JP2015054738A - Tower crane support structure and tower crane equipment - Google Patents

Abstract

PROBLEM TO BE SOLVED: To allow a building having an earthquake-proof wall frame to support a tower crane without reinforcing a skeleton as well as without complicated work.SOLUTION: There is provided a support structure of a tower crane 10 in which the tower crane 10 is supported by a building 1 having earthquake-proof wall frames with a pair of earthquake-proof walls 5 arranged parallel to each other. A load transmitted from a base part 13 to girder materials 23 as shown by an arrow is transmitted as a vertical load from longitudinal materials 22 to a pair of the earthquake-proof walls 5, by directly joining a support frame 20 for supporting the tower crane 10 to the opposing faces 5a of a pair of the earthquake-proof walls 5, which prevents a bending moment from occurring to the earthquake-proof walls 5.

Description

  The present invention relates to a tower crane support structure for supporting a tower crane on a building having a pair of earthquake-resistant walls arranged in parallel to each other, and a tower crane apparatus including the tower crane support structure.

  A tower crane is generally used when building a high-rise building. In the case of a super high-rise building, a tower crane of a mast climbing system is generally adopted in which a mast built outside the building is stretched high along with the construction of the building. On the other hand, when the site is narrow or the building to be built is S (steel), a floor climbing tower crane that climbs by replacing the mast built inside the building to the upper floor is adopted. There are many cases. In recent years, floor climbing type tower cranes are being implemented even for RC buildings (reinforced concrete structures).

  In a floor climbing type tower crane, a mast (tower crane) is often supported by a beam. However, in such a support structure, since a large load acts on the beam locally, the beam may be damaged particularly in the case of RC structure. As a structure for supporting the tower crane on the frame without reinforcing the beam, an invention is known in which a cradle is fixed to the side of the column and a part of the load of the tower crane is transmitted from the cradle to the column. Yes (see Patent Document 1). Also, an invention is known in which a bracket is fixed to the side of a pillar or core wall, and the entire load of the tower crane is transmitted from the bracket to the pillar or core wall, that is, the tower crane is supported on the pillar or core wall. (See Patent Document 2).

  On the other hand, when it is difficult to support the tower crane on the beam, anchor bolts are buried so as to protrude from the upper surface of the opposing earthquake resistant wall, and the receiving beam on which the tower crane base is installed is placed on the upper surface of the earthquake resistant wall. A tower crane support structure that is mounted and fixed with anchor bolts has also been proposed (see Patent Document 3).

JP 2010-254477 A JP 2005-272116 A Japanese Patent No. 5192251

  However, when a tower crane load is applied to a beam or a column as in Patent Documents 1 and 2, a bending moment is generated in the member, and the member may need to be reinforced. Also, when the span of the column or the core wall is large, the length of the cradle or pedestal becomes longer and a large bending moment is generated. Therefore, it is necessary to increase the cross-sectional dimension of the cradle or cradle, and handling is difficult. become. Moreover, in a building with a seismic wall frame that does not have a core wall, the seismic wall is continuous, and it is often impossible to secure a place for supporting the tower crane.

  On the other hand, the invention of Patent Document 3 supports the tower crane by placing the receiving beam on the upper surface of the earthquake-resistant wall, but a large useless opening is opened in the earthquake-resistant wall for receiving beam installation. In addition to the complicated processing of the reinforcing bars exposed to the useless openings, the work for closing the useless openings is also complicated. In addition, since the seismic wall is thin, the strength cannot be maintained if the load is concentrated locally. Here, it is conceivable to distribute the load in order to ensure the proof stress. However, if the support area of the receiving beam is increased to distribute the load, the useless opening increases accordingly, and the work for closing the use opening is more complicated. Become.

  The present invention has been made in view of such a background, and a tower crane support structure and a tower crane for supporting a tower crane on a building having a seismic wall structure without reinforcing the housing and without complicated work. The main purpose is to provide a device.

  In order to solve the above-described problem, according to one aspect of the present invention, a tower crane (10) is supported on a building (1) having a pair of earthquake-resistant walls (5, 5) arranged in parallel to each other. A tower crane support structure to be constructed, wherein the support frame (20) for supporting the tower crane (10) is directly joined to the opposing surfaces (5a, 5a) of the pair of earthquake resistant walls. .

