JP5590902B2 - Anti-floating structure for multi-layer buildings - Google Patents

Description

  The present invention relates to a structure for preventing a multi-layered building from rising, and more particularly, to a structure for preventing a multi-layered building from rising from a lower part of each pillar separated from a foundation.

  When demolishing a multi-layered building, conventionally, a construction method is generally employed in which the frame and concrete are sequentially crushed or cut from the upper floor to the lower floor in the reverse order of construction. However, in the method of dismantling from the upper floor, it is necessary to first install a dismantling device (small heavy machinery, etc.) on the top floor and then move it to the lower floor in accordance with the dismantling. In order to prevent the diffusion and scattering of stepping stones and dust, it is also necessary to install a temporary curing covering the entire building prior to the demolition work, and these work increase the construction period and costs. . On the other hand, a jack is installed at the bottom of each pillar of a multi-layered building, and the building is gradually demolished from the lower floor to the upper floor while the building is gradually lowered (jacked down) by the jack (hereinafter referred to as the jack down construction method). Have been developed) (see Patent Documents 1 to 3).

  FIG. 9 shows an example of the procedure for dismantling the multi-layered building by the jack-down method. First, the lower part of all the pillars P which bear the upper load of the specific lower floor of the multi-layered building 1 (the ground floor F1 in the illustrated example) is separated from the base part B and the jack 6 is interposed, and the jack interposed floor F1 is installed. The dismantling device 5 is entered to dismantle and remove the frames and concrete (walls, etc.) other than the pillars ((A) in the figure). Next, a contraction step for simultaneously shrinking the jacks 6 of all the pillars P, and an extension step for extending the jacks 6 by sequentially suspending and directly lifting the jacks 6 of the pillars P while sharing the load among the pillars P are repeated. As a result, each level connected to the pillar above the jack is gradually lowered ((B) in the figure). After lowering each level above the jack by one level, the demolishing device 5 is entered into the lowered upper floor (second floor F2 in the example shown) to dismantle the frame and concrete (floor beams or floorboards, walls, etc.) other than the pillars. Remove (Figure (D)). FIG. 9 (E) shows that after the upper hierarchy is dismantled, the state returns to the same state as in FIG. 9 (A), and the lowering step (the same figure (B)) of each hierarchy above the jack described above. By repeating the dismantling step ((D) in the figure) in the same manner, it is possible to sequentially dismantle each of the third and higher floors ((F) in the figure).

  According to the jack-down method of FIG. 9, the labor for moving the dismantling apparatus 5 to the upper floor can be saved, and the entire dismantling work of the multilayer building 1 can be performed on the ground. In addition, the impact on the surroundings due to work at high places can be suppressed to a small extent, and scattering of flying stones, dust, etc. to the surroundings can be effectively prevented by a simple curing temporary construction that covers only the lower floors. Moreover, dismantling work can proceed at the same process speed regardless of the height of the building 1, and it can be expected that the multi-layer building 1 can be efficiently dismantled in a short construction period compared to the conventional construction method using a crane or the like. .

JP 2009-138377 Method JP 2009-138378 A Japanese Patent Application Laid-Open No. 2009-156022

  However, in the jackdown method, as shown in FIG. 9 (A), each pillar P of the multi-layer building 1 is separated from the foundation B, so that the building 1 is structurally unstable during dismantling. It is easy to be in a state. Although the unstable state that occurs when the jack 6 contracts can be expected to be reduced by interlocking control of the jack 6, etc., the horizontal load (shearing force) applied to the building 1 during an earthquake or wind load is interlocked control of the jack 6 It is difficult to suppress only by this, and if a large shear force is applied to each column P, the jack may buckle or break. Further, when the aspect ratio (height / width ratio) of the building 1 is large, when a large-scale seismic force / wind load is applied, a pulling force is generated in the pillar P such as the outer peripheral portion, and the outer peripheral portion is lifted or There is a possibility that the pillar P such as the like is twisted (eccentric) in the horizontal direction on the jack 6 and the jack is damaged.

  In order to keep the multilayer building 1 being dismantled in a structurally stable state, in the jack-down construction method of FIG. 9, a jack interposition floor (see FIG. In the illustrated example, a load transmission structure (core wall or the like) 7 having a height penetrating the ground floor F1) is provided (see FIG. 5A). When the load transmitting beam 8 is bridged along the outer surface of the load transmitting structure 7 on the peripheral pillars of the upper floor of the section (the second floor F2 in the illustrated example), when the jack 6 contracts in the descending step (FIG. 5B). Each level above the jack is gradually lowered along with the load transmission beam 8 along the outer surface of the load transmission structure 7, and a horizontal load (shearing force) applied to the upper floor is transmitted via the load transmission beam 8 and the load transmission structure 7. By transmitting to the base B and allowing it to escape, the building being demolished will have sufficient seismic and wind resistant performance against earthquakes and wind loads. Further, when the jack 6 is not contracted, the building 1 being dismantled is structurally unstable by driving a wedge or the like between the load transmission beam 8 and the load transmission structure 7 and connecting them together. To prevent it. Furthermore, before dismantling the lowered upper floor F2, by removing the load transmission beam 8 from the floor F2 and replacing it with the surrounding pillars of the section of the immediately upper floor F3 (see FIG. 3C), more than 3 floors The same seismic and wind resistant performance is ensured when dismantling each level (see (E) in the figure).

