JP4986239B2 - Demolition method for multi-story buildings - Google Patents

Description

  The present invention relates to a method for demolishing a multi-layered building, and more particularly to a method for sequentially demolishing a multi-layered building such as a building from a lower layer while lowering it with a jack.

  Conventionally, as a method of dismantling multi-layered buildings such as steel structure (S structure), reinforced concrete structure (RC structure), steel reinforced concrete structure (SRC structure), crusher method using hydraulic crusher, etc., cutter using diamond blade, etc. (Wall saw) method, wire sawing method, 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, in the conventional method of dismantling from the upper floor, it is necessary to first install the dismantling device (small heavy machinery, etc.) on the top floor and then move it sequentially to the lower floor according to the dismantling. In order to prevent the spread and scattering of vibration, noise, stepping stones, dust, etc., it is also necessary to provide a temporary work 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, a temporary truss erected around a multi-layered building via a jack device is fixed to the building at a plurality of locations, and then temporarily installed every time the lower end portion of the building is disassembled. A method of jacking down the truss and removing the lowermost layer of the truss and jacking up is repeated, and a method of dismantling from the lower floor while gradually lowering the building (hereinafter referred to as a jackdown-type dismantling method) has been proposed. Yes. 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 jackdown-type dismantling method, Patent Document 3 describes a portion that supports a building with a jack that is attached to each of a plurality of dismantling locations (point A) in a lower part of a multi-layer building (building) but does not support 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.

Tokyo Building Demolition Association “Demolition Method” October 2007, Internet <http: // www. kaitai-kyokai. com / kouhou. html> JP-A-2-024455 JP-A-8-270232 Japanese Patent Publication No. 7-030737 JP 2003-049548 A

  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 multi-layered 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 by only a plurality of jacks, so that the building being demolished is structural. There are problems that tend to be unstable. 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 operations of a plurality of jacks are interlocked so as to correct the inclination tendency of the building, but it is difficult to correct the horizontal load applied to the building 1 by the interlocking control of the jacks. Since the structure that supports the upper load of the building only with a jack has low strength against horizontal force, in order to keep the building under such demolition stable, the horizontal force applied to the jack must be kept small. It is valid.

  SUMMARY OF THE INVENTION An object of the present invention is to provide a jack-down dismantling method for a multi-layered building in which the horizontal force applied to the jack is kept small.

  The inventor installs jacks 10 on all the columns of the lower floor Fv of the multi-layered building, for example, the columns P1 to P4 shown in FIG. We focused on disassembling Fj not on the jack-interposed floor Fv but on the upper floor F (v + 1). For example, as shown in FIG. 1A, after jacks 10 are respectively inserted in the pillars P1 to P4 of the jack-mounted floor Fv (the first floor F1 in the illustrated example) of the building 1, each floor Fj above the jack 10 When the dismantling work is performed on the jack interposing floor Fv and the floor beams or floor boards of the upper floor F (v + 1) (the second floor F2 in the illustrated example) are dismantled, the pillars P1 to P1 of the jack interposing floor Fv are disassembled. Since P4 is longer than before dismantling, the horizontal force (shearing force) applied during earthquakes, wind loads, dismantling, etc. makes the columns P1 to P4 easy to deform (easier to swing), and the jack interposition floor The Fv pillars P1 to P4 and the interposed jack 10 may be damaged by an excessive load. As described above, it is desirable to keep the horizontal force applied to the jack (jack interposing floor Fv) that cannot resist the horizontal force as small as possible.

  On the other hand, as shown in FIG. 3B, the floor beams or floor boards and the pillars P1 to P4 on the upper floor F (v + 1) (second floor F2 in the illustrated example) of the jack interposing floor Fv are separated from the floor F. If (v + 1) is the dismantling work floor Fd, the pillars P1 to P4 of the jack interposing floor Fv are restrained by the floor beams or floor boards of the dismantling work floor Fd to prevent deformation (swing), and the jack interposing floor Fv The influence of making the pillars P1 to P4 long can be avoided. Further, the horizontal force applied to the demolition work floor Fd at the time of an earthquake, wind load, demolition work, etc. is applied to the wall 4 (or a wall column 32 described later) from the floor beam or floor plate of the demolition work floor Fd to the jack interposing floor Fv. Can be transmitted to the lower part of the jack (such as the base portion B) via the jack and escaped, and the horizontal force applied to the jack interposing floor Fv can be kept small. The present invention has been completed as a result of research and development based on this idea.

  1 and FIG. 2 and the flowchart of FIG. 4, the demolition method for a multi-layer building according to the present invention is the entire pillar P1 of the specific lower floor Fv (for example, the first floor 1F) of the multi-layer building 1 to be demolished. ~ Pm with jacks 10 (see FIG. 5 (B)) respectively, and floor beams or floor boards 3 are separated from all the pillars P1 to Pm of the building 1 on the upper floor F (v + 1). A contraction step (step S006 in FIG. 4) for simultaneously contracting the jacks 10 of all the columns P1 to Pm by providing Fd and an extension step (steps S012 to S013 in FIG. 4) for sequentially hanging and extending the upper portion of the jack are repeated. As a result, each floor Fj (j> d) coupled to the pillars P1 to Pm above the dismantling work floor Fd is gradually lowered, and the frame (floor beam or floor board 3 or wall 4) other than the pillar P of each descending floor Fj is dismantled. Sequential dismantling at work floor Fd It is made of Te (step S008 in FIG. 4). Desirably, as shown in FIG. 5 or FIG. 7 (D), the floor beam or floor plate 3 and the pillar P1 are releasably releasable in the gap d between the floor beam or floor plate 3 of the dismantling work floor Fd and all the pillars P1 to Pm, respectively. A restraint 34 for connecting ~ Pm is provided.

  Preferably, as shown in FIGS. 6 and 7, the lower floor F of the jack interposing floor Fv in the section T surrounded by the pillar P of the building 1 (for example, P52, P42, P43, P53 in FIG. 2). v-1) or a load transmission structure 40 having a height penetrating from the foundation part B through the dismantling work floor Fd and surrounding columns P (for example, P52 and P42) of the section T of the floor F (d + 1) immediately above the dismantling work floor Fd. , P43, P53), the removable load transmission beam 45 is bridged along the outer surface of the load transmission structure 40 (see FIG. 6A), and each floor Fj above the dismantling work floor Fd is loaded together with the load transmission beam 45. Gradually descend along the outer surface of the transmission structure 40 (see FIG. 6 (B)), and the load transmission beam 45 is removed from the floor Fj when the lowered floors Fj are sequentially disassembled, and the section of the floor F (j + 1) immediately above it. A peripheral column P of T (for example, P52, P42, 43, P53) successively replace the reference (FIG. 6 (C)). In this case, preferably, as shown in FIG. 7, a vertical groove 43 is provided on the outer surface of the load transmission structure 40, and the load transmission beam 45 has a gap s into the groove 43 (see FIG. 7A). Protruding portion 46 is provided to be fitted through. In addition or instead, a damper 50 may be interposed between the load transmission structure 40 and the load transmission beam 45.