  According to this configuration, since the support frame is joined to the opposing surface of the earthquake-resistant wall, it is not necessary to provide a useless opening in the earthquake-resistant wall, and the work is not complicated. In addition, since the opposing surface of the earthquake-resistant wall is a relatively large plane, it is easy to distribute and support the vertical load of the support frame, that is, to increase the support surface of the earthquake-resistant wall that supports the support frame. There is almost no complication of work. Further, since the support frame is directly joined to the facing surface of the earthquake-resistant wall, almost no bending moment is generated in the earthquake-resistant wall, and the tower crane can be supported by the frame without reinforcing the frame.

  Further, according to one aspect of the present invention, the support frame (20) has a pair of joint surfaces (22a, 22a) directly joined to the opposing surfaces (5a, 5a) of the earthquake-resistant wall (5, 5). A bending moment generated in the earthquake-resistant wall (5, 5) due to the deflection of the support frame (20) due to the load of the tower crane (10) being applied to the support frame (20). It can be set as the structure by which the height dimension of the said joint surface (22a, 22a) is set so that it may become below the bending proof stress of 5 and 5).

  By attaching the support frame directly to the facing surface of the earthquake-resistant wall, there is basically no bending moment in the earthquake-resistant wall. However, when the support frame is bent due to a change in the load applied to the support frame, a bending moment is generated in the earthquake resistant wall. Therefore, in this way, the height of the joint surface of the support frame is set to a height corresponding to the amount of deflection of the support frame, so that the tower crane can be installed within the range of the bending strength of the earthquake resistant wall. Can be supported.

  Moreover, according to one aspect of the present invention, the support frame (20) is a pair of frame-shaped frames (21, 21) arranged so as to sandwich the mast (11) of the tower crane (10) in plan view. Each frame-shaped gantry (21) is directly joined to the opposing surfaces (5a, 5a) of the earthquake-resistant wall (5, 5), and a pair of vertical members (22, 22) extending vertically, The upper end of the pair of vertical members (22, 22) is connected, and the lower end of the pair of vertical members (22, 22) and the beam member (23) to which the base portion (13) of the tower crane (10) is attached. And a horizontal connecting member (24) for connecting the two.

  According to this configuration, it is possible to reduce the weight of the support frame while reducing the ratio of the bending amount of the frame frame to the height dimension of the joint surface of the frame frame (the height dimension of the vertical member).

  According to another aspect of the present invention, the frame-shaped gantry (21) further includes a diagonal member (25) disposed between the beam member (23) and the horizontal connecting member (24). It can be.

  According to this configuration, since the deformation of the frame-shaped gantry can be effectively suppressed, it is possible to more reliably prevent the frame-shaped gantry from generating a bending moment in the earthquake-resistant wall when a tower crane load is applied. .

  According to another aspect of the present invention, the tower crane support structure and a bell stand (30) for supporting the crane body (12) on the building (1) when the tower crane (10) is climbed. And a pair of earthquake resistant walls (5, 5) on the lower floor (N + 1) at a position where the pair of earthquake resistant walls (5, 5) on the uppermost floor (N + 2) is constructed. Reinforcing bars (5b) extending from the floor surface protrude upward from the floor surface, and the bell receiving base (30) is a pair of earthquake resistant walls (5, 5) on the floor surface of the uppermost floor (N + 2) on the lower floor (N + 1). ), A lower girder (31) having a height dimension larger than the protruding length of the reinforcing bar (5b) and having a hole (31a) or a notch formed in the lower surface for inserting the reinforcing bar (5b) And the upper surface of the lower girder (31) Is installed, it can be configured to have a Ueketa (32) which extend in the extending direction and a direction substantially perpendicular of the lower digit (31) for supporting the crane body (12).

  According to this configuration, when climbing the tower crane during construction of the building, the crane main body can be supported by the bell receiving stand while the crane main body is positioned above the uppermost floor of the building under construction. In addition, although the reinforcing bar protrudes from the top surface of the top floor earthquake-resistant wall, the bell receiving base has a lower girder having a height dimension larger than the protruding length of the reinforcing bar and having a hole or notch through which the reinforcing bar is inserted. By having it, the bell support can be supported by the building frame without reinforcing the frame.

  Thus, according to the present invention, it is possible to provide a tower crane support structure and a tower crane apparatus for supporting a tower crane on a building having a seismic wall structure without reinforcing the housing and without complicated work. Can do.