  However, in the method using the load transmission structure 7 and the load transmission beam 8 as shown in FIG. 9, the pulling force (lifting) applied to the building 1 can be suppressed even though the influence of the shearing force applied to the building 1 can be reduced. There is a problem that it is not possible to sufficiently resist (force). For example, in a multi-layer building 1 with a large aspect ratio, even if the shear force is released to the foundation part B, the building 1 swings in a pendulum shape during a large-scale earthquake or the like, and a floating load is applied to the column P at the outer periphery. There is concern about joining. In order to ensure the safety of the jack-down method, it is required to maintain the multilayer building 1 in a state that can structurally resist not only the shearing force but also the lifting force. In the method of FIG. 9, since the load transmission beam 8 and the load transmission structure 7 are coupled except when the jack 6 is contracted, the coupling is released when the jack 6 is contracted (when the building 1 is lowered). There is a problem that the contraction work of the jack 6 becomes complicated and takes time and effort. In order to take advantage of the jack-down method of efficiently dismantling a multi-layered building in a short construction period, it is important to keep the multi-layered building stable at all times without hindering the contraction of the jack.

  Therefore, an object of the present invention is to provide a structure that prevents the column from rising without interfering with the descent of the column in a multi-layered building in which each column is separated from the foundation.

  Referring to the embodiment of FIG. 1, the structure for preventing the lifting of a multi-layered building according to the present invention separates the lower part of each pillar P of the multi-layered building 1 from the foundation part B, and increases the lifting force during the earthquake of the building 1. The side surfaces of the pillars P1 and P4 to be received and the base part B or the load transmitting housing 10 connected to the base part B are opposed to each other with a predetermined gap d, and the gap d is closed when the pillar P is lifted to the facing gap d. A wedge mechanism 20 is provided to release the blockage when lowered.

  Preferably, as shown in FIG. 1D, the wedge mechanism 20 has a tapered wedge receiving member 22 fixed to the gap facing surface of the base portion B or the load transmission housing 10 and a frictional engagement between the gap facing surface of the column P. A tapered wedge member 21 that fits into the opposing gap d from below while being joined, and a holding member 23 that supports the wedge member 21 on the base B or the load transmission housing 10 and holds it under the opposing gap d. The holding member 23 can include an elastic member 24 that presses the wedge material 21 upward. Also, as shown in FIG. 4, it is desirable to provide a sliding surface 22a having a small static friction coefficient μ1 on the opposing surface of the wedge receiving member 22 or the wedge member 21.

Alternatively, as shown in FIG. 5, the wedge mechanism 20 is opposed to the tapered wedge receiving member 22 fixed to the gap facing surface of the column P and the gap facing surface of the base B or the load transmission housing 10 while frictionally engaging. A tapered wedge member 21 fitted into the gap d from above may be included. In this case, as shown in FIG. 5, the lower part of each pillar P of the multi-layer building 1 is separated from the foundation part B, and the foundation part B facing the pillars P1 and P4 receiving the lifting force during the earthquake of the building 1 or A vertical groove 14 is provided in the load transmission housing 10 connected to the base portion B, brackets 15 to be fitted into the vertical grooves 14 are attached to the pillars P, and pillars are respectively provided in opposing gaps d between both side surfaces of the vertical grooves 14 and the brackets 15. It is possible to provide a wedge mechanism 20 that closes the gap d when the P rises and releases the closure when the column P descends . Further, it is desirable to provide a sliding surface 22 a having a small static friction coefficient μ 1 on the surface of the wedge receiving member 22 or the wedge member 21 facing the gap. More preferably, as shown in FIGS. 7 and 8, the wedge mechanism 20 detects the swinging of the holding device 25 that holds the wedge material 21 so as to be dropped above the opposing gap d and the upper portion of the building 1. A seismic device 37 and a release device 27 that releases the holding of the wedge material 21 by the holding device 25 in accordance with the detection signal of the seismic device 37 are included.

  In the multilayer building 1 according to the present invention, in the multilayer building 1 in which the lower part of each pillar P is separated from the base part B, the side surfaces of the pillars P1 and P4 that receive the lifting force during the earthquake of the building 1 The base B (or the load transmission housing 10 connected to the base B) is opposed to the base gap B by a predetermined gap d, the gap d is closed when the column P is lifted to the counter gap d, and the blockage is released when the column P is lowered. Since the wedge mechanism 20 is provided, the following advantageous effects can be obtained.