  More preferably, as shown in FIG. 9, adjacent column group Q (see FIGS. 9B and 9C) that transmits load via floor beams or floorboard 3 when cutting all the columns P1 to Pm of building 1. ) Are divided into a plurality of cutting groups R1 to Rn (see FIGS. 9D and 9E) in which pillars P that do not overlap each other are collected, and in the above-described extension step (steps S012 to S013 in FIG. 4), the cutting groups For each of R1 to Rn, by repeating the cycle of extending the jack 10 by suspending the jacks directly above the pillars P in the group Ri by a predetermined height L1, respectively, the jacks 10 of all the pillars P1 to Pm are sequentially Stretch (see FIG. 8M). In addition, if all the pillars P1 to Pm of the building 1 are divided into a plurality of cutting groups R1 to Rn, R1 to R1 in steps (steps S004 to S005 in FIG. 4) in which the jack 10 is interposed on the jack interposing floor Fv. It is possible to support all the pillars P1 to Pm on the jack 10 by repeating the cycle in which each pillar P in the group Ri is simultaneously cut by the initial height L0 and the jack 10 is interposed for each Rn. (See FIGS. 5A and 5B).

  The method of demolishing a multi-layer building according to the present invention is such that a jack 10 is interposed in each of all the pillars P1 to Pm of the jack interposing floor Fv of the specific lower layer of the multi-layer building 1 to be demolished, and the floor F directly above the jack interposing floor Fv. (V + 1) Floor beam or floor board 3 is separated from all the pillars P1 to Pm of the building 1 so that the immediately upper floor F (v + 1) is the dismantling work floor Fd, and the jacking steps for all the pillars P1 to Pm are simultaneously contracted. The frame other than the pillar P on each floor Fj (j> d) above the dismantling work floor Fd that gradually descends by repeating the extension step of suspending and extending the upper portion of the jack in sequence and extending it is dismantled at the dismantling work floor Fd. Therefore, the following remarkable effects are produced.

(A) The pillars P1 to Pm of the jack-interposed floor Fv can be restrained by the floor beams or the floor board 3 of the dismantling work floor d to suppress swinging, etc., and the long pillars of the columns P1 to Pm of the jack-interposed floor Fv Therefore, the structural stability of the building 1 being demolished can be improved.
(B) Further, the horizontal force (shearing force) applied to the demolition work floor Fd at the time of an earthquake, wind load or dismantling work is applied to the wall 4 of the jack interposing floor Fv from the floor beam or floor plate 3 of the demolition work floor Fd. (Or a wall pillar 32 described later) can be transmitted to the lower part of the jack (base B or the like) and escaped, and the horizontal force applied to the jack interposing floor Fv can be kept small.
(C) 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.

(D) In the section T surrounded by the pillar P of the building 1, a load transmission structure 40 having a height that penetrates the dismantling work floor Fd from the lower part of the jack intervening floor Fv or from the foundation part B is provided, and the dismantling work floor Fd The load transmission beam 45 is bridged along the outer surface of the load transmission structure 40 to the peripheral column P of the section T of the upper floor F (d + 1) of the floor, and the load transmission structure 45 and the upper floor Fj of the dismantling work floor Fd are loaded together. If the construction method is to descend along the outer surface of the body 40, the horizontal force applied to each floor Fj above the dismantling work floor Fd during an earthquake or wind load is via a jack via the load transmission beam 45 and the load transmission structure 40. It can be transmitted to the lower part of the floor Fv or to the foundation part B and escaped, and the building 1 being demolished can have sufficient earthquake resistance and wind resistance performance.
(E) If the load transmission beam 45 and the load transmission structure 40 are provided, not only the jack interposing floor Fv but also the horizontal force applied to the dismantling work floor Fd can be reduced. It is also possible to avoid structural instability of the building 1 being demolished.

  Fig. 1 shows that the dismantling method of the present invention is applied to a high-rise building on the 20th floor of the ground S structure (the first floor is SRC structure), the 3rd floor of the underground RC structure, and the uppermost PH (penthouse such as an elevator machine room) 2nd floor. An applied example is shown. In the illustrated example, the first floor F1 of the building 1 is set as a jack interposing floor Fv, and the second floor F2 of the building 1, which is the directly upper floor F (v + 1), is set as a dismantling work floor Fd. FIG. 2 shows a vertical sectional view of the demolition work floor Fd of the building 1 along the line II-II in FIG. 1, and that the building 1 has 24 columns P11 to P64 of 6 rows and 4 columns. Show. In the dismantling method of the present invention, the jacks 10 are respectively inserted in all the pillars P11 to P64 that bear the upper load of the jack interposing floor Fv of the building 1. However, the jack interposition floor Fv is not limited to the first floor F1, but may be a specific floor located in the lower part of the building 1. For example, the jack interposing floor Fv may be the second floor F2, the third floor F3, or the underground floors B1 to B3, and the jacks 10 may be interposed in all the pillars P11 to P64 that support the upper load.

  FIG. 4 shows an example of a flowchart of the dismantling method according to the present invention. First, in step S001, a jack interposition floor is separated by separating the floor beams or floor boards 3 of the upper floor F (v + 1) (the second floor F2 in the illustrated example) of the jack interposition floor Fv from all the pillars P1 to Pm of the building 1. A demolition work floor Fd is provided on the floor F (v + 1) immediately above Fv. The floor beam or floor board 3 of the demolition work floor Fd and all the pillars P1 to Pm of the building 1 are, for example, a diamond blade or a wire saw (a diamond cutting blade wound around a wire) as shown in FIG. And the like can be separated by a column drilling device 31 such as an ellipse E (see an ellipse E in FIG. 7D).

  In the embodiment of FIGS. 1 and 2, in step S001, a work platform 5 circumscribing the building 1 is constructed around the building 1 or at a part thereof at the same height as the floor beam or floor board 3 of the dismantling work floor Fd. is doing. A dismantling device 9 such as a movable base machine (for example, a backhoe) is disposed on the work platform 5, and as shown by arrows in FIGS. 1 and 2, during the dismantling work on each floor Fj above the dismantling work floor Fd described later (steps) In S008), the dismantling device 9 is put on the dismantling work floor Fd of the building 1 from the work platform 5, and the upper floors Fj are dismantled. However, the work platform 5 is not indispensable for the present invention, and the dismantling device 9 can be disassembled by an appropriate method belonging to the prior art, for example, a lift passage from a jack interposing floor Fv to a dismantling work floor Fd or a lifting crane. You may carry in to Fd.