Side view of a building to which a tower crane support structure according to an embodiment is applied Plan view of the building shown in FIG. The top view which expanded the principal part of FIG. IV-IV arrow view in Fig. 3 VV arrow view in FIG. The figure corresponding to FIG. 4 of the support stand which concerns on a modification Explanatory drawing of the replacement procedure of the tower crane Plan view of the bell cradle shown in FIG. IX-IX arrow view in Fig. 8 XX arrow view in FIG.

  Hereinafter, an embodiment of a support structure for a tower crane 10 according to the present invention will be described in detail with reference to the drawings.

  First, the building 1 where the tower crane 10 used by this invention is used is demonstrated. As shown in FIGS. 1 and 2, the building 1 is a so-called plate-like building in which a plurality of rectangular dwelling units or rooms are arranged in a row on each floor, and the housing 2 is made of reinforced concrete. As shown in FIG. 2, when two directions orthogonal to each other on a plane are defined as an X direction and a Y direction, the building 1 has a predetermined distance in the Y direction between columns 3 arranged at substantially equal intervals along the X direction. There are two rows. These columns 3 are arranged along the outer periphery of the building 1. In the X direction, adjacent columns 3 are connected to each other by a beam 4 extending in the same direction, and the Y direction is parallel to the same direction. Two rows of corresponding columns 3 are connected to each other by a plurality of earthquake-resistant walls 5 extending in the vertical direction. That is, the building 1 has a ramen frame in the X direction and a seismic wall frame in the Y direction. Floor slabs 6 are constructed inside the plurality of pillars 3 that are used as dwelling units or rooms, and hallways, stairs, elevator shafts, and the like are provided outside the rows of the plurality of pillars 3.

  A tower crane 10 used in the present invention is a floor climbing system installed on a site inside a building 1 and has a mast 11 supported by the building 1 and a crane body 12 provided on the mast 11 so as to be movable up and down. ing. As shown by an imaginary line in FIG. 1, the tower crane 10 is initially in a state where the base portion 13 provided at the lower end of the mast 11 is fixed to the foundation 7 of the building 1, that is, a state where the tower crane 10 is supported by the foundation 7 of the building 1. When the construction of the building 1 progresses and the space between the building 1 and the crane body 12 decreases, the mast 11 is replaced with the upper floor, and the base portion 13 of the mast 11 is fixed to the housing 2 (in the housing 2 Used in a supported state). In the housing 2 of the building 1, an opening 6 a for installing the mast 11 is formed in a dwelling unit or floor slab 6 of each room where the mast 11 is installed. These openings 6a formed on each floor are sequentially closed from the lower floor by post-construction after the mast 11 has been rearranged upward.

  As shown in FIGS. 3 to 5, the base portion 13 includes a cross beam 14 in which two beams 14 a are fixed in a state of being orthogonal to each other, and four corners (end portions of the beam 14 a) on the horizontal plane. And an outrigger 15 provided to be rotatable. Depending on the rotation position of each outrigger 15, the base portion 13 is folded or unfolded. The base portion 13 is supported by the support frame 20 when the outrigger 15 is fixed to the support frame 20 in the unfolded state, and is fixed to the support frame 20 by releasing the fixing of the outrigger 15 to the support frame 20, thereby being supported. It is possible to move up and down, and it is possible to rearrange to upper floors.

  The support frame 20 is composed of a pair of frame-shaped frames 21 and 21 extending in the X direction at a position sandwiching the mast 11 in plan view. Each frame-like pedestal 21 is directly joined to the opposing surfaces 5a and 5a of the pair of seismic walls 5 and 5 and connects a pair of vertical members 22 and 22 extending vertically and the upper ends of the pair of vertical members 22 and 22. In addition, the girder member 23 to which the base portion 13 of the tower crane 10 is attached, the horizontal connecting member 24 that connects the lower ends of the pair of longitudinal members 22 and 22, and the girder member 23 and the horizontal connecting member 24 are disposed. The diagonal member 25 is included. As shown in FIG. 5, the pair of frame bases 21, 21 arranged in parallel are connected to each other by a connecting material 26 that connects the beam members 23, 23 to each other.

  The base portion 13 of the tower crane 10 is arranged at the center of the two frame-shaped mounts 21 in the extending direction of the two frame-shaped mounts 21 and the direction orthogonal thereto. That is, the tower crane 10 is disposed at the center of the pair of earthquake resistant walls 5 and 5 in the X direction, and is disposed at a position offset from the center of the two pillars 3 connected by the earthquake resistant wall 5 in the Y direction. The support frame 20 is arranged at a position offset from the center of the two pillars 3 so that the tower crane 10 is arranged in the center.

