and (i-2) rows 2 columns and (i + 1) rows 3 columns that are in a positional relationship with respect to the columns P Of the two pillars P (for example, P52, P23) and (i-1) one pillar P (for example, P64) in row 4 columns that are in a positional relationship with the two pillars P. Collect the four pillars into the same cutting group Ri. Alternatively, two columns P (for example, P32 and P63) of (i + 2) rows and 2 columns and (i-1) rows and 3 columns, which are in a positional relationship with Keima jumping, with respect to the column P (for example, P11) of i rows and 1 column. ) And (i + 1) one column P (for example, P24) in four rows and four columns that are in a positional relationship with Keima jumping with respect to the two columns P. Good. In this case, when the line coordinate x of the intersection (x, y) in the positional relationship of Keikei jump is larger than k (x> k), the column of the intersection (x−k, y) obtained by subtracting k from the line x. If P is collected and the row coordinate x of the intersection (x, y) is smaller than 0 (x <0), the column P of the intersection (x + k, y) obtained by adding k to the row x is collected. Furthermore, by repeating steps S202 to S205 while raising the group number i one by one, each pillar Pa of the dismantled building 2a includes a plurality of pillars P each including four pillars P as shown in FIG. It can be classified into cutting groups R1 to R6.

If each pillar Pa of the demolished building 2a is classified into a plurality of cutting groups R1 to Rn in step S003, the jacks Pa in the group are simultaneously provided for each cutting group R1 to Rn in the jack insertion step S004 of FIG. By cutting and interposing the jack 10, the cutting work of each pillar Pa can be rapidly advanced to shorten the dismantling work period. For example, in step S004, while supporting the upper load of the demolished building 2a with the pillars P other than the specific cutting group Ri, as shown in FIG. 7A, the pillars Pa in the specific cutting group Ri are simultaneously set. The initial height L0 is cut, and the jacks 10 are respectively inserted in the cut portions of the pillars Pa as shown in FIG. By repeating this jack interposing step for each cutting group Ri by the number of groups, the jacks 10 can be interposed in all the pillars Pa of the dismantled building 2a. Moreover, if each pillar Pa of the demolished building 2a is classified into a plurality of cutting groups R1 to Rn, it is possible to speed up the column cutting work in the jack cutting step S012 as well as the jack insertion step S004. it can.

Furthermore, if each pillar Pa of the demolished building 2a is classified into a plurality of cutting groups R1 to Rn, the jack extension step S005 in FIG. 6 can be speeded up. The jack control device 20 shown in FIG. 7 (E) described above stores each cutting group R1 to Rn that belongs to each cutting group R1 to Rn for each pillar Pa of the demolished building 2a, and each cutting group R1 to Rn. The extension step means 23 for extending the jacks 10 of all the pillars Pa by repeating the cycle of extending the jacks 10 of each pillar Pa in the group at the same time, and the contraction step means 24 for simultaneously shrinking the jacks 10 of each pillar Pa. doing. Moreover, the jack control apparatus 20 of the example of illustration has the pillar grouping means 22 which classify | categorizes each pillar Pa of the demolition building 2a into several cutting group R1-Rn according to the flowchart of FIG. 12 or FIG. 13 mentioned above, for example, The column Pa belonging to each of the cutting groups R1 to Rn obtained by the column grouping unit 22 in step S003 is stored in the storage unit 21.

For example, in step S005 of FIG. 6, the extension step means 23 of the jack control device 20 supports the upper load of the dismantled building 2a with the jack 10 of the pillar Pa other than the specific cutting group Ri, while FIG. As shown in the figure, the jacks 10 in the cutting group Ri are slightly lowered (for example, about 50 mm), and then the lowermost layer block (the block directly above the jacks) 70 of each column Pa is removed or suspended. As shown, the jack 10 of each pillar Pa is extended by a predetermined height L1. In this way, by repeating the jack extension step S005 for each cutting group Ri by the number of groups, the jacks 10 of all the pillars Pa of the demolished building 2a are each extended by a predetermined height L1.