  In step S001, the floor beam or floor plate 3 of the dismantling work floor Fd separated from all the pillars P1 to Pm can be supported so as not to fall by the existing wall 4 or the like of the jack interposing floor Fv. However, when the heavy-weight dismantling apparatus 9 is to be put on the dismantling work floor Fd as shown in the example, the floor beam or floor plate 3 and / or the dismantling work floor Fd as shown in FIG. You may provide the wall pillar 32 of strength and proof strength which supports the dismantling apparatus 9 in the jack interposed floor Fv. Preferably, as shown in the ellipse F part of FIG. 5 or FIG. 7 (D), the pillar P is releasably releasable in the gap d separating the pillar P of the building 1 and the floor beam or floor board 3 of the demolition work floor Fd. And a restraint 34 for connecting the floor beam or floor plate 3 to each other.

  In the embodiment of FIG. 5, the column guides 33 are fixed around the four directions of the columns P on the floor beam or the floor board 3, and wedge type restrainers 34 b are driven between the columns P and the column guides 33. Thus, the floor beam or floor board 3 and each pillar P are restrained (see FIG. 5D). When the jack 10 which will be described later is contracted (step S006), each column P can be moved with respect to the floor beam or the floor plate 3 by extracting the wedge-shaped restrainer 34b (see FIG. 5C). Further, as shown by an ellipse F in FIG. 7D, a pillar guide 33 with a push bolt 34a is fixed around the floor beam or the pillar P on the floor board 3 of the dismantling work floor Fd, and the push bolt type restrainer. The floor beam or floor plate 3 and each column P are restrained by 34a, and when the jack 10 is contracted (step S006), the push bolt 34a is moved away from each column P to move each column P relative to the floor beam or floor plate 3. It may be possible. However, the restraint 34 is not limited to the illustrated example. If the clearance d between the floor beam of the dismantling work floor Fd or the floor plate 3 and the pillar P is wide enough to restrain the pillar P, the restraint 34 is not limited. May be omitted.

  In step S001 in FIG. 4, a dismantling work floor Fd is provided on the floor F (v + 1) immediately above the jack interposing floor Fv, and the interior, equipment, asbestos, etc. of the dismantling work floor Fd are provided as shown in FIG. The dismantling is removed or removed, and the interior, equipment, asbestos, etc. of the floor F (d + 1) (the third floor F3 in the illustrated example) immediately above the dismantling work floor Fd are dismantled or removed. The interior, equipment, asbestos, etc. of each floor Fj (j> d + 1) above the floor F (d + 1) immediately above the dismantling work floor Fd should be dismantled or removed for each floor Fj according to the dismantling of the building 1. (Step S008 described later). As described above, it is possible to shorten the construction period required for the entire dismantling of the building 1 by dismantling or removing the interior, equipment, asbestos, etc. for each floor Fj. However, if necessary, the building is constructed in step S001. The interior, equipment, asbestos, etc. on all floors of 1 may be dismantled or removed in advance. In the flow chart of FIG. 4, the load transmission structure 40 is started up in the section T surrounded by the pillar P of the building 1 in step S002, and the building 1 being demolished by the load transmission structure 40 is earthquake resistant. Although wind resistance performance is imparted, the load transmission structure 40 is not essential for the dismantling method of the present invention, and step S002 can be omitted. Details of the operation of the load transmission structure 40 will be described later (see Example 1).

  Steps S003 to S005 in FIG. 4 cut all the pillars P1 to Pm that bear the upper vertical load of the jack interposing floor Fv of the building 1 by the initial length L0, respectively, as shown in FIG. As shown in FIG. 5B, steps of inserting the jacks 10 in the respective pillars P1 to Pm are shown. The building 1 also has columns of secondary members that do not bear the upper load, but such secondary columns can be considered as a frame other than the columns in the present invention, and dismantled and removed in advance in step S001. Can be kept. In the jack insertion step, for example, all the columns P1 to Pm of the jack insertion floor Fv are cut one by one and the jack 10 is interposed. If the pillars P are cut one by one, the supporting load of the pillars P to be cut can be borne and supported by the other pillars P, and the building 1 being demolished can be maintained in a structurally stable state. However, a plurality of pillars P that can be cut simultaneously may be cut together, and the jacks 10 may be interposed in the pillars P at the same time. In the flowchart of FIG. 4, all the pillars P1 to Pm of the jacking floor Fv are divided into a plurality of cutting groups R1 to Rn in which the pillars P that can be cut simultaneously are collected in step S003, and the cutting groups R1 to Rn are divided in steps S004 to S005. Each time the pillar P of the jack interposing floor Fv is cut, the jack 10 is interposed. By simultaneously cutting the pillars P in the groups for each of the cutting groups R1 to Rn and interposing the jack 10, it is possible to quickly advance the jack interposing step and shorten the dismantling work period. A method of dividing all the pillars P1 to Pm of the building 1 into the cutting groups R1 to Rn will be described later (see Example 2).

  The jack 10 shown in FIG. 5 (B) is installed on the anchor plate 11 fixed to the floor beam or floor plate 3 of the jack interposing floor Fv or the foundation B of the building 1 with the anchor bolt 11a, and the ram (or piston). ) 12, a rising 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. 5 (E) 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 interposing floor Fv. By connecting to the jacks 10 interposed between the pillars P1 to Pm, the expansion and contraction of the jacks 10 of all the pillars P1 to Pm on the jack interposing floor Fv 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 pillar P of the building 1 can be used.

  The jack 10 in the illustrated example has a concave washer 15 and a spherical washer 16 placed on a ram (or piston) 12, and a cut surface of the column 10 cut on the spherical washer 16 via an adjustment member (shoe) 17. Support. By making the cut surfaces of all the pillars P1 to Pm of the building 1 slide on the jack 10 via the spherical washers 16, the horizontal construction errors of the cut surfaces of the pillars P can be absorbed, and the earthquake and wind It is possible to absorb the behavior of the column P due to a horizontal force during loading. 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 providing the adjustment member 17 between the spherical washer 16 and the cut surface of the column P, an uneven load caused by unevenness of the cut surface of the column P can be improved. An example of the adjusting member 17 is padding such as sand or liner, or a wooden board. In this way, when the cut surfaces of the pillars P1 to Pm are slidingly supported on the jack 10, the dismantling method according to the present invention is particularly effective.