  Each vertical member 22 is obtained by welding a reinforcing plate to an H-shaped steel, and the outer surface of one of the flanges serves as a joint surface 22 a for the earthquake resistant wall 5. As the H-shaped steel of the vertical member 22, for example, H350 × 350 can be used. As shown in the enlarged view of FIG. 4, the flange of the vertical member 22 constituting the joining surface 22a is arranged in two rows at positions sandwiching the web, and a plurality of bolts arranged vertically at predetermined intervals in each row. An insertion hole 22b is formed. A plurality of anchor bolts 27 are provided at positions corresponding to the bolt insertion holes 22 b of the earthquake resistant wall 5, and the vertical members 22 are directly joined to the earthquake resistant wall 5 by these anchor bolts 27. Here, “directly joined” means that the seismic wall 5 has at least two points of contact when a joining force is applied by a joining means such as the anchor bolt 27 in a free state where it is not constrained by other members. Means a state (including a case where a sheet or the like is interposed therebetween).

  The diameter and number of the anchor bolts 27 are set so as to withstand a shearing force according to the support load of the tower crane 10. Each anchor bolt 27 is provided so as to penetrate the seismic wall 5 and is removed after use. Further, to the longitudinal member 22, a girder joint 22 c and a joining member joining portion 22 d formed by welding steel materials having the same cross section to join the girder member 23 and the horizontal joining member 24, and a diagonal member 25 are joined. A gusset plate 22e formed by welding steel plates is provided on the side opposite to the joint surface 22a with respect to the earthquake resistant wall 5.

  The girder 23 transmits the support load of the tower crane 10 to the vertical member 22, and supports between the support load of the tower crane 10 and the opposed surfaces 5 a and 5 a of the pair of earthquake resistant walls 5 and 5 on which the support frame 20 is provided. The cross-sectional dimension is set according to the distance. As the girder 23, for example, H-shaped steel of H700 × 300 can be used. The girder member 23 is joined to both longitudinal members 22 and 22 by joining the two longitudinal members 22 and 22 to the earthquake-resistant wall 5 and then friction-joining them to the girder joint portion 22c using bolts. . That is, the girder 23 is not pin-supported (hinge supported) by the longitudinal members 22 and 22 but is rigidly coupled to the longitudinal members 22 and 22. The bolt through hole opened in at least one of the girder joint 22c, the attachment plate and the girder 23 is a long hole, and the distance between the opposing surfaces 5a and 5a of the pair of earthquake resistant walls 5 and 5 due to construction errors. However, even if it is not as designed, the girder 23 can be joined to the longitudinal member 22 that has been joined to the opposing surfaces 5a, 5a of the two seismic walls 5, 5 in advance. In this way, the vertical member 22 is first joined to the earthquake resistant wall 5, and the beam member 23 connects the pair of vertical members 22, 22 without applying a tensile force or a compressive force to the vertical member 22. No bending moment is generated.

  The horizontal connecting member 24 connects the lower ends of the pair of longitudinal members 22 and 22 and prevents the lower ends of the longitudinal members 22 and 22 from being separated from each other. Thereby, the rigidity of the frame-shaped gantry 21 made into an integrated object is improved. As the horizontal connecting member 24, for example, H-shaped steel of H150 × 150 can be used. Bolts and long holes are also used for joining the horizontal joining material 24 and the joining material joining portion 22d, thereby preventing a bending moment from being generated in the earthquake resistant wall 5.

  Two diagonal members 25 are arranged so as to intersect each other between the beam member 23 and the horizontal connecting member 24, and prevent the frame-shaped gantry 21 from being deformed. As the diagonal member 25, for example, a C150 × 75 channel steel material can be used. In this embodiment, since the tower crane 10 is arranged at the center in the extending direction of the frame-shaped gantry 21, an unbalanced load is rarely applied to the frame-shaped gantry 21, but the orientation of the crane body 12 and the lifting weight When the load changes, the load applied to the frame-shaped gantry 21 acts as a force for deforming the frame-shaped gantry 21. By providing the diagonal member 25, the deformation of the frame base 21 is prevented. Bolts and long holes are also used for joining the diagonal member 25 and the gusset plate 22e.

