JP2011169070A - Building using perpendicular vibration control pc structural member to which vibration control prestress has been applied - Google Patents

Abstract

<P>PROBLEM TO BE SOLVED: To provide the perpendicular structural member of a building such as a column, a wall or the like which can maintain PC steel and a reinforcing bar within the range of linear restoring force and prevent cracks and damage even when it undergoes impactive tensile force and bending moment caused by a major earthquake and strong wind. <P>SOLUTION: The building is constructed by using the perpendicular structural member, and vibration control PC steel materials 18, 16 are inserted into and arranged in the interior of a cross-sectional nucleus 10a and on the outside of the cross-sectional nucleus of the cross section of the perpendicular structural member constructed on each floor level from the foundation of the building to the top floor level. Then at least the vibration control PC steel materials 18 arranged in the cross-sectional nucleus 10a are arranged from the foundation to the top floor level in a continuous state through its length, and different tension-introducing forces are exerted on different PC steel materials 18, 16 arranged in the interior of the cross-sectional nucleus 10a and on the outside of the cross-sectional nucleus, and tension fixation is performed. Then the cross-sectional yield strength of the perpendicular structural member is increased, and the degree of a safety allowance for a member at the time of an earthquake is significantly increased by increasing the cross-sectional yield strength of the perpendicular structural member. Thus, vibration control damper performance by the effect of the vibration control horizontal force Pr is exerted. <P>COPYRIGHT: (C)2011,JPO&INPIT

Description

  The present invention relates to a building that is constructed using a vertical structural member and uses a vertical vibration control PC structure member that has been subjected to a vibration control prestress that can withstand a large earthquake or strong wind pressure.

  In general, in this type of building, a plurality of buildings constructed by arranging vibration control and seismic isolation devices on the foundation are known. For example, as a first conventional example, there is provided means for preventing the pulling out of the foundation portion of the high-rise structure by supporting the reinforced concrete with a seismic isolation device and converting the vibration energy generated in the reinforced concrete into potential energy. An energy conversion type high-rise seismic structure having a means for accumulating the potential energy and driving a seismic control device provided on the ground floor via the potential energy accumulating means (Patent Document 1).

  The counterweight, which has been conventionally used only as a weight, can be used as an energy generating device for active control during an earthquake, and the shaking of the structure can be reduced. Furthermore, in the general structure, even when the pulling force is large and the earth anchor has to be used, by mounting the device of the present invention, the swinging of the structure is reduced and the pulling force is reduced, and the pulling force is reduced without using the earth anchor. This can lead to cost reduction.

  In addition, as a second conventional example, a pile head joint device including a cushioning material is attached to an upper end portion of a foundation pile constructed in the ground, and a lower portion of a fixing steel material is fixed to the foundation pile. The upper part of the fixing steel material is protruded upward from a through hole formed in the pile head joint device, and the state where the buffer material is pressed is maintained, and the intermediate portion of the fixing steel material is attached to the pile head joint device. It is the connection structure of the foundation pile and the upper structure which fixed and fixed the said fixing steel material in the upper structure (patent document 2).

  And by making it the said structure, the normal vertical load of the upper structure is transmitted to a foundation pile via the fixing steel material and the buffer material of a pile head joint tool. At this time, the amount of the vertical load to be borne by the buffer material is determined according to the pressing force of the buffer material, and the amount of the vertical load to be borne by the fixing steel material can be reduced. In addition, in the joint structure of the above superstructure and foundation pile, since the load of the bending moment is reduced by using the fixed steel material and the cushioning material that are rigidly connected together, the burden on the fixed steel material is reduced. Even in a foundation pile having a structure, it is possible to easily provide a structure having a high yield strength balanced against both vertical and horizontal loads.

  Furthermore, as a third conventional example, a foundation structure, an upper structure supported to be swingable with respect to the foundation structure, and a rubber vibration isolator disposed between the foundation structure and the upper structure. It is a ground anchor seismic isolation structure consisting of a member and a ground anchor connected to the lower structure of the upper building (Patent Document 3).

  And even if a large overturning moment is applied to the structure, the seismic isolation function can be maintained sufficiently, and the conventional seismic isolation mechanism using laminated rubber etc. can be applied without major changes. It is possible to provide a ground anchor seismic isolation structure that can be used.