  Step S006 of FIG. 4 shows a contraction step in which the jack control device 20 simultaneously shrinks the jacks 10 of all the pillars P1 to Pm of the jack interposing floor Fv, as shown in FIG. When contracting the jacks 10 of all the pillars P1 to Pm at the same time, the contraction step means 24 of the jack control device 20 causes each floor Fj (j above the dismantling work floor Fd of the building 1 as shown in FIG. > D) can be gradually lowered while maintaining equilibrium. The wall 4 and the like of the dismantling work floor Fd that can be an obstacle to the descent can be dismantled and removed in advance in step S001 as shown in FIG.

  The contraction height (stroke of the jack 10) per contraction in the contraction step S006 can be arbitrarily selected within the range of the floor height L of the building 1 (see FIG. 5B), but the stroke is Since it will be necessary to enlarge jack 10 itself if it becomes large, it is preferable to set it as about 1 / 4-1 / 6 (for example, about 600-900 mm) of the hierarchy height L of the building 1, for example. In step S007, it is determined whether or not each floor Fj above the demolition work floor Fd has been lowered to a height suitable for demolition. If not, steps S008 to 011 are skipped and the process proceeds to step S012.

  In steps S012 to S013 of FIG. 4, the jack 10 is sequentially extended by a predetermined height L1 immediately above the jack 10 of all the pillars P1 to Pm of the jack interposition floor Fv, and the jack 10 is sequentially extended by the jack controller 20. Steps are shown. In the extension step, all the pillars P1 to Pm of the jack interposing floor Fv are moved down one by one, for example, as shown in the work content column of FIG. A cycle in which the upper portion of the jack of P is suspended and cut by a predetermined height L1, and then the jack 10 of each pillar P is extended can be sequentially repeated. Alternatively, a cycle in which the upper portions of jacks of a plurality of pillars P that can be cut at the same time are collectively suspended and cut and the jacks 10 of the pillars P are simultaneously extended may be sequentially repeated. In the flowchart of FIG. 4, based on the cutting groups R1 to Rn classified in step S003, in steps S012 to S013, the jacks immediately above the jacks P of the pillars P in the groups are simultaneously suspended by a predetermined height L1 in each of the cutting groups R1 to Rn. The jacks 10 of these pillars P are simultaneously extended. In this way, by extending the jack 10 by hanging the pillars P1 to Pm for each of the cutting groups R1 to Rn, the time for the extension step can be shortened. Details thereof will be described later (see Example 2).

  In steps S012 to S013, all the pillars P1 to Pm are successively suspended and extended to extend the jack 10, and then the process returns to step S006. By repeating the contraction step S006 and the extension steps S012 to S013 described above, FIG. As shown, each floor Fj (j> d) above the dismantling work floor Fd is lowered by a height suitable for dismantling (for example, one floor height L). FIGS. 8A to 8L show that when the floor height of the building 1 is 3375 mm, the predetermined height L1 of the suspension of the pillar P in the extension step S012 is 675 mm (= 3375 mm × 1/5). The dismantling method in which the floor height L is lowered by repeating the contraction step and the extension step five times is shown. In step S007, it is determined that the contraction step and the expansion step are repeated until the upper floor Fj (the third floor F3 in the illustrated example) descends, for example, one stroke (675 mm) above the dismantling work floor Fd, and the dismantling step S008. (See FIGS. 8A to 8H).

  Step S008 of FIG. 4 shows a dismantling step of sequentially dismantling the skeletons other than the pillars P of the lowered floor Fj (j> d) at the dismantling work floor Fd (see FIG. 8I). For example, as shown in FIG. 2 and FIG. 6 (C), the dismantling apparatus 9 is put on the dismantling work floor Fd of the building 1 from the work platform 5 around the building 1 and the frame (floor) other than the pillar P of the descending floor Fj Dismantle the beam or floor 3 or wall 4). If the interior, equipment, asbestos, etc. of the immediately upper floor F (j + 1) (the fourth floor F4 in the illustrated example) have not been dismantled or removed, in step S008, in parallel with the dismantling work of the descending floor Fj. It is possible to dismantle or remove the interior, equipment, asbestos, etc. of the directly upper floor F (j + 1). After the dismantling of the descending floor Fj is completed in step S008, the process proceeds to step S009, and it is determined whether or not the dismantling has been completed up to the top floor of the building 1.

  In step S009 of FIG. 4, when dismantling has not been completed up to the top floor of the building 1, the process returns to step S012 via steps S010 to S011, and the above-described expansion steps S012 to S013 and the contraction step S006 are repeated again ( 8 (J) to (L)), each floor F (j + 1) further above the dismantling work floor Fd is lowered and sequentially disassembled. FIG. 8 (L) shows that the state returns to the same state as FIG. 8 (A), and the contraction step and extension step as shown in FIG. 8 (J) to (L) and FIG. 8 (A) to (H). Can be lowered by the floor height L at each floor Fj above the dismantling work floor Fd. In the flowchart of FIG. 8, every time the contraction step and the expansion step are repeated five times, a disassembly step S008 is provided between the contraction step and the expansion step, and each upper floor Fj is disassembled as shown in FIG. Dismantle sequentially for each layer with Fd.

  When a part of the pillars P1 to Pm is thinned out on the floor F (j + 1) immediately above the demolished descending floor Fj, the jack 10 of the pillar P that has been thinned out is removed and the jack of the pillar P that remains is removed. By repeating the expansion steps S012 to S013 and the contraction step S006 using only 10, the dismantling work on the immediately upper floor F (j + 1) can be advanced. In addition, steps S010 to S011 in FIG. 4 are performed as necessary before dismantling the upper floor F (j + 1) when all the pillars P1 to Pm of the building 1 are divided into cutting groups R1 to Rn. The process of updating the cutting group R for the remaining pillar P on the immediately upper floor F (j + 1) is shown. Details of the update processing of the disconnection group R in steps S010 to S011 will be described later (see Example 2).

  In step S009 of FIG. 4, when the dismantling to the top floor of the building 1 is completed, the process proceeds to step S014, the jack interposing floor Fv (F1 in the illustrated example) that is the remaining part of the building 1, the dismantling work floor Fd (FIG. In the example shown, F2) and the base part B are dismantled. In addition, when the jack interposed floor Fv is set to be the second floor F2 or higher of the building 1, in step S014, the floors Fj (j <v) below the jack interposed floor Fv together with the base portion B may be disassembled. According to the demolition work method of the present invention, the upper floors Fj (j> d) above the demolition work floor Fd are lowered while restraining the pillars P1 to Pm above the jack 10 with the floor beams or floor boards 3 of the demolition work floor Fd. Since dismantling is performed, dismantling work can be performed while avoiding the long pillars P1 to Pm above the jack 10 and maintaining the building 1 being dismantled in a structurally stable state. Further, the horizontal force applied to the pillars P1 to Pm of the dismantling work floor Fd in the dismantling step S008 is also jacked from the floor beam or floor plate 3 of the dismantling work floor Fd through the wall 4 (or the wall pillar 32) of the jacking floor Fv. It can be transmitted to the lower floor F (v-1) of the intervening floor Fv or the base part B of the building 1 and escaped. Therefore, the horizontal force (shearing force) applied to the jack 10 can be kept small, and the pillars P1 to Pm above the jack 10 can be prevented from being buckled or damaged.