  Each frame-shaped gantry 21 configured in this way is attached to a pair of seismic walls 5, 5 with a pair of longitudinal members 22, 22 that are directly joined to the opposing surface 5 a of the seismic wall 5. 5 is fixed. For this reason, when a load of the tower crane 10 is applied to the frame-shaped gantry 21, a bending moment is generated in the earthquake-resistant wall 5. The earthquake-resistant wall 5 has a relatively high yield strength against a load in the vertical direction, but has a relatively small yield strength against a bending moment because the wall thickness is thin. Therefore, in the present invention, the length of the longitudinal member 22 (joint) is such that the bending moment generated in the earthquake-resistant wall 5 due to the bending of the frame-shaped frame 21 by the load of the tower crane 10 is equal to or less than the bending strength of the earthquake-resistant wall 5. The height of the surface 22a) is set to be long. The longer the length of the vertical member 22, the smaller the bending moment generated in the earthquake resistant wall 5. Therefore, the length of the vertical member 22 is preferably 50% or more of the ceiling height of the housing 2 and more preferably 80% or more. Furthermore, it is most preferable that the length of the vertical member 22 is approximately the same as the ceiling height. In this embodiment, considering the workability, the length of each vertical member 22 is slightly smaller (30 mm to 50 mm) than the ceiling height (the height obtained by subtracting the slab thickness from the floor height) of the housing 2. Yes.

  In addition, by using the vertical member 22 as a bracket and using the beam member 23 attached to the vertical member 22 as both-end support beams, that is, the beam member 23 that supports the tower crane 10 is indirectly connected via the vertical member 22. It is conceivable to prevent a bending moment from being generated in the seismic wall 5 by fixing it to the seismic wall 5. However, since the point of action of the load on the longitudinal member 22 is separated from the opposing surface 5a of the seismic wall 5 in the horizontal direction, a greater bending moment is generated on the seismic wall 5, and the beam member 23 and the longitudinal member 22 are joined. In order to ensure strength, the joint width must be increased. For this reason, the bending moment generated in the earthquake-resistant wall 5 cannot be reduced to the same extent as in this embodiment, and the widths of the girders 23 and the longitudinal members 22 cannot be reduced to the same extent as in this embodiment.

  That is, in the present invention, each frame-shaped pedestal 21 as an integral object is directly joined to the opposed surfaces 5a and 5a of the pair of earthquake resistant walls 5 and 5, and the length of the vertical member 22 joined to the opposed surfaces 5a is made as long as possible. By doing so, the bending moment which generate | occur | produces in the earthquake-resistant wall 5 can be almost eliminated. Therefore, as indicated by arrows in FIG. 4, the load transmitted from the base portion 13 to the beam member 23 is transmitted as a vertical load from the longitudinal member 22 to the pair of earthquake-resistant walls 5 and 5, thereby reinforcing the frame 2. The tower crane 10 can be supported by the housing 2 without doing so. Moreover, since each frame-shaped mount 21 is joined to the opposing surface 5a of the earthquake-resistant wall 5, it is not necessary to provide a useless opening in the earthquake-resistant wall 5, and work is not complicated. Furthermore, since the opposing surface 5a of the seismic wall 5 is a relatively large plane, the vertical load of the support frame 20 is supported in a distributed manner, that is, in this embodiment, the longitudinal members 22 are lengthened to support the frame-shaped frames 21. It is easy to increase the support surface of the earthquake-resistant wall 5, and there is almost no complication of the work accompanying this.

  Moreover, in this embodiment, the support frame 20 has a pair of frame-shaped frame 21 which pinches | interposes the mast 11 of the tower crane 10 by planar view, and each frame-shaped frame 21 is a pair of vertical members 22 and 22 and a girder material 23. In addition, by having the horizontal connecting member 24, the ratio of the bending amount of the frame-shaped gantry 21 to the height dimension of the joint surface 22a of the frame-shaped gantry 21 becomes small, and the weight of the support gantry 20 can be reduced. It has become. Furthermore, since each frame-shaped pedestal 21 has the diagonal member 25, the deformation of the frame-shaped pedestal 21 is effectively suppressed, and the bending moment generated in the earthquake-resistant wall 5 is surely suppressed.