(A) When no pulling force is generated in the column P, the opposing gap d between the column P and the base part B (or the load transmission housing 10 connected to the base part B) is opened by the wedge mechanism 20. Therefore, the column P can be lowered or the position of the column P can be finely adjusted without being constrained by the base portion B.
(B) When a pulling force is generated in the column P during an earthquake or a strong wind, the wedge mechanism 20 automatically closes the facing gap d between the column P and the base B, and restrains the movement of the column P. The building 1 can have a structure that can resist both shearing force and lifting force.
(C) Therefore, if the present invention is applied to the jack-down method of the multilayer building 1, the building 1 is constructed only at the time of earthquake and wind load without disturbing the descent of the building 1 (shrinkage of the jack 6). The building 1 being demolished can be maintained in a structurally safe structure even during earthquakes and strong winds.
(D) Moreover, since the wedge mechanism of the present invention can be supported by the base portion B, and the replacement work of the wedge mechanism 20 can be omitted in accordance with the lowering of the multi-layer building 1, the jack can be applied by applying the present invention. It is possible to save labor and shorten the construction period of the down construction method.
(E) Further, by providing a certain amount of play to the wedge mechanism 20 and allowing the column P to float within a predetermined range in the event of an earthquake, etc., the seismic energy transmitted to the multi-layer building 1 is reduced, and the building It can also be expected to improve the seismic performance and safety of object 1.

DESCRIPTION OF EMBODIMENTS Hereinafter, embodiments and examples for carrying out the present invention will be described with reference to the accompanying drawings.
It is explanatory drawing of one Example of the floating prevention structure of the multilayer building by this invention. It is sectional drawing of the multilayer building of FIG. It is explanatory drawing which shows the effect | action of the wedge mechanism in the lifting prevention structure of FIG. It is explanatory drawing of the tapered wedge material and the tapered wedge receiving material in the wedge mechanism of FIG. It is explanatory drawing of the other Example of the floating prevention structure of the multilayer building by this invention. It is explanatory drawing which shows the effect | action of the wedge mechanism in the lifting prevention structure of FIG. It is explanatory drawing of one Example of the wedge mechanism provided with the holding | maintenance apparatus of a wedge material, a seismic device, and the holding | release release apparatus of a wedge material. It is explanatory drawing which shows the detail of the holding | maintenance apparatus and holding | maintenance release apparatus of the wedge material of FIG. It is explanatory drawing of the conventional jackdown construction method.

  FIG. 1A shows an embodiment in which the anti-lift structure of the present invention is applied to a multilayer building 1 dismantled by the jack-down method shown in FIG. The building 1 in the illustrated example is provided with a jack 6 that supports the loads on the upper floors at the lower ends where the pillars P are cut off from the base B and the lower parts of all the pillars P1 to P4 bearing the upper load of the ground floor F1 are separated. A jack interposing floor Fv is provided. However, the cutting positions of the columns P1 to P4 in the jack-down method (the level of the jack interposing floor Fv) are not limited to the ground floor F1, and the jack interfacing floor Fv by cutting each column P of the specific lower floor of the building 1 It can be. For example, as shown in FIG. 1 (C), the jack interposition floor Fv is the basement floor B1 or the second floor F2, the third floor F3, and all the pillars P that support the upper load of the floor Fv are separated from the base section B and are jacked. It may be an intervening floor Fv.

  In addition, the building 1 in the example shown in the drawing is made of a diamond beam, a wire, and a floor beam or floor plate 3 on the floor F (v + 1) (the second floor F2 in the example shown) immediately above the jack interposing floor Fv before being dismantled by the jackdown method. A dismantling work floor F (v + 1) is provided that is separated from all the pillars P by a saw or the like and allows the disassembling device 5 (see FIG. 9) to enter the floor directly above the jack interposing floor Fv. In the descent step (see FIG. 9 (B)) of the jack-down method for contracting the jack 6 of each pillar P, the floor beam or floor plate 3 of the dismantling work floor F (v + 1) separated from each pillar P does not descend, Each level (3rd floor F3 or more in the illustrated example) coupled to each pillar P above it is lowered to the dismantling work floor F (v + 1) for dismantling (see FIG. 9D). Compared with the dismantling method of FIG. 9 in which the disassembling apparatus 5 enters the jack interposing floor Fv by making the dismantling work floor F (v + 1) different from the jack interposing floor Fv, the disassembling apparatus 5 and the jack 6 It is possible to improve the working environment of the jack interposing floor Fv while avoiding the contact of the jack and making the dismantling work safe. Further, by connecting the floor beam 3 or the base plate 3 of the dismantling work floor F (v + 1) and the foundation part B with a connecting structure 11 such as a wall column, the dismantling work floor F as a part of the load transmission housing 10a described below. It becomes possible to use the floor beam or floor plate 3 of (v + 1).