Note that steps S010 to 011 in FIG. 6 dismantle the immediately upper floor F (j + 1) when a part of the column Pa of the floor F (j + 1) directly above the descending floor Fj dismantled in the dismantling step S008 is thinned out. Before, the process which updates the cutting | disconnection group R about the pillar Pa which the directly upper floor F (j + 1) remained is shown as needed. In step S010, it is determined whether or not it is necessary to change the cutting group R of the remaining pillar Pa on the immediately upper floor F (j + 1). If it is determined that it is necessary to change, the jack control device is determined in step S011. The 20 column grouping means 22 redivides all the remaining columns Pa of the immediately upper floor F (j + 1) into new cutting groups R1 to Rn ′. It progresses to step S012 after updating to new cutting group R1-Rn ', cuts the jack upper part of each pillar Pa of demolition building 2a for every updated cutting group R1-Rn, and makes a cutting | disconnection part predetermined height L1. Are replaced with a stack of a plurality of blocks 70. According to the flowchart of FIG. 6, it is also possible to update the cutting group R by the pillar grouping means 22 of the jack control device 20 for each floor Fj of the building 2a to be demolished.

FIG. 10 shows another embodiment of the block laminated on the upper part of the jack 10 by the dismantling method of the present invention. In this embodiment, in the jack installation step S004 of FIG. 6, first, as shown in FIG. 6A, each column Pa of the jack installation floor Fv of the dismantled building 2a is moved from the floor surface 3 to the floor surface of the upper floor Fd. 3 is cut to a position directly below 3, and the jack 10 is interposed at the lower end of the cutting portion of each pillar Pa, and the hollow cylinder having a predetermined diameter is enclosed so as to enclose the jack 10 around the lower end of each pillar Pa of the jack interposing floor Fv. A base 72 is provided. Next, as shown in FIG. 4B, a plurality of layers (5 layers in the illustrated example) are stacked on the cylindrical base 72 up to the cut upper end surface of each column Pa with a hollow cylindrical block 73 having the same diameter and a predetermined height L1. The upper part of the jack is replaced with a laminated body of a plurality of cylindrical blocks 73. The top of the laminate is brought into contact with the cut surface of each column Pa via an adjusting member 17 such as a backing plate. The cylindrical base 72 and the cylindrical block 73 each have strength and proof strength to support the upper load, and can be stacked by being releasably joined with, for example, a bolt or the like. The predetermined height L1 of the cylindrical base 72 and the cylindrical block 73 is the same height as the expansion / contraction stroke length L1 of the jack 10 or a height of an integral number thereof, like the block 70 of FIGS. However, the height can be appropriately selected within the range of the expansion / contraction stroke length L1 of the jack 10, and the height L1 may be different for each block 73 according to the expansion / contraction stroke length L1.

The cylindrical block 73 in the illustrated example is formed by attaching a plurality of separable cylindrical pieces 73a and 73b to each other with bolts or the like as shown in FIGS. Each cylindrical piece 73a, 73b is formed with an insertion hole 74 aligned in the diameter direction. In the illustrated example, the cylindrical block 73 is configured by a pair of halved cylindrical pieces 73a and 73b. However, the number of divisions of the cylindrical piece is not limited to the illustrated example, and the cylindrical block 73 has three or more cylindrical shapes. You may comprise by a piece. Moreover, although the figure (M) cuts off the peripheral part of the upper end and lower end of each cylindrical piece 73a, 73b partially, and has provided the insertion hole 74, as shown to the figure (N), each cylindrical piece 73a. , 73b may be provided as through holes 74 provided as appropriate in the peripheral wall.