  Thus, the provision of “a jack-down type demolition method for multi-layered buildings in which the horizontal force applied to the jack is suppressed”, which is the object of the present invention, can be achieved.

  In the embodiment of FIGS. 1 and 2, in order to further enhance the structural stability of the building 1 being dismantled, in step S002 of FIG. 4, the pillar P of the building 1 (for example, P53, P43, P42 of FIG. 2). , P52), the height that penetrates the dismantling work floor Fd from the lower floor F (v-1) of the jack interposing floor Fv or the foundation part B in the section T (hereinafter also referred to as the central section T). The load transmission structure 40 is started up, and the load transmission beam is extended along the outer surface of the load transmission structure 40 to the peripheral column P of the section T of the floor F (d + 1) (third floor F3 in the illustrated example) immediately above the dismantling work floor Fd. Over 45. In the illustrated example of FIG. 2, load transmission structures 40 are respectively provided in the two central sections T of the building 1, and the load transmission beams 45 are bridged along the outer surfaces of the pair of load transmission structures 40. The horizontal load of each column P of the building 1 is configured to be transmitted to any one of the load transmission structures 40 via the load transmission beam 45. However, if the load transmission structure 40 can bear a sufficiently large horizontal load, it is sufficient to provide a single load transmission structure 40 for the building 1.

  The reason why the load transmission structure 40 is provided in the central section T of the building 1 will be described with reference to FIG. As described above with reference to FIG. 5B, if the floor beam or floor board 3 on the floor F (v + 1) immediately above the jack interposing floor Fv is left as the dismantling work floor Fd, the floor beam or floor board 3 The pillars P1 to P4 above the jack 10 can be restrained to avoid the influence of the long pillars of the pillars P1 to P4 of the jack interposing floor Fv. However, since the columns P1 to P4 of the demolition work floor Fd are longer than before the dismantling in the dismantling step S008 described above (see FIGS. 8I and 8J), the dismantling is caused by the influence of the long column of the dismantling work floor Fd. There remains a risk that the building 1 inside becomes structurally unstable. On the other hand, as shown in FIG. 5C, a load transmission structure 40 is provided in the central section T of the building 1 and along the outer surface of the load transmission structure 40 on the floor F (d + 1) immediately above the dismantling work floor Fd. If the construction is such that the load transmission beam 45 is bridged and each floor Fj (j> d) above the dismantling work floor Fd is gradually lowered along the outer surface of the load transmission structure 40 together with the load transmission beam 45. The horizontal force applied to the upper floor F (d + 1) immediately above Fd can be transmitted to the lower part of the jack interposing floor Fv or the base part B via the load transmission beam 45 and the load transmission structure 40 and escaped. The influence of the long pillars of the pillars P1 to P4 can be avoided. In addition, the horizontal force applied to each upper floor Fj during an earthquake or wind load can bypass the dismantling work floor Fd and the jack interfacing floor Fv and escape to the lower part of the jack interfacing floor Fv or to the base B, and the building at the time of dismantling The stability, earthquake resistance, and wind resistance of the object 1 can be improved.

  FIG. 6 shows a vertical sectional view of the dismantling work floor Fd including the load transmission structure 40. The load transmission structure 40 of the example of illustration is fixed to the lower floor F (v-1) of the jack interposed floor Fv or the foundation part B in the central section T of the building 1 and started up in the dismantling work floor Fd. This is a core wall surrounded by a S or RC bearing wall 41 with a height that penetrates the floor 3 of the directly upper floor F (d + 1) (third floor F3 in the example shown). It has strength, proof stress, and toughness that can sufficiently bear the horizontal force applied to 1. When constructing the load transmitting structure 40, the dismantling work floor Fd and the small beams, the floor 7 and the like in the central section T of the floor F (d + 1) immediately above the floor can be dismantled. Such a load transmission structure 40 can be constructed by using, for example, a core wall construction technique in a conventional high-rise building. However, while the conventional core wall is connected to the floor beam or floor plate 3 at the outer periphery at each floor, the load transmission structure 40 in the illustrated example is the floor beam of the dismantling work floor Fd and the floor F (d + 1) immediately above it. Alternatively, the load transmission beam 45, which is constructed separately from the floor plate 3 and is looped over the peripheral column P of the section T of the immediately upper floor F (d + 1), is connected to the outer surface of the load transmission structure 40 and the gap S (FIG. 7). (See (A)).

  FIG. 7 is a top view of the load transmission structure 40 and the load transmission beam 45 as viewed from VIIA-VIIA of the floor F (d + 1) immediately above the dismantling work floor Fd of FIG. 6A (FIG. 7A). And the side view (the figure (D)) of the load transmission structure 40 and the load transmission beam 45 is shown. As shown in FIGS. 7B and 7C, the load transmission beam 45 in the illustrated example includes four steel members having mounting plates 49 at both ends, and an outer peripheral surface of the load transmission structure 40 with a gap S therebetween. Is attached to a bracket 48 welded in situ to a peripheral column P (P53, P43, P42, P52 in the illustrated example) of the section T so as to be detachably fixed by a mounting bolt 49a or the like. When the peripheral column P of the load transmission structure 40 is deformed in the horizontal direction during an earthquake or wind load, the load transmission beam 45 collides with the load transmission structure 40 and the load transmission beam 45 transmits the load from the peripheral column P via the load transmission beam 45. A horizontal force can be transmitted to the structure 40 to escape.

  However, the load transmission structure 40 used in the present invention is not limited to the core wall surrounded by the earthquake-resistant wall 41, but is an S structure having strength, proof stress and toughness that can sufficiently bear the horizontal force applied to the building 1. Or a structure such as RC structure is sufficient. Further, the load transmission beam 45 is not limited to the one surrounding the outer peripheral surface of the load transmission structure 40 in an annular shape, and the horizontal load in that direction is transmitted in consideration of the direction of the horizontal load applied to the building 1 during the dismantling operation. Any one arranged along a specific outer surface of the load transmission structure 40 to be used is sufficient. In the illustrated example, since the jack interposition floor Fv is the first floor F1, the load transmission structure 40 is raised on the foundation B of the building 1, but the jack interposition floor Fv is the second floor F2, 3 In the case of the floor F3 or the like, the load transmission structure 40 may be raised from the lower floor F (v-1) (for example, F1 or F2) of the jack interposing floor Fv instead of the base portion B. .