  The lift prevention structure in the illustrated example includes the side surfaces of the pillars P1 and P4 (hereinafter sometimes referred to as the lift pillars P) such as the outer peripheral portion that receives the lift force during an earthquake or wind load of the building 1. It has a load transmission housing 10 constructed by connecting to the base B so as to face each other with a predetermined gap d, and a wedge mechanism 20 disposed in the gap d. The load transmission housing 10 in the illustrated example is connected to the foundation beam B at the outer edge of the building 1 and the floor beam or floor plate 3 of the dismantling work floor F (v + 1) connected to the foundation B by the connection structure 11. It is comprised by the stand structure 12 which started. The gantry structure 12 in the illustrated example is the same height as the floor beam or the floor board 3 on the dismantling work floor F (v + 1) in the illustrated example. It is a strength structure such as S structure or RC structure that has been launched at a certain height), and has sufficient strength, strength, and toughness to be able to bear the floating load applied to the building 1 during earthquakes and wind loads. . The floor beam or floor plate 3 connected to the foundation B is opposed to the inner surface above the jack of the floating column P with a predetermined gap d, and the gantry structure 12 raised from the foundation B is positioned above the jack of the floating column P. As shown in FIG. 2, the load transmission housing 10 is disposed so as to sandwich or surround each floating column P via the gap d by facing the outer surface with a predetermined gap d. However, the configuration of the load transmission housing 10 is not limited to the illustrated example. For example, as shown in FIG. 5, the load transmission housing 10 is configured by only the gantry structure 12, and the vertical groove 14 is provided in the gantry structure 12. A bracket 15 that fits into the groove 14 may be attached to the floating column P, and the load transmission housing 10 may be arranged so that the column P is sandwiched between gaps d between the bracket 15 and both sides of the vertical groove 14.

  FIG. 2 is a horizontal sectional view of the dismantling work floor F (v + 1) of the building 1 and shows the arrangement of the wedge mechanism 20 in the facing gap d between each floating column P and the load transmission housing 10. As shown in FIG. 1 (A), the wedge mechanism 20 opens the gap d when the column P is lowered, and contracts the jack (descent of the building 1) during the lowering step of the jack-down method (see FIG. 9 (B)). However, as shown in FIG. 1B, when the column P is lifted, the gap d is closed, and the column P and the load transmission housing 10 are coupled to prevent the column P from rising. . As shown in the example, the wedge mechanisms 20 are arranged in the gaps d on both side surfaces of each floating column P, and each column P can be coupled to the load transmission housings 10 on both sides by a pair of wedge mechanisms 20. P can be reliably prevented from rising. Further, by arranging the wedge mechanism 20 on both sides of the floating column P, the column P is positioned with respect to the load transmission housing 10, and the load is applied when the jack 6 of each column P is contracted (when the building 1 is lowered). Lateral displacement and twisting of the column P with respect to the transmission housing 10 can be prevented. However, the arrangement position and the number of the wedge mechanisms 20 are not limited to the illustrated example. For example, three or more wedge mechanisms 20 may be arranged around each floating column P.

  In the illustrated example, since the floor beam or floor plate 3 on the second floor 2F of the building 1 is used as the load transmission housing 10 for preventing lifting, the frame structure 12 having the same height as the floor beam or floor plate 3 is used. Although it is constructed at the outer edge of the building 1, the gantry structure 12 is not essential for the lifting prevention structure of the present invention. For example, as shown in FIG. 1 (C), when the jack interposition floor Fv of the building 1 is provided in the basement floor B1, the foundation B of the building 1 can be used as it is as the load transmission housing 10. The gantry structure 12 can be omitted.

  FIG. 1D shows an example of the wedge mechanism 20 disposed in the gap d between the floating column P and the load transmission structure 10. The wedge mechanism 20 in the illustrated example is fitted into the opposing gap d from below while frictionally engaging the tapered wedge receiving material 22 fixed to the gap facing surface of the load transmission housing 10 and the gap facing surface of the floating column P. And a tapered wedge member 21. The load transmission housing 10 has a holding member (L-shaped bracket or the like) 23 that supports one end of the load transmission housing 10 and projects the other end below the facing gap d to hold the wedge material 21. 21 is supported by the load transmission housing 10 and held upward at a predetermined holding position below the gap d. The holding member 23 allows the wedge material 21 frictionally engaged with the side surface of the pillar P to rise following the rise of the pillar P (at the time of lifting), but resists frictional force when the pillar P is lowered. Then, the following movement is prevented by holding the wedge material 21.