  In addition, the frame-shaped mount 21 is not restricted to the form shown in FIGS. 3-5, It can implement with various forms. FIG. 6 shows a plurality of modified examples of the frame-shaped gantry 21. (A) is an example in which the frame-shaped gantry 21 is formed in a wall shape from a steel plate. In this case, it is preferable to provide flange-shaped steel plates on the top, bottom, left and right of the frame-shaped pedestal 21 so that the joining to the earthquake-resistant wall 5 and the attachment of the base portion 13 are easy. (B) is an example in which the frame-shaped gantry 21 does not have the diagonal member 25. In this case, it is preferable that the horizontal connecting member 24 has a larger cross section than the above form. For example, H350 × 350 H-shaped steel may be used as the horizontal connecting member 24. (C) is different in the shape of the diagonal member 25, the upper end of a pair of diagonal members 25 arranged in a letter C shape is joined to the beam member 23, and the lower end is joined to the lower part of the longitudinal member 22. In this configuration, since the load applied to the beam member 23 can be transmitted to the vertical member 22 also by the diagonal member 25, the beam member 23 can be made to have a smaller cross section. Note that the upper end of the diagonal member 25 is preferably arranged in the vicinity of the load transmission position from the base portion 13. In (D), in addition to the diagonal member 25 similar to (C), a wall member 28 is provided on a part of the surface that can transmit the load from the base portion 13 to the vertical member 22. In this example, the load is transmitted to the longitudinal member 22.

  Next, with reference to FIG. 7, a procedure for changing the tower crane 10 will be described. Here, the procedure for reordering from the state where the tower crane 10 is already supported by the housing 2 to the upper floor will be described. In FIG. 7 (A), the tower crane 10 is supported by the frame 2 via the support frame 20 attached to the earthquake resistant wall 5 on the M floor. When the construction of the building 1 proceeds, the upper-level frame 2 is constructed as shown in FIG. In parallel with the construction of the frame 2, another support frame 20 is installed on the floor where the tower crane 10 is next installed (N floor). At this time, the pair of longitudinal members 22 and 22 (FIG. 4) are joined to the earthquake-resistant wall 5 in an unconstrained state so that the support frame 20 is directly joined to the earthquake-resistant wall 5. When construction of the chassis 2 is completed up to a predetermined floor (here, the N + 1 floor), next, as shown in (C), in order to support the crane body 12 on the upper floor, that is, the N + 1 floor, that is, the N + 2 floor. , The crane main body 12 is lowered and the crane main body 12 is fixed on the bell support base 30. In this state, the crane body 12 is supported by the housing 2 via the bell receiving stand 30. Thereafter, as shown in (D), at the M floor, the connection between the base portion 13 of the mast 11 and the support base 20 is cut off, the mast 11 is raised, and the base portion 13 is connected to the support base 20 at the N floor. After the mast 11 is supported on the chassis 2 via the support frame 20, the crane body 12 is raised to the same state as (A), and the construction work of the chassis 2 is continued. By repeating such a procedure, the tower crane 10 climbs to an upper floor in accordance with the construction of the building 1. After the mast 11 is lifted, the M-level support base 20 is dismantled and removed, and is reused at the next replacement. Further, the openings 6a of the floor slabs 6 below the N floor are sequentially closed, and after removing the support frame 20, the anchor bolts 27 used for joining the vertical members 22 are removed to finish the earthquake resistant wall 5. .

  Next, the bell receiving stand 30 used at the time of reordering will be described with reference to FIGS. The bell receiving stand 30 is installed on the uppermost floor (N + 2 floor) of the building 1 under construction, and constitutes a part of the crane device 40 that enables the tower crane 10 to climb by itself. On the N + 2 floor, a floor slab 6 is constructed. At the position where the seismic wall 5 is constructed on the upper surface of the floor slab 6, the main wall reinforcement 5b extending from the seismic wall 5 on the lower floor (N + 1 floor) is the length of the lap joint. It protrudes upward from the floor. The wall main reinforcement 5b is arranged symmetrically on both main surface sides with respect to the center plane in the thickness direction of the earthquake resistant wall 5, and is arranged over the entire length of the earthquake resistant wall 5 with a predetermined interval in the extending direction of the earthquake resistant wall 5.