As shown in FIG. 10 (C), in the jack extension step S005 of FIG. 6, the locking tool 75 is removably inserted into the insertion hole 74 between the lowermost layer block 73 and the upper layer block 73 of each pillar Pa. The jack 10 is extended and the upper layer block 73 is pushed up to divide and remove the lowermost layer block 73 into a plurality of cylindrical pieces 73a and 73b. For example, a jack rod 75 is inserted into the insertion hole 74 (see FIG. 10 (M)) formed between the upper end of the lowermost block 73 and the lower end of the upper block 73, and the jack 75 is passed through the cross beam. 10 and the lower layer block 73 is removed while the upper layer block 73 is pushed up by the locking member 75. In FIG. 10C, since the jack 10 can be extended while supporting the upper load of each column Pa with the jack 10 and the cylindrical block 73, the support load of each column Pa is transferred to the other column Pa when the jack is extended. It is not necessary to bear, and after inserting the locking tool 75 into the insertion hole 74 between the lowermost layer block 73 of all the pillars Pa and the upper layer block 73 of the jack interposing floor Fv, The jack 10 can be extended at the same time.

In the flowchart of FIG. 10, the cylindrical block 73 does not need to be stacked on the base 72 in a state where the jack 10 is contracted as shown in FIG. 10B, and the jack 10 is extended as shown in FIG. You may pile up in the state made to do. In that case, the jack 10 is extended in advance in FIG. 5A, and a locking tool 75 is installed on the jack 10, and the locking tool 75 is locked and a plurality of the locking tools 75 as shown in FIG. It suffices to stack the cylindrical blocks 73 of layers (four layers in the illustrated example), and the figure (B) can be omitted in the flowchart of FIG.

Next, as shown in FIG. 10 (D), in the jack contraction step S006 of FIG. 6, the upper layer block 73 that is simultaneously compressed by the jacks 10 of the pillars Pa of the jack interposing floor Fv and pushed up by the locking tool 75 is cylindrical. The locking tool 75 is pulled out from between the upper layer block 73 and the cylindrical base 72 that are seated on the base 72. FIGS. 10E to 10L show a process of lowering the jack upper floor Fj (j> d) of the dismantled building 2a by a predetermined height L1 by repeating the jack extension step S005 and the contraction step S006 described above. In FIG. 10 (L), after lowering the jack upper floor Fj to a height suitable for dismantling, in the dismantling step S008 of FIG. 1, the housing other than the pillar Pa of the lowered jack upper floor Fj is dismantled. FIG. 10L shows that the state returns to the same state as FIG. Next, in the column cutting step S012 of FIG. 1, returning to the same figure (A) again, while cutting the jack upper part of each pillar Pa of the jack interposing floor Fv of the dismantled building 2a, as shown in the same figure (B). The upper part of the jack cut into two is replaced with a laminated body of a plurality of cylindrical blocks 73 having a predetermined height L1, and the jack extension step S005 and the contraction step S006 of FIGS. Each floor Fj above the jack 2a is sequentially dismantled for each layer.

According to the method of replacing the upper part of the jack by using a stack of cylindrical blocks 73 that can be divided as shown in FIG. 10, while supporting the upper load with the jacks 10 of all the pillars Pa of the demolished building 2a, Since the jack 10 of the column Pa can be extended and contracted at the same time, the dismantling work of the dismantling building 2a can be advanced extremely efficiently regardless of the structure type such as S structure, RC structure, SRC structure, CFT structure, etc. Can be achieved. The cylindrical block 73 can be mass-produced, and it is easy to adjust the predetermined height L1 of the cylindrical block 73 according to the hierarchical height L of the structure 1 to be dismantled. If the level L of the structure is large and the laminated body of the cylindrical blocks 73 may fall over in the jack extension step S005 or the contraction step S006, each column Pa of the jack interposing floor Fv is necessary. It is also possible to easily support the laminated body of the cylindrical blocks 73 by providing a radial diagonal member (not shown) around the periphery.