  As shown in FIG. 3A, in a normal time when the pulling force is not generated in the floating column P, the wedge member 21 is held by the holding member 23 at a holding position below the gap that does not close the gap d. When the building 6 is lowered by contracting the jack 6 of the pillar P, as shown in FIG. 3B, the wedge 21 is pulled out of the gap d by frictional engagement with the pillar P (downward direction). Since force is applied, the building 1 can be smoothly lowered while holding the wedge material 21 in the holding position. On the contrary, as shown in FIG. 3C, when a pulling force is generated in the pillar P during an earthquake or a strong wind, the direction in which the wedge material 21 is fitted into the gap d by frictional engagement with the pillar P ( Force in the upward direction) is applied, the wedge material 21 in the holding position is engaged with the gap d between the wedge receiving material 22 and the column P and the load transmission housing 10 are coupled, and the pulling force is based on the load transmission housing 10. It is transmitted to the part B and escaped, and the displacement of the column P is restrained to prevent lifting.

  Preferably, the holding member 23 is provided with an elastic member 24 such as a spring, rubber, etc., and the lower end of the elastic member 24 is fixed to the holding member 23, and the wedge member 21 is attached to the upper end and pressed upward, so that FIG. At the normal time shown in A), the wedge member 21 is pushed up from the holding position by the pressing force of the elastic member 24 and is loosely fitted in the gap d with the wedge receiving member 22. In this case as well, when the jack 6 of the floating column P in FIG. By letting out to the holding position, the restraint between the column P and the load transmission structure 10 can be released, and the building 1 can be smoothly lowered by its own weight. In addition, after the contraction of the jack 6 is finished, the wedge member 21 can be pushed upward by the repulsive force of the compressed elastic member 24 to recover and return to the normal state of FIG. Further, when a pulling force is generated in the column P during an earthquake or a strong wind, the elastic member 24 is stretched by the frictional force with the column P as in the case described above with reference to FIG. The material 21 is entrapped in the gap d between the wedge receiving material 22 and the column P and the load transmission housing 10 are coupled, so that the displacement of the column P can be restrained to prevent the lifting. By including the elastic member 24 in the holding member 23, the gap d can be released only during the descent while substantially closing the gap d except when the column P is lowered. It can be expected to improve wind resistance.

  More preferably, as shown in FIG. 4A, the tapered surface of the wedge member 21 or the wedge receiving member 22 (one or both of the opposing surfaces of the wedge member 21 and the wedge receiving member 22) has a small static friction coefficient μ1. Let it be a sliding surface 22a. When the static friction coefficient μ1 between the wedge member 21 and the wedge receiving member 22 is increased, the static friction coefficient μ2 between the wedge member 21 and the gap facing surface (surface) of the floating column P is relatively decreased. The wedge material 21 cannot follow the lift of the pillar P. When the pressing force of the elastic member 24 is ignored, the condition that the wedge material 21 does not slip on the surface of the column P can be expressed by the equations (1) to (3) as shown in FIG. In the equation (1), μ 2 · H represents a static friction force on the surface of the column P, and F represents an opposite force determined by the static friction force μ 1 · N on the surface of the wedge receiving member 22. In the formulas (1) to (3), in order to prevent the wedge material 21 from slipping on the surface of the column P, the static friction coefficient μ1 with the wedge receiving material 22 is decreased, and at the same time, the static friction coefficient μ2 with the column P is increased. Is valid. For example, the static friction coefficient μ1 is made as small as possible by attaching a sliding material / sliding material to the tapered surface of the wedge material 21 or the wedge receiving material 22 or applying a lubricant such as grease. On the contrary, it is desirable to make the static friction coefficient μ1 as large as possible on the contact surface between the wedge member 21 and the column P by performing a surface treatment such as blasting (roughening) or generation of rust.

μ2 ・ H> F …………………………………………………………………………… (1)
H = N · cos θ + μ1 · N · sin θ ……………………………………… (2)
F = N · sinθ + μ1 · N · cosθ …………………………………………… (3)
μ2> F / H
= (Sin θ + μ1 · cos θ) / (cos θ + μ1 · sin θ)
≒ (sinθ + μ1 ・ cosθ) / cosθ ……………………………… （4）
= Tan θ + μ1 ……………………………………………………………… (5)
μ2> tanθ−μ1 ……………………………………………………………… (6)