Japanese Patent Laid-Open No. 10-61256 JP 2004-44303 A JP 2001-31164 A

  In the conventional example, a seismic isolation device such as laminated rubber is used as an earthquake countermeasure, and the base isolation device is supported with additional concrete for preventing the foundation from being pulled out (first conventional example). Incorporating the device into the pile head joint of the foundation (second conventional example), or placing the seismic isolation device between the foundation structure and the upper structure via a support (third conventional example) Thus, the vibration or shaking caused by the earthquake is mitigated by the seismic isolation device so that it is not directly propagated to the superstructure.

  Moreover, in the prior art, the seismic isolation device is disposed between the foundation structure and the upper structure. However, the upper structure is composed of additional concrete or the like attached to the upper part of the seismic isolation device. It is attached by connecting or integrally connecting columns and beams to a member (footing) such as a joint tool.

  By the way, in the prior art, whether the superstructure is a reinforced concrete structure (RC structure) or a precast concrete structure (PC structure), for example, an impact generated during a massive earthquake with a seismic intensity of 7 class in a direct short-period earthquake. When subjected to repeated tensile force or strong shaking, the vertical members constituting the structure cannot absorb vibration or shaking only by installing the seismic isolation device, and are cracked or broken.

  In the conventional PC structure members (columns, beams, etc.) with seismic and vibration control and seismic isolation structures, the tension introduction force of the PC steel material arranged in the member cross section is uniform, and the yield load of the PC steel material ( 80% of Py). The cross-sectional yield strength of the structural member is obtained based on the yield load (Py) of the PC steel during a large earthquake. However, since the PC steel material does not have a clear yield point, the yield load is set to 0.2% permanent elongation. The yield point strength is the value obtained by dividing the cross-sectional area of the PC steel using the yield load. As shown in FIG. 6, a nonlinear restoring force state indicated by a straight line is shown up to about 85% of the yield load, and thereafter a gentle curve is entered. When entering this stage, cracks occur in the concrete cross section, preventing the prevention of elastic adhesion damage of main bars and PC steel materials. In addition, since the residual deformation remains after the earthquake, the generated crack cannot be closed and the crack progresses greatly, which has a problem in that the service life is significantly reduced by adversely affecting the structural frame.

  In addition, in the past examples of large earthquakes of direct type short-period earthquakes, the main reinforcement preceded the reinforced concrete columns (RC columns) and the wall structure, which caused many shear failures. The reason for this is that the reinforcing bars arranged in the cross section of vertical structural members such as columns and walls exceed the yield point strength, and the adhesion force with concrete cannot follow the tensile elongation of steel, and adheres at the adhesion interface with concrete. It is presumed that the main cause is destruction and peeling. In particular, short-term instantaneous tensile elongation is a failure that breaks the entire cross section of a concrete column into a lump, and in fact, the thick wall of the reactor structure is damaged by horizontal cracks. Is generated.

  Therefore, in the prior art, the damage of the RC column due to a large earthquake will cause fatal damage leading to the whole building, and the vertical member of the PC structure is based on the yield point strength of PC steel and reinforcing bars. Because it is used with the required cross-sectional strength, PC steel and rebar may reach the yield point strength due to a large earthquake, and damage similar to the example of damage to RC structures is expected. Has a point.

  For vertical structural members such as columns and walls in high-rise buildings according to the prior art, PC steel and reinforcing bars remain within the range of linear restoring force even when subjected to a shocking tensile force or bending moment due to a large earthquake or strong wind. Thus, there is a problem to be solved in preventing cracking and damage.

  The present invention is a high-rise building constructed using vertical structural members as a specific means for solving the problems of the above-described conventional example, and is constructed at each level from the foundation to the top layer of the building. In the cross section of the vertical structural member, the vibration control PC steel material is inserted into the core of the cross section and outside the core, and at least the vibration control PC steel material disposed in the core of the cross section is extended over the entire length from the foundation to the top layer. Arranged in a connected state, in the above-mentioned seismic control PC steel, the tension is fixed by applying different tension introduction forces to the PC steel arranged inside and outside the cross-section nucleus, and is controlled over the entire length of the vertical structural member. The present invention provides a building characterized in that a vertical seismic control PC structure member to which prestress is applied is formed.