  The clearance S between the load transmission beam 45 and the outer peripheral surface of the load transmission structure 40 is such that a horizontal force is immediately transmitted from the peripheral column P to the load transmission structure 40 via the load transmission beam 45 during an earthquake or wind load. It is desirable that the size be as large as possible. When adjustment of the gap S between the load transmission beam 45 and the outer peripheral surface of the load transmission structure 40 is difficult, as shown in FIG. 7, a vertical groove 43 is provided on the outer peripheral surface of the load transmission structure 40, and A protrusion 46 that fits into the groove 43 on the outer peripheral surface of the load transmission structure 40 via the gap s is provided on the load transmission beam 45, and the gap s between the groove 43 and the protrusion 46 is provided during an earthquake or wind load. It is also possible to adjust so that a horizontal force such as is transmitted immediately.

  By providing the gap S (or gap s) between the load transmission beam 45 and the outer peripheral surface of the load transmission structure 40, a horizontal force can be transmitted at all times. However, in the contraction step S006 of the jack 10 described above, The load transmission beam 45 can be gradually lowered along the outer peripheral surface of the load transmission structure 40 together with each floor Fj (j> d) above the dismantling work floor Fd. The load transmission beam 45 and the load transmission structure 40 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 transmission beam 45 and the load transmission. They may be driven between the structures 40 to couple them together. Alternatively, a damper that suppresses relative horizontal deformation (absorbs vibration energy in accordance with displacement) between the load transmission beam 45 and the outer peripheral surface of the load transmission structure 40 during an earthquake or wind load. 50 may be interposed.

  The damper 50 interposed between the load transmission beam 45 and the load transmission structure 40 can be elastically deformed, plastically deformed, or elastically plastically deformed by a steel damper, an oil damper, a viscous damper, etc. using mild steel belonging to the prior art. Any damper can be used. FIG. 12A shows a polygonal cross section (hexagonal shape in the illustrated example) by connecting plates 51 and 51 with flanges 51a processed into a pair of hats (hats) to each other and joining both flanges 51a with bolts 52a. An example of a damper 50 having a hollow cylindrical shape and capable of elastic-plastic deformation is shown. The damper 50 in the illustrated example is disposed so that the cylindrical hollow portion is vertically oriented between the load transmission beam 45 and the load transmission structure 40 as shown in FIG. The cap top surface of 51 is fixed to the load transmission beam 45 with a bolt 52b, and the cap top surface of the other plate 51 is fixed to the load transmission structure 40 with a bolt 52b.

  When a horizontal force is applied to the load transmitting beam 45 and a relative displacement is generated between the load transmitting beam 45 and the load transmitting structure 40, a horizontal force is also applied to the damper 50, and the hollow cylinder having a polygonal cross section is elastically deformed in the elastic region. It absorbs and restores the energy of displacement. When the elastic region is exceeded and the plastic region is reached, the damper 50 plastically deforms and absorbs energy to attenuate the vibration. By the plastic deformation of the damper 50, the reaction force generated between the load transmission beam 45 and the load transmission structure 40 can also be reduced. When each pillar P descends (the contraction step S006 of the jack 10), for example, the damper 50 is removed from one or both of the load transmission beam 45 and the load transmission structure 40 by releasing the bolt 52b of the damper 50, and the load transmission is performed. The beam 45 can be moved along the outer peripheral surface of the load transmission structure 40. The configuration and operation of the illustrated damper 50 are described in detail in the specification of Japanese Patent Application No. 2006-175330 by the present applicant.

  As shown in FIG. 6 (B), the load transmission beam 45 attached to the peripheral column P of the central section T is provided on each floor above the dismantling work floor Fd when the above-described contraction step S006 and extension steps S012 to S013 are repeated. It is lowered along the outer peripheral surface of the load transmitting structure 40 together with Fj. Further, as shown in FIG. 5C, when disassembling each lowered floor Fj at the dismantling work floor Fd in the dismantling step S008, the load transmission beam 45 is removed from the descending floor Fj, and the floor F (j + 1) immediately above it is removed. ) Along the outer peripheral surface of the load transmitting structure 40.

  When demolishing the floor beam or floor plate 3 of the descending floor Fj at the demolishing work floor Fd, the load transmission beam 45 is replaced with the floor F (j + 1) immediately above the descending floor Fj, so that the building being demolished over the entire construction period of the dismantling work It can be avoided that the object 1 becomes structurally unstable. That is, even when the pillar P of the dismantling work floor Fd becomes longer than that before dismantling when the floor beam or the floorboard 3 of the descending floor Fj is dismantled, the horizontal force applied to the immediately upper floor F (j + 1) is via the dismantling work floor Fd and the jack. Since it can be transferred to the lower floor F (v-1) of the jacking floor Fv or the foundation part B of the building 1 by bypassing the loading floor Fv, the earthquake resistance sufficient for the building 1 being dismantled -Wind resistance can be maintained. It should be noted that the beam or floor 7 on the floor F (j + 1) directly above the central section T, which may become an obstacle during the next contraction step S006, is also dismantled and removed at the time of dismantling the descending floor Fj in the dismantling step S008. be able to. Further, the load transmission structure 40 can be dismantled and removed together with the remaining part of the building 1 and the foundation part B in step S014 after the dismantling to the top floor of the building 1 is completed.

  In step S003 in the flowchart of FIG. 4, all columns P1 to Pm that bear the upper load of the building 1 are not overlapped by adjacent column groups Q that are transmitted through the floor beams or the floorboard 3 when the columns are cut. The process which divides | segments into the some cutting | disconnection group R1-Rn which collected the pillar P is shown. All the pillars P1 to Pm of the building, for example, the pillars P1 to P4 shown in FIG. 9A are connected to each other by floor beams or floor boards 3 of each floor F, and any one of the pillars Px (for example, P2) is cut. Sometimes the support load for that column Px is transmitted as an increase in load to adjacent columns P (x-1) and P (x + 1) (eg, P1 and P3). 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. 9B, when all the pillars P1 to Pm of the building 1 are arranged at the intersections of two intersecting bi-directional axes (x-axis and y-axis) on the lattice plane, a specific pillar When cutting P (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 (x, y−1), P (x, y + 1), and P (x + 1, y) (for example, P22, P31, P33, and P42) are transmitted as load increases. Therefore, for each column P (x, y) at each intersection, four adjacent column groups Q (P (x−1, y), P (x, y-1), P (x, y + 1), P (x + 1, y)), and a column P in which adjacent column groups Q do not overlap each other (for example, shaded columns P32, P11, P24 in the figure) When a plurality of pillars P in the group are cut at the same time, the load is not transmitted simultaneously from the plurality of pillars P to any other pillars P (columns other than the group). It is possible to avoid the structurally unstable state by supporting the upper load of the multi-layer building with the pillars P other than the group.