DESCRIPTION OF SYMBOLS 1 ... Setback multilayer building 2a ... Demolition building 2b ... Adjacent building 3 ... Floor (floor beam or floor board)
DESCRIPTION OF SYMBOLS 4 ... Wall 5 ... Separation space | gap 6 ... Construction elevator 7 ... Outer wall 8 ... Dismantling apparatus 9 ... Dismantling apparatus 10 ... Jack 11 ... Anchor plate 11a ... Anchor bolt 12 ... Ram (or piston)
14 ... Ascent distance sensor 15 ... Concave washer 16 ... Spherical washer 17 ... Adjusting member (shoe)
DESCRIPTION OF SYMBOLS 18 ... Pressure converter 20 ... Jack control apparatus 21 ... Memory | storage means 22 ... Column grouping means 23 ... Expansion | extension step means 24 ... Shrinkage step means 25 ... Control relay apparatus 26 ... Hydraulic pump unit 27 ... Hydraulic relay apparatus 28 ... Control cable 28a ... optical fiber cable 28b ... sensor cable 28c ... hydraulic control cable 29a ... hydraulic transmission cable 29b ... hydraulic supply cable 30 ... pillar cutting device 31 ... pillar drilling device 32 ... support member (wall pillar) 33 ... pillar guide 34 ... restraint ( Push bolt type restraint)
DESCRIPTION OF SYMBOLS 40 ... Load transmission beam 41, 42 ... Beam material 43, 44 ... Engagement material 45 ... Binding material 46 ... Bracket 50 ... Gap closing mechanism 51 ... Wedge material 52 ... Holding device 52a ... Vertical holding member 52b ... Horizontal holding member 53 ... Hanging rope (chain)
54 ... Fitting plate 55 ... Release device 56 ... Locking pin 57 ... Link mechanism 58 ... Elastic deformation member 59 ... Sliding material 60 ... Gap adjusting plate 61 ... Opening 62 ... Insole plate 63 ... Emergency stop device 64 ... Shock absorber 65 ... Early earthquake warning receiver 66 ... Manual switch 70 ... Block 71 ... Joint 72 ... Cylindrical base 73 ... Hollow cylindrical block 74 ... Insertion hole 75 ... Locking tool B ... Foundation part d ... Drilling gap F ... Floor Fv… jack floor (specific lower floor)
Fd ... Demolition work floor G ... Ground L ... Cutting height P ... Column Pa ... Column of demolished building Pb ... Column of adjacent building Q ... Adjacent column group R ... Cutting group S ... Gap

Claims (13)