In the present invention, the different tension introducing force is such that the tension introducing force applied to the damping PC steel material arranged in the core of the cross section is up to 80% of the yield load of the PC steel material, and the control force arranged outside the cross section nucleus is used. The tension introducing force applied to the seismic PC steel is 40 to 70% of the yield load of the PC steel; the foundation is composed of an upper foundation structure, a lower foundation structure, and a seismic isolation device interposed therebetween. And that the vertical structural member is a concrete column as an additional requirement.
In the present invention, the above-described tension introducing force means a tensile force applied to the PC steel material at the completion of fixing in the fixing portion.

  The high-rise building of the seismic structure or the seismic control and seismic isolation structure according to the present invention has the seismic control PC steel material inserted into the core of the cross section of the vertical structural member constructed between the foundation and the top layer in tension. In addition to increasing the cross-sectional proof strength of the vertical structural member to significantly increase the safety margin of the member during an earthquake, the damping control performance due to the effect of the horizontal damping force Pr is achieved. Since it is made to exhibit and keeps all the main bars and PC steel materials in the linear restoring force range without yielding, it has an excellent effect of avoiding cracks and damage to the building even under a large earthquake or strong wind.

It is the side view which showed roughly the earthquake-resistant structure type high-rise building using the vertical seismic control PC structure member which concerns on embodiment of this invention. It is the side view which showed schematically the high-rise building of the seismic isolation structure type | mold using the vertical seismic control PC structure member which concerns on embodiment of this invention. FIG. 3 is an enlarged side view schematically showing a part of a foundation portion of the high-rise building according to the embodiment shown in FIG. 2. It is a schematic sectional drawing which shows the vertical seismic control PC structure member (column) used in the high-rise building concerning the embodiment. It is explanatory drawing which showed the deformation | transformation condition by the vibration received by the big earthquake of the vertical damping PC structure member (column) used with the high-rise building concerning the embodiment compared with the prior art example. It is a graph which shows the restoring force characteristic curve of PC steel materials used in the same embodiment.

  The present invention will be described in detail based on the illustrated embodiment. In FIG. 1, a high-rise building 3 of an earthquake-resistant structure type is constructed on the upper part of a base part 1. The foundation part 1 is formed by, for example, a foundation concrete part 6 formed on an upper part of a plurality of foundation piles 5 reaching the hard ground 4. Of the plurality of foundation piles 5, half of the foundation piles 5 are provided with vertical ground anchors 7 that oppose the pulling force and are firmly fixed to the ground.

  FIG. 2 relates to a high-rise building having a seismic isolation structure, and the same parts as those of the above-described embodiment will be described with the same reference numerals. Since this embodiment is of a seismic isolation type structure, the foundation 1 is composed of an upper foundation structure 1a, a lower foundation structure 1b, and a seismic isolation device 2 disposed therebetween. As shown in FIG. 3, the seismic isolation device 2 uses a deformable material having elasticity such as laminated rubber and supports the building 3 in a seismic isolation state. The block or footing member 8 or the like and the lower basic structure 1b are attached via an appropriate connecting member 9, and any structure conventionally used can be applied.

  The high-rise building 3 is constructed using, for example, a precast concrete (PC structure) column 10, beam 11, wall 12, and the like. Alternatively, the lowermost beam 11 is connected to the connecting block or the footing member 8 by the PC steel material 13 by the PC pressing method or the PC pressing joint method. The lowermost beam 11 attached in this way is the upper foundation structure 1 a of the building 3 together with the connecting block or footing member 8.

  In particular, the column having the structure shown in FIG. 4 is used for the column 10 having the PC structure which is a vertical member. The column 10 of this PC structure is provided with a reinforcing bar 14 composed of a main bar and a hoop bar and a plurality of sheath tubes 15, and each floor is provided with a seismic control PC steel material 16 inserted into the sheath tube. It is also possible to fix the tension to each other, or to fix the tension by communicating with two (plural) pillars 10 on the first floor and the second floor, for example, for each pillar of the plurality of floors. As for the pillar 10 on the first floor, as shown in FIG. 3, the damping PC steel material 16 is connected and attached to each PC steel bar 8 a embedded in the connecting block or footing member 8.