  9B, 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 four 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 building 1 is composed of 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. 9 (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 all the pillars P1 to Pm shown in the figure into the cutting group R is not one way. Similarly, by examining the pillars Pxy in which the neighboring pillar groups Qxy do not have mutually overlapping pillars Pxy, for example, FIG. As shown in FIG. 9C, the pillars P32, P13, and P44 can be classified into the same cutting group R.

  In step S003 of FIG. 4, all the columns P1 to Pm of the building 1 are divided into a plurality of cutting groups by sequentially examining the overlapping of the adjacent column groups Qxy described above for each column Pxy at each intersection (x, y). It can be classified into R1 to Rn. Even if the pillars P of the same cutting group Ri are cut at the same time, the load acting on the pillars P in the group R is re-applied to the pillars P of the other adjacent groups R via the upper floor beams or floor boards 3. Since it is distributed, the building 1 being demolished can be maintained in a structurally stable state. The group consisting of only one pillar P 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 by including a plurality of columns P in which the adjacent column groups Qxy do not overlap each other in each cutting group Ri.

  The flowchart of FIG.9 (D) and FIG. 10 shows an example of the method of classifying all the pillars P1-Pm of the building 1 into five cutting groups R1-R5. In step S101 of FIG. 10, as shown in FIG. 9D, first, all intersections (x, y) on the lattice plane on which all the pillars P1 to Pm of the building 1 are arranged are in the positional relationship of Keima flying. For each intersection (for example, P11, P32, P24, P53, P61), four adjacent intersections (x-1, y), (x, y-1), (x, y + 1), (x + 1, y) in the biaxial direction are set. By assigning, it is divided in units of 5 intersections. Each 5-intersection unit includes 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, as shown in FIG. All the pillars P1 to Pm 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. 10 is applicable to columns P having an arbitrary number of matrices.

  In the classification of FIG. 9D, the number of columns P 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 pillars P in each of the cutting groups R1 to Rn so that the same number of cutting devices R1 to Rn can cut the pillars P in the group with the same number of cutting devices 30 (see FIG. 8A). The flowchart of FIG.9 (E) and FIG. 11 shows an example of the method of classifying all the pillars P1-Pm of the building 1 into the cutting groups R1-R6 each including the four pillars P. In step S201 of FIG. 11, as shown in FIG. 9E, first, k rows and 4 columns are extracted from all intersections (x, y) of the lattice plane on which all the pillars P1 to Pm of the building 1 are arranged. 9E shows the classification of 24 columns P11 to 64 of 6 rows and 4 columns, the flowchart of FIG. 11 is applicable to an arrangement with an arbitrary number k of rows, and the number of columns is 8 The present invention can also be applied to arrangement of rows, 12 rows, and the like.

  In steps S202 to S205 in FIG. 11, the column P (for example, P11) of i row and 1 column and (i-2) row 2 column and (i + 1) row 3 column, which are in a positional relationship with respect to the column 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. Further, by repeating steps S202 to S205 while incrementing the group number i one by one, as shown in FIG. 9E, all the pillars P1 to Pm of the building 1 each include four pillars P. Can be classified into cutting groups R1 to R6.

  If all the pillars P1 to Pm of the building 1 are classified into a plurality of cutting groups R1 to Rn in step S003, each of the groups in the group for each cutting group R1 to Rn in the jack insertion steps S004 to S005 in FIG. By simultaneously cutting the column P and interposing the jack 10, it is possible to rapidly advance the interposing step and shorten the dismantling work period. For example, in step S004, while supporting the upper load of the building 1 with the pillars P other than the specific cutting group Ri, as shown in FIG. 5 (A), the lower end of each column P in the specific cutting group Ri is Each of them is cut at the initial height L0 at the same time, and jacks 10 are respectively inserted in the cut portions of the lower ends of the pillars P as shown in FIG. In step S005, it repeats step S004 by the number of groups, changing the cutting group Ri, and it supports on the jack 10 in which all the pillars P1-Pm of the building 1 were interposed.

  Further, if all the pillars P1 to Pm of the building 1 are classified into a plurality of cutting groups R1 to Rn, the extension steps S012 to S013 in FIG. 4 can be speeded up. The jack control device 20 shown in FIG. 5 (E) described above stores storage means 21 that stores which cutting groups R1 to Rn belong to all the pillars P1 to Pm of the building 1, and the cutting groups R1 to Rn. The extension step means 23 for extending the jacks 10 of all the columns P1 to Pm by repeating the cycle of extending the jacks 10 of the respective columns P in the group at the same time, and the contraction step means for simultaneously contracting the jacks 10 of all the columns P1 to Pm 24. Moreover, the jack control apparatus 20 of the example of illustration has the column grouping means 22 which classify | categorizes all the pillars P1-Pm of the building 1 into the some cutting group R1-Rn according to the flowchart of FIG. 10 or FIG. 11 mentioned above, for example. For example, the column P 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 S012 of FIG. 4, the extension step means 23 of the jack control device 20 supports the upper load of the building 1 with the jack 10 of the pillar P other than the specific cutting group Ri, as shown in FIG. As shown in FIG. 4B, the jacks 10 in the cutting group Ri are slightly lowered (for example, about 50 mm) and the jacks directly above the pillars P are simultaneously suspended by a predetermined height L1. The jack 10 of each pillar P is extended by a predetermined height L1. In step S013, as shown in FIG. 8M, step S012 is repeated by the number of groups (six groups in the illustrated example) while sequentially switching the cutting groups Ri, so that all the pillars P1 to Pm of the jack interposing floor Fv Each of the jacks 10 is extended by a predetermined height L1.

  According to the estimation of the present inventor, for example, as shown in FIG. 9 (E), when 24 columns P of 6 rows and 4 columns of the building 1 are divided into six cutting groups R1 to R6, FIG. Thus, the pillar P of each cutting group R can be cut and the jack 10 can be extended in about 10 minutes, and the six repetitions of the extension step and the contraction step can be completed in about 70 minutes. Also, each floor Fj (j> d) above the dismantling work floor Fd of the building 1 is approximately 350 minutes (= 70 minutes × 5 times≈1 day) by repeating the contraction step S006 and the expansion steps S012 to S013 five times. Can be lowered to the dismantling industry Fd. Therefore, even if about 4 days are required for the dismantling work of each descending floor Fj (disassembling step S008 in FIG. 4), it is possible to dismantle each floor Fj where the building 1 descends in about 5 days (≈1 week). is there. That is, if all the pillars P1 to Pm of the building 1 are classified into a plurality of cutting groups R1 to Rn in step S003, for example, the building 1 (see FIG. 1) on the 20th floor is disassembled in about 20 weeks. Can be expected.