  The bell cradle 30 is installed on the upper surface of two pairs of lower girders 31A, 31A, 31B, 31B installed above the earthquake-resistant wall 5 on the floor of the N + 2 floor, and the lower girders 31A, 31B of each pair. Two upper girders 32 and 32 extending in a direction orthogonal to the wall 5 are provided. Each lower girder 31 is made of H-shaped steel having a height dimension larger than the protruding length of the wall main bar 5b, and a hole 31a or a notch through which the wall main bar 5b is inserted is formed in the lower flange. As the lower girder 31, for example, H-shaped steel of H700 × 300 can be used. Each lower girder 31 is disposed along the extending direction of the earthquake resistant wall 5, and is fixed to the floor slab 6 by a detent anchor 33, and each pair corresponding to the pair of earthquake resistant walls 5, 5 is a diagonal member. By providing 34, prevention of rolling and the like is achieved. The upper girder 32 is fixed to the lower girder 31 by bolts and nuts 35, and the crane main body 12 is placed on the upper surface thereof to support the crane main body 12 and the mast 11. As the upper girder 32, for example, H-shaped steel of H700 × 300 can be used.

  As described above, the wall main bar 5b protrudes from the upper surface (floor surface) of the earthquake resistant wall 5, but has a height dimension larger than the protruding length of the wall main bar 5b and allows the wall main bar 5b to pass therethrough. Since the load of the tower crane 10 can be transmitted to the earthquake-resistant wall 5 by installing the lower girder 31 formed with the upper girder 32 on the upper girder 31, the bell receiver can be received without reinforcing the frame 2. The gantry 30 can be supported on the housing 2 of the building 1. Thereby, the crane main body 12 is supported by the bell receiving stand 30 with the crane main body 12 positioned above the top floor of the building 1 under construction, and the tower crane 10 can be climbed during the construction of the building 1. it can.

  Although the description of the specific embodiment is finished above, the present invention is not limited to the above embodiment. For example, the structure of the building 1, the support frame 20 that supports the tower crane 10, the bell receiving frame 30, each member, the specific configuration of the part, the shape, the arrangement, the quantity, the material, the elements and the order of the procedure, etc. Any change can be made as long as it does not depart from the spirit of the present invention. On the other hand, all the elements of the structure and procedure shown in the above embodiment are not necessarily essential, and may be appropriately selected.

1 Building 5 Seismic wall 5a Opposite surface 5b Main bar (rebar)
DESCRIPTION OF SYMBOLS 10 Tower crane 11 Mast 12 Crane main body 13 Base part 20 Supporting stand 21 Frame-like stand 22 Vertical material 22a Joint surface 23 Girder material 24 Horizontal connecting material 25 Diagonal material 30 Bell receiving frame 31 (31A, 31B) Lower girder 31a Hole 32 Above Girder 40 Crane equipment

Claims (5)

A tower crane support structure for supporting a tower crane on a building of a earthquake-resistant wall frame having a pair of earthquake-resistant walls arranged in parallel to each other,
A support structure for a tower crane, wherein a support frame for supporting the tower crane is directly joined to opposing surfaces of the pair of earthquake resistant walls.   The support frame has a pair of joint surfaces that are directly bonded to opposite surfaces of the earthquake-resistant wall, and is generated in the earthquake-resistant wall due to the deflection of the support frame due to the load of the tower crane being applied to the support frame. The tower crane support structure according to claim 1, wherein a height dimension of the joint surface is set so that a bending moment is equal to or less than a bending strength of the earthquake-resistant wall.   The support frame has a pair of frame-shaped frames arranged so as to sandwich the mast of the tower crane in plan view, and each frame-shaped frame is directly joined to the facing surface of the earthquake-resistant wall and extends vertically. A pair of vertical members, connecting a top end of the pair of vertical members, a girder to which a base portion of the tower crane is attached, and a horizontal binder connecting the bottom ends of the pair of vertical members. The tower crane support structure according to claim 1 or 2.   The tower frame support structure according to claim 3, wherein the frame-shaped gantry further includes a diagonal member disposed between the beam member and the horizontal connecting member. The tower crane support structure according to any one of claims 1 to 4,
A tower crane device having a bell support for supporting a crane body on the building during climbing of the tower crane,
Reinforcing bars extending from a pair of earthquake-resistant walls on the lower floor protrude upward from the floor surface at a position where a pair of earthquake-resistant walls on the top floor are constructed.
The bell support base is installed above the pair of earthquake resistant walls on the lower floor on the floor surface of the uppermost floor, has a height dimension larger than the protruding length of the reinforcing bars, and has a hole through which the reinforcing bars are inserted. Or a lower girder in which a notch is formed, and an upper girder installed on the upper surface of the lower girder and extending in a direction substantially orthogonal to the extending direction of the lower girder to support the crane body. And tower crane equipment.

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