  In the column 10 of the PC structure, a sheath tube 17 for damping PC steel material is further disposed in the cross-section nucleus 10a (substantially central portion) of the column 10 that is a vertical member, and the sheath tube 17 for damping PC steel material. The vibration control PC steel material 18 is inserted through and finally the tension is fixed. The cross-sectional nucleus 10a is a substantially central portion of the column 10, but its width (size) is D / 3 with respect to the cross-section D of the column and b / 3 with respect to the cross-sectional width b. It is within the range. A plurality of seismic control PC steel members 16 are arranged outside the cross-section nucleus of the vertical member, and a seismic control PC steel material 18 inserted continuously from the foundation to the column 10 on the uppermost floor is arranged in the cross-section nucleus of the vertical member. Can do it.

  The tension introducing force for fixing the damping PC steel material 16 and the damping PC steel material 18 is 80% or less of the yield load of each PC steel material, but preferably 40% of the yield load for the damping PC steel material 16 is used. The tension is fixed with a tension introduction force of ˜70%, and the damping PC steel 18 is fixed with a tension introduction force of up to 80% of the yield load of the damping PC steel. In particular, disposing the damping PC steel materials 18 and 16 inside and outside the cross-sectional nucleus of the PC structure column 10 which is a vertical member, and fixing the tension with different tension introduction forces gives a so-called seismic damping prestress. The seismic prestressing can increase the cross-sectional strength of the column 10 of the PC structure and greatly increase the safety margin of the members during an earthquake, so that even in the event of a large earthquake or strong wind, It is kept within the range of the linear restoring force of the steel material. In addition, in order to reduce the cost by omitting the intermediate connector, it is preferable to use a stranded PC steel wire that is communicated from the foundation to the uppermost layer.

  5 shows, for example, a series of pillars in which 20 pillars 10 from the first floor to the 20th floor in a 20-story building are tension-fixed with vibration-damping PC steel. A series line is a center line in a state where it is not subject to earthquakes or strong winds, and a thick line B shows, for example, a deformation situation when a large earthquake is shaken as indicated by an arrow c, and a two-dot chain line B ′ The dotted line C shows the deformation situation due to the shaking back of the same thick line B. The dotted line C is a column of a conventional PC structure that is tension-fixed with PC steel, shows the deformation situation when the earthquake c of a large earthquake is received, and the dotted line C 'Shows the deformation state due to the swinging back of the dotted line C.

  In this way, a series of pillars with damping control pre-stress P applied through the cross-section of the damping PC steel material through the cross section are elastically integrated by the damping pre-stress. As shown by the thick line B and the two-dot chain line B ′, the strong vibration generated in the upper part (the uppermost floor) when receiving c is controlled by the whipping phenomenon in which the middle part is deformed by the effect of the vibration control horizontal force Pr. As a result, the damping damper performance is exhibited against the tensile force generated by impact tensile force and bending moment, and the deformation amount Δs2 is small. It is kept in the linear restoring force range without doing.

  On the other hand, a series of columns in which a conventional PC structure column is simply tension-fixed with PC steel does not have the effect of the seismic control horizontal force Pr, and the strong vibration generated in the upper part (the uppermost floor) causes the dotted line C, As indicated by C ′, the upper part is greatly swayed from the center line A, the deformation amount Δs1 is increased, and the deformation amount is more than twice that of the series of columns to which the vibration control prestress P is applied. As a result, as shown in FIG. 6, it inevitably goes into the nonlinear restoring force range beyond the linear restoring force (almost 85% of the yield load) of all the main bars and PC steels arranged inside. Crushing and damage.