  Note that steps S010 to S011 in FIG. 4 are obtained by substituting a part of the pillars P1 to Pm of the floor F (j + 1) immediately above the descending floor Fj dismantled in the dismantling step S008, with the floor F (j + 1) immediately above the floor Fj. Before dismantling, the process of updating the cutting group R for the remaining pillar P on the immediately upper floor F (j + 1) will be shown as necessary. In step S010, it is determined whether or not it is necessary to change the cutting group R of the pillar P remaining 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 pillar grouping means 22 redivides all the remaining pillars P of the immediately upper floor F (j + 1) into new cutting groups R1 to Rn ′. After updating to the new cutting groups R1 to Rn ′, the process proceeds to step S012, and the upper floor F (j + 1) is lowered and disassembled by repeating the expansion steps S012 to S013 and the contraction step S006. According to the flowchart of FIG. 4, the cutting group R can be updated by the pillar grouping means 22 of the jack control device 20 for each floor Fj of the building 1 to be demolished.

It is the vertical sectional view of one example which applied the demolition construction method of the present invention to a multilayer building. It is a horizontal sectional view in the demolition work floor of the multilayer building of FIG. It is explanatory drawing which shows the horizontal force transmission effect | action in 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 Fd of the multilayer building of FIG. It is explanatory drawing of the load transmission structure and load transmission beam which are used with the dismantling method of this invention. It is explanatory drawing of the repetition of the expansion | extension step and contraction step of the jack in the dismantling method of this invention. It is explanatory drawing of the cutting group of the pillar in the dismantling method of this invention. It is an example of the flowchart of the cutting | disconnection grouping method of the pillar in the dismantling method of this invention. In another example of the flow chart of the column cutting grouping method in the dismantling method of the present invention It is explanatory drawing of an example of the damper arrange | positioned between the load transmission structure of FIG. 7, and a load transmission beam.

Explanation of symbols

DESCRIPTION OF SYMBOLS 1 ... Multi-layered building 2 ... Communication passage 3 ... Floor beam or floor board 4 ... Wall 5 ... Work stand 6 ... Construction elevator 7 ... Small beam or floor 8 ... Conveying device 9 ... Dismantling device 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 ... Pillar grouping means 23 ... Expansion | extension step means 24 ... Contraction step means 25 ... Control relay apparatus 26 ... Hydraulic pump unit 27 ... Hydraulic relay apparatus 28 ... Control cable 28a ... fiber optic 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 ... wall pillar 33 ... pillar guide 34 ... restraint 34a ... push bolt type Restraint 35b ... Wedge type restraint 40 ... Load transmission structure (core wall) 41 ... Load bearing wall 42 ... Hollow portion 43 ... Vertical groove 45 ... Load transmission beam 46 ... Projection 47 ... Coupler 48 ... Bracket 49 ... Mounting plate 49a ... Mounting bolt 50 ... Damper B ... Fundamental part d ... Tear through gap F ... Floor Fv ... Jack interposition floor ( Teishita Sokai)
Fd ... demolition work floor G ... ground L ... cutting height P ... column Q ... adjacent column group R ... cutting group S ... gap s ... gap T ... section

Claims (10)

A jack is installed on each pillar of the specific lower floor of the multi-layer building to be demolished, and a floor for dismantling is provided on the floor directly above the floor beam or floor plate and separated from all the pillars of the building. By simultaneously repeating the contraction step to shrink and the extension step to suspend and extend the portion directly above the jack, the floors connected to the pillars above the dismantling work floor are gradually lowered, and the housings other than the pillars of the descending floors are dismantled Demolition method for multi-story buildings that are sequentially demolished on the work floor. The demolition method according to claim 1, wherein a destructor for releasably connecting the floor beam or the floorboard and the column is provided in the gap between the floor beam or the floorboard and the entire column of the demolition work floor. Construction method. The dismantling method according to claim 1 or 2, wherein a dismantling work is provided in a section surrounded by pillars of the building, with a load transmission structure having a height penetrating from a lower floor or a base part of a jack interposing floor to a dismantling work floor. Removable load transmission beams are installed along the outer surface of the load transmission structure on the surrounding pillars of the floor immediately above the floor, and each floor above the demolition work floor along with the load transmission beams gradually along the outer surface of the load transmission structure. A method of demolishing a multi-layered building in which the load transmission beam is removed from the floor at the time of the sequential dismantling of the lowered floors and is sequentially replaced with the surrounding pillars of the immediately upper floor. The demolition method according to claim 3, wherein a vertical groove is provided on an outer surface of the load transmission structure, and a protrusion is provided on the load transmission beam to fit into the groove via a gap. Construction method. 5. A demolishing method for a multilayer building according to claim 3 or 4, wherein a damper is interposed between the load transmitting structure and the load transmitting beam. The dismantling method according to any one of claims 1 to 5, wherein all the columns of the building are divided into a plurality of cutting groups in which adjacent columns to which loads are transmitted via floor beams or floor boards are not overlapped with each other. Dividing and dividing the multi-layered building by repeating the cycle of extending the jack by simultaneously hanging the portion directly above the jack of each pillar in the group at a predetermined height at the extension step. The dismantling method for a multi-layered building according to claim 6, wherein, when the jack is inserted, a multi-layered building is formed by repeating a cycle in which each pillar in the group is simultaneously cut at an initial height for each cutting group and the jack is interposed. . The dismantling method according to claim 6 or 7, wherein all the pillars of the building are arranged at the intersections of the bi-directional axes intersecting each other on the lattice plane, and the biaxial adjacent 4 for each pillar of the intersections. A dismantling method for a multi-layered building that consists of a plurality of pillars that assume a group of intersections and whose neighboring pillars do not overlap with each other to form a cutting group. 9. The dismantling method according to claim 8, wherein all intersection points on the lattice plane are divided into units of five intersection points by assigning four adjacent intersection points in the biaxial direction for each intersection point of the relationship between the jumping positions on the lattice plane. A method for demolishing a multi-layer building that collects pillars of intersections at corresponding positions from units to form a cutting group. The dismantling method for a multilayer building according to any one of claims 6 to 9, wherein each of the plurality of cutting groups includes the same number of columns.