  Further, it is desirable to select the vertex angle θ of the wedge material 21 in accordance with the static friction coefficient μ1 between the wedge material 21 and the wedge receiving material 22 and the static friction coefficient μ2 between the column P and the wedge material 21. In order to reduce the force F in the opposite direction, the expression (3) should desirably reduce the crown angle θ of the wedge material 21 together with the static friction coefficient μ1 of the wedge receiving material 22, that is, μ1 · sin θ≈0. Is shown. Assuming μ1 · sin θ≈0, equations (1) to (3) can be arranged as equations (4) to (5). In order to prevent the wedge material 21 from slipping on the surface of the column P, the equation (5) is such that the vertex angle tan θ of the wedge material 21 is made smaller than (the static friction coefficient μ2 of the column P2−the static friction coefficient μ1 of the wedge receiving material 22). It shows that it is effective. Therefore, the wedge material on the surface of the column P is selected by selecting the vertex angle θ of the wedge material 21 so as to satisfy the expression (5) according to the static friction coefficient μ1 of the wedge receiving material 22 and the static friction coefficient μ2 of the column P. 21 can be prevented from slipping. For example, when the sliding surface 22a having a static friction coefficient μ1 = 0.1 is provided on the surface of the wedge receiving member 22 or the wedge member 21, and the vertex angle θ of the wedge member 21 is set to tan θ = 0.1, the wedge member 21 A blasting process or a surface process is applied to the contact surface between the cylinder P and the column P so that the static friction coefficient μ1 can be 0.2 or more.

  Further, the wedge material 21 once fitted in the gap d with the apex angle θ of the wedge material 21, the static friction coefficient μ2 between the wedge material 21 and the column P, and the static friction coefficient μ1 between the wedge material 21 and the wedge receiving material 22 is It is desirable to select so as not to escape from the gap d due to the horizontal force at the time. The condition for preventing the wedge material 21 once fitted in the gap d from coming out can be expressed by the equation (6) by reversing the sign of the static friction coefficient μ1 by the equation (5). By satisfying the expression (6), that is, by making the sum of the static friction coefficients on both sides of the wedge material 21 (static friction coefficient μ2 of the column P + static friction coefficient μ1 of the wedge receiving material 22) larger than the vertex angle tanθ of the wedge material 21, A self-locking function that prevents the wedge material 21 fitted in the gap d from coming off is obtained.

  9 is applied to the multi-layer building 1 shown in FIG. 1 and the jack-down method shown in FIG. 9 is applied, the building 1 is structurally resistant not only to the shearing force but also to the lifting force. The building 1 can be dismantled sequentially from the lower floor to the upper floor while maintaining the state in which it is possible. In addition, it is possible to safely dismantle the building 1 by connecting the floating pillars P of the multi-layer building 1 to the foundation B only when a pulling force is generated during an earthquake or wind load without hindering the contraction of the jack. it can. Moreover, in the method shown in FIG. 9, the load transfer beam 8 needs to be replaced in accordance with the dismantling of the building 1, whereas in the present invention, the wedge mechanism 20 is used as shown in FIGS. Since the column P can be lowered (the jack 6 is contracted) while being supported by the base B, the work of changing the wedge mechanism 20 according to the dismantling of the building 1 can be omitted, and labor saving of the jack down method is achieved. And shortening the construction period. The lifting prevention structure of the present invention can also be used in combination with the load transmission structure 7 and the load transmission beam 8 shown in FIG. 9, and the jackdown construction method can be more safely applied by such a combination. You can also.

  Thus, the object of the present invention can be provided as “a structure for preventing the column from rising without interfering with the descent of the column in a multi-layered building in which each column is separated from the foundation”.

  In the lifting prevention structure of the present invention, it is possible to provide a certain amount of play (gap) between the wedge receiving member 22 and the wedge member 21 as shown in FIG. It can also be set as the structure which allows the float of the pillar P within the range which can ensure the safety | security of the multilayer building 1. FIG. By allowing the column P to lift, it is possible to reduce the seismic energy transmitted to the building 1, suppress damage to the members of the building 1, and improve the seismic performance and safety of the building 1. .

  FIG. 5 shows another example of the wedge mechanism 20 disposed in the gap d between the floating column P of the multilayer building 1 and the load transmission structure 10. In the present embodiment, similarly to the case of FIG. 1, the gantry structure 12 is raised from the base B on the outer edge of the building 1 and the vertical groove 14 is provided, and only the gantry structure 12 provided with the vertical groove 14 is provided. It is used as a load transmission housing 10. As shown in FIG. 5A, a bracket 15 that fits into the vertical groove 14 of the gantry structure 12 is attached to the floating column P, and a wedge mechanism 20 is provided in the gap d between the bracket 15 and both side surfaces of the groove 14, respectively. Place. Alternatively, as shown in FIG. 5B, a protrusion 16 that fits into the vertical groove 14 is provided in the bracket 15, and a wedge mechanism 20 is disposed in the opposing gap d between the protrusion 16 and both side surfaces of the groove 14. May be. In FIG. 5C, the gantry structure 12 has a height higher than the floor beam or floor board 3 of the demolition work floor F (v + 1) of the building 1, but in this embodiment, the load transmission housing is composed of the gantry structure 14 alone. 10, the height of the gantry structure 12 is not particularly limited.