  By the way, by arranging the damping PC steel material inside the cross-section nucleus and outside the cross-section nucleus as in the present invention, the tension introducing force applied to the PC steel material in the core is made up to 80% of the yield load of the PC steel material. In the event of a large earthquake, the tensile force applied to the PC steel material can be maintained within the elastic range without increasing, and in the case of the PC steel material outside the core, the initial tension introduction force can be 40-70% depending on the position of the member from the neutral axis. Since it is kept small, the tensile force applied to the PC steel during a large earthquake increases, but the maximum tensile force can be designed to remain within the elastic range (within 85% of the yield load). As a result, the cross-sectional yield strength of the vertical structural member can be increased to significantly increase the safety margin of the member in the event of an earthquake. Reinforcing bars and PC steel placed within the cross-section (inside) of the vertical member even during a large earthquake It is guaranteed that it stays within the range of the linear restoring force without yielding, the concrete structure is not cracked, and the vertical structural member is not damaged. And since it returns to the original state by the elastic restoring force of the PC steel after the earthquake, the function of controlling the repeated deformation due to the earthquake is not lost.

  In addition, the PC steel material in the core is arranged in a state where it communicates over the entire length from the foundation to the uppermost layer, and the tension is fixed, so that the vibration control effect in all directions can be obtained. For example, a ramen structure will be described as an example of a seismic structure. The bending tensile force generated in the PC steel material placed on the column with respect to the bending moment due to the seismic force can be suppressed within the elastic range. It is possible to reduce the amount of deformation by demonstrating the performance of the damping damper, and it will not cause column cracking or damage.

  Furthermore, in the seismic isolation structure, the conventional seismic isolation structure absorbs the seismic energy by the horizontal relative displacement with respect to the horizontal movement due to the ocean type earthquake, and it is possible to avoid the seismic energy acting on the superstructure. It cannot be suppressed against vertical movement caused by earthquakes. However, if the vertical seismic control PC structural member with the seismic prestressing of the present invention applied to the conventional seismic isolation structure, the seismic energy due to the horizontal seismic force is absorbed by the structural frame built on the seismic isolation device. In addition, damage to the vertical member due to vertical movement can be suppressed.

  In particular, the application of vertical vibration control prestress to the entire high-rise building 3 has the effect of reducing the degree of stress caused by shock waves, and between columns and beams is elastic due to the introduction of the PC crimping method or PC crimping joint method. It has the effect of preventing adhesion failure of concrete due to its adhesion characteristics, and these effects add up to a large earthquake, and the building 3 with a seismic control PC structure will keep progressive collapse / damage damage to a minimum. It can be done.

  As for the high-rise building of the earthquake-resistant structure and damping and seismic isolation structure according to the present invention, the building of the PC structure that can withstand a large earthquake and strong wind has been described. Since it can also be applied to high-rise or low-rise reinforced concrete structures (RC structures) or prestressed reinforced concrete structures (PRC structures), it can be widely used for the construction of high-rise or low-rise buildings such as high-rise apartments and office buildings.

DESCRIPTION OF SYMBOLS 1 Foundation part 1a Upper foundation structure 1b Lower foundation structure 2 Seismic isolation device 3 Building 4 Hard ground 5 Foundation pile 6 Foundation concrete part 7 Ground anchor 8 Connection block or footing member 8a PC steel bar 9 Connection member 10 Column (vertical member)
10a Cross-section nucleus 11 Beam 12 Wall (vertical member)
13 PC steel 14 Reinforcing bar 15, 17 Sheath tube 16, 18 Damping PC steel

Claims (4)

A building constructed using vertical structural members,
In the cross section of the vertical structural member constructed at each level from the foundation to the top layer of the building, the damping PC steel material is inserted and arranged inside and outside the core of the cross section,
Arranged in a state where at least the damping PC steel material arranged in the core of the cross section communicated over the entire length from the foundation to the uppermost layer,
In the above-mentioned seismic control PC steel material, vertical tension is applied by applying different tension introduction forces to the PC steel materials arranged inside and outside the core of the cross section to fix the tension, and applying seismic prestress over the entire length of the vertical structural member. A building characterized by the formation of seismic PC structural members. The different tension introduction force is the tension applied to the vibration control PC steel arranged outside the cross section nucleus, with the tension introduction force applied to the vibration control PC steel arranged in the core of the cross section up to 80% of the yield load of the PC steel. The building structure according to claim 1, wherein the introduction force is 40 to 70% of the yield load of the PC steel material. The building according to claim 1 or 2, wherein the foundation includes an upper foundation structure, a lower foundation structure, and a seismic isolation device interposed therebetween. The building according to any one of claims 1 to 3, wherein the vertical structural member is a concrete pillar.

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