In order to dismantle one of the adjacent multi-layer buildings, a jack is installed on each pillar of the specific lower floor of one dismantled building, and one end is joined to the upper floor of the jack of the other adjacent building each of said demolition building the demolition buildings jack upper column to slidably and horizontal force caused transmittable engaged in projecting horizontally to the other end of the load transmission beams, the jack directly above each pillar of the demolition building The load transmission beam that conflicts with the floor surface of each floor above the jack that descends at the same time is repeatedly applied to the adjacent building. engaging the jack upper floor of the demolition building by Rukoto the slidable in the jack above pillars of demolition building allowed and horizontal force transmittable engaged after drop withdrawn in any of the load transmission beams Allowed while lowering, demolishing method neighboring multilayer building a skeleton other than lowering the floor of the pillars of the demolition building formed by sequentially dismantled jack KaiSokai. The dismantling method according to claim 1, wherein the adjacent multi-layered building has a high-rise part set back with respect to the low-rise part, and is formed as a multi-layered building in which each level of the low-rise part is separated from the same hierarchy of the high-rise part. Building demolition method. The dismantling method of the adjacent multi-layered building according to claim 1, wherein the adjacent multi-layered building is a multi-layered building that is structurally divided and joined by an expansion joint. In any of the dismantling method of claims 1 to 3, wherein each load transfer beam, wherein a pair of demolition building parallel beam members to sandwich the jack upper column of the dismantled bridged between the beam members pairs An adjacent multi-layer comprising a jack upper column engaged in a frame surrounded by the beam material pair and the engagement material pair, including a pair of engagement materials opposed to the jack upper column of the building via a gap. Building demolition method. 5. The demolition method according to claim 4, wherein a gap closing mechanism is provided in a gap between the upper column of the jack of the demolition building and the engaging member to close the gap when the upper column of the jack swings. Construction method. The dismantling method according to any one of claims 1 to 5, wherein a dismantling work floor in which a floor surface is separated from each pillar is provided on a floor directly above a jack interposing floor of the dismantling building, and each floor where the dismantling building descends is provided. Demolition method of adjacent multi-layered buildings that are sequentially demolished on the demolishing work floor instead of the jack interposition floor. The dismantling method according to any one of claims 1 to 6, wherein at the time of jacking the dismantled building , each pillar of the jacking floor is cut from the floor surface to a position immediately below the floor immediately above and the jack is interposed at the same time. Replace the upper part with a stack of multiple blocks of a predetermined height, and when dismantling each floor where the demolished building descends, cut the jack upper part of each pillar of the jack interposing floor to the position directly below the floor level. It is replaced with a laminated body of multiple blocks, and the lower layer block of each pillar is removed when descending each floor above the jack of the demolished building, and the extension step for extending the jack and the contraction step for simultaneously shrinking the jack of each pillar are repeated. Deconstruction method of adjacent multi-layered building. In order to dismantle one of the adjacent multi-layer buildings, jacks are provided on each pillar of a specific lower floor of one dismantled building, and the jacks on each pillar are removed to extend the jacks. One end is connected to the jack interfacing floor that sequentially dismantles the frame other than the pillars on each floor above the jack that descends by repeating the extension step and the contraction step that simultaneously shrinks the jack of each pillar, and the jack upper floor of the other adjacent building. comprising a plurality of load transmission beams to provided and the other end engaged respectively the demountable and horizontal force transmittable engaged sliding the jack above pillars of the demolition building projects horizontally into the building Te, jack upwards to the drop temporarily the neighboring building to pull out slidable in the jack above pillars of the demolition building after lowering and horizontal force transmittable engaged load transmission beams to interfere with each floor of the floor Disassembling load transmitting structure of the dismantling jack upper floors of the building is lowered while engaged in any of the load transmission beams formed by adjacent multilayered building by Rukoto is. The load transmission structure according to claim 8, wherein the adjacent multi-layered building has a high-rise part set back with respect to the low-rise part, and is adjacent as a multi-layered building in which each level of the low-rise part is separated from the same hierarchy of the high-rise part. Load transmission structure for dismantling multi-layer buildings. 9. The load transmission structure according to claim 8, wherein the adjacent multi-layered building is a multi-layered building that is structurally divided and joined by an expansion joint. In any of the load transfer structure of claim 8 10, wherein each load transfer beam, said demolition buildings jack upper pillar pairs of parallel beam members sandwiching the and bridged between the beam members to said Adjacent to the upper column of the jack of the demolished building, including the pair of engaging members opposed to each other through a gap, and the upper column of the jack engaged in a frame surrounded by the pair of beam members and the engaging member pair. Load transmission structure for dismantling multi-layer buildings. 12. The load transmission structure according to claim 11, wherein a gap closing mechanism is provided in a gap between the upper column of the jack of the dismantled building and the engaging member to close the gap when the upper column of the jack swings. Load transmission structure for dismantling. The load transmission structure according to any one of claims 8 to 12, wherein a dismantling work floor in which a floor surface is separated from each pillar is provided on a floor directly above a jack interposition floor of the dismantling building, and the jack in which the dismantling building descends is provided. A load transmission structure for dismantling of an adjacent multi-layered building, in which upper floors are sequentially dismantled on the dismantling work floor instead of the jack interposing floor

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