  The wedge mechanism 20 shown in FIG. 5 (C) includes a trapezoidal wedge receiving material 22 having tapered sides fixed to the gap facing surface of the floating column P (or the bracket 15), and the gap between the base B or the load transmission housing 10. And a pair of tapered wedge members 21 fitted into the opposing gap d from above while frictionally engaging the opposing surfaces (both side surfaces of the vertical groove 14). As shown in FIG. 6 (A), the wedge material 21 is fitted in the gap d between the wedge receiving member 22 and the load transmission housing 10 (vertical groove 14) in a normal state when no pulling force is generated in the floating column P. Then, the column P is restrained by the load transmission housing 10. When the building 6 is lowered by contracting the jack 6 of the pillar P, the wedge receiving member 22 is lowered together with the pillar P in the direction opposite to the biting direction of the wedge member 21 as shown in FIG. Since it moves, the restraint by the load transmission housing 10 is released, the building 1 is lowered smoothly, and the wedge member 21 is lowered along the side surface of the vertical groove 14 by its own weight in accordance with the lowering of the wedge receiving member 22. it can. As shown in FIG. 6C, when a pulling force is generated in the column P during an earthquake or a strong wind, the wedge receiving member 22 is lifted together with the column P. Therefore, the wedge receiving member 22 and the load transmitting housing 10 The wedge material 21 digs into the gap d to connect the column P and the load transmission housing 10, and the pulling force is transmitted to the base B through the load transmission housing 10 to escape, and the column P is restrained and lifted up. To prevent.

  5 and 6 also, when the static friction coefficient μ1 between the wedge member 21 and the wedge receiving member 22 is increased, the wedge member 21 may slide on the surface of the load transmission housing 10 (the surface of the vertical groove 14). Therefore, as in the case of FIG. 4 described above, the sliding surface of the wedge member 21 or the wedge receiving member 22 (either or both of the opposing surfaces of the wedge member 21 and the wedge receiving member 22) has a small static friction coefficient μ1. Slip can be prevented as the surface 22a. Further, by selecting the vertex angle θ of the wedge material 21 according to the static friction coefficient μ1 of the wedge material 21 with the wedge receiving material 22 and the static friction coefficient μ2 with the column P so as to satisfy the above-described formula (5), It is desirable to prevent the wedge material 21 from slipping on the surface of the load transmission housing 10. More desirably, the wedge material 21 and the load transmission housing 10 satisfy the above-described expression (6) so that the wedge material 21 fitted in the gap d between the wedge receiver 22 and the load transmission housing 10 does not come out. The static friction coefficient μ1 with the (vertical groove 14), the static friction coefficient μ2 between the wedge material 21 and the wedge receiving material 22, and the top angle θ of the wedge material 21 are selected, and the wedge mechanism 20 is made self-preventing to prevent the wedge material 21 from coming out. Give lock function.

  7 and 8 show the wedge mechanism 20 shown in FIG. 5, a holding device 25 that holds the wedge material 21 so as to be dropped above the opposing gap d, and a seismic detector that detects the swing of the upper portion of the building 1. 37 and a release device 27 for releasing the holding of the wedge material 21 by the holding device 25 according to the detection signal of the seismic device 37 are shown. A detailed enlarged top view of the wedge mechanism 20 of this embodiment is shown in FIG. 8 (A), and a side view and a front view thereof are shown in FIGS. 8 (B) and 8 (C). The wedge mechanism 20 in the illustrated example is disposed in a gap d between the protruding portion 16 of the bracket 15 of the floating column P and the vertical groove 14 of the load transmission housing 10 as shown in FIG. 5B, for example. As shown in FIGS. 8A and 8B, a wedge receiving material 22 having both sides tapered is fixed to the protruding portion 16 of the bracket 15, and a pair of tapered portions are provided by a holding device 25 provided on the protruding portion 16. The wedge material 21 is held so as to be dropped above the gap d. As shown in FIG. 8C, the holding device 25 in the illustrated example is arranged in a direction perpendicular to the side surface of the vertical groove 14 at the top end of the vertical member 25 a that vertically rises from the protruding portion 16 and the vertical member 25 a. The wedge member 21 is suspended from a pair of suspension ropes (chains or the like) 26 engaged with the pins 28 at both ends of the hollow portion of the horizontal member 25b. Is held above.

  FIG. 7 shows an example of a holding and releasing system for the wedge material 21 by the releasing device 27. Under normal conditions, as shown by the solid line in FIG. 2, the suspension cord 26 is connected to the pin 28 of the release device 27 and the link mechanism 29 of the holding member 25 (the link mechanism 29 disposed in the hollow portion of the horizontal member 25b). By engaging, the wedge material 21 is held above the gap d (see FIG. 8C), and the column P can be smoothly lowered along the vertical groove 14 of the load transmission housing 10. When the seismic device 37 detects an earthquake, the detection signal is input to the release device 27 via the emergency stop device 36, and for example, when the solenoid or the like is driven to move the locking pin 28, the link mechanism 29 is engaged. The stop pin 28 is removed, the suspension cable 26 is released, the wedge material 21 falls due to its own weight, closes the gap d between the wedge receiver 22 and the vertical groove 14 (see FIG. 8D), and the column P is The column P is prevented from being lifted by being bound to and restrained by the load transmission housing 10.

  The emergency stop device 36 shown in FIG. 7 is connected to a seismic device 37 and an early earthquake warning receiver 38 and a manual switch 39. A signal received from the early earthquake warning receiver 38 (early earthquake warning signal) or a manual switch It is also possible to release the holding of the wedge material 21 by the holding device 25 in response to a pressing signal (switch signal) 39 and to couple the column P to the load transmission housing 10. Further, the holding device 25 for the wedge material 21 can be attached to the vertical groove 14 of the load transmission housing 10 in place of the bracket 15 of the floating column P as shown in FIG. For example, a pair of holding devices 25 and a release device 27 are attached to the top of the vertical groove 14 of the load transmission housing 10, and the pair of wedge members 21 are supported by the suspension rope 26 from there, and the projection 16 of the bracket 15 of the column P is formed. It is hung upward and is exposed to the gap d between the protrusion 16 and both side surfaces of the groove 14.

DESCRIPTION OF SYMBOLS 1 ... Multi-layered building 2 ... Wall 3 ... Floor beam or floor board 5 ... Dismantling apparatus 6 ... Jack 7 ... Load transmission structure (core wall)
DESCRIPTION OF SYMBOLS 8 ... Load transmission beam 9 ... Jack control apparatus 10 ... Load transmission housing | casing 11 ... Connection structure 12 ... Mount structure 14 ... Vertical groove 15 ... Bracket 16 ... Protrusion 20 ... Wedge mechanism 21 ... Wedge material 22 ... Wedge receiving material 22a ... Sliding surface 23 ... Holding member 24 ... Elastic member 25 ... Holding device 25a ... Vertical holding member 25b ... Horizontal holding member 26 ... Hanging rope (chain)
27 ... Release device 28 ... Locking pin 29 ... Link mechanism 36 ... Emergency stop device 37 ... Shock absorber 38 ... Early earthquake alarm receiver 39 ... Manual switch B ... Base part d ... Predetermined gap L ... Jack expansion / contraction stroke P ... Column θ ... Vertex angle μ ... Friction coefficient

Claims (9)

The lower part of each column of the multi-layer building is separated from the foundation, and the side surface of the column that receives the lifting force during the earthquake of the building is opposed to the foundation or the load transmission housing connected to the foundation with a predetermined gap, An anti-floating structure for a multi-layered building provided with a wedge mechanism that closes the gap when the column rises in the opposing gap and releases the blockage when the column descends. 2. The structure according to claim 1, wherein the wedge mechanism includes a tapered wedge receiving material fixed to the gap facing surface of the base portion or the load transmission housing, and a frictional engagement with the gap facing surface of the column from the lower side to the facing gap. A structure for preventing a multi-layered building from being lifted, comprising: a tapered wedge material to be fitted; and a holding member that supports the wedge material on a base portion or a load transmission housing and holds the wedge material below a facing gap. The structure according to claim 2, wherein the holding member includes an elastic member that presses the wedge material upward. The structure according to claim 2 or 3, wherein the wedge receiving member or the wedge member is provided with a sliding surface having a small coefficient of static friction on the opposing surface thereof. The lower part of each pillar of the multi-layer building is separated from the foundation, and a vertical groove is provided in the foundation or the load transmission housing connected to the foundation that faces the pillar that receives the lifting force during the earthquake of the building. A multi-layered structure in which brackets to be fitted into the vertical grooves are attached, and wedge mechanisms are provided in the gaps between the side surfaces of the vertical grooves and the brackets to close the gaps when the columns are lifted and release the blockages when the columns are lowered. Structure to prevent the building from rising. 6. The structure according to claim 5 , wherein the wedge mechanism includes a tapered wedge receiving member fixed to the gap-facing surface of the column, and a frictional engagement with the gap-facing surface of the base portion or load transmission housing from above to the facing gap. An anti-floating structure for a multi-layer building including a tapered wedge material to be fitted. The structure according to claim 6, wherein the wedge mechanism has a holding device that holds the wedge material so that it can fall above the opposing gap, and a seismic device that detects a swing of the upper part of the building or an earthquake alarm signal. A structure for preventing a multi-layered building from being lifted, including a release device for releasing the holding of the wedge material by the holding device in response to a detection signal of the seismic device. The structure according to claim 6 or 7 , wherein the wedge receiving member or the wedge member is provided with a sliding surface having a small coefficient of static friction on the opposing surface thereof. The structure according to any one of claims 1 to 8, wherein the multi-layered building is prevented from being lifted by a jack that supports the load of each upper floor on the lower end of each pillar of the multi-layered building.

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