JPH07279478A - A wind-resistant seismic frame and a wind-resistant seismic building - Google Patents

Abstract

(57) [Summary] [Purpose] To provide a wind-load-resistant seismic-resistant structure capable of rational design against both earthquake load and wind load, and a wind-load-compatible seismic-resistant building incorporating the frame. [Structure] The rigidity K _{f of the} frame composed of columns 1 and beams 2 is designed based on the seismic load. A brace 3 is arranged in an X shape in the frame as a wind load rigidity element, and a predetermined gap amount G is given by using a loose hole 4 at a connection portion with the frame. Below the layer deformation δ _G corresponding to the gap amount G, only the frame resists the layer shear force Q, and the wind load rigidity element does not substantially resist. In this range, design against earthquake load as a vibration phenomenon is performed. To do. When the interlayer deformation δ exceeds the interlayer deformation δ _G corresponding to the gap amount G, the rigidity K _{v of the} wind load rigidity element.
In this range, the design will be designed so that the stress in the frame is less than the allowable stress against the wind load as a static load.

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a wind-resistant seismic-resistant structure capable of rational design against both earthquake load and wind load, and a structure of a wind-resistant seismic-resistant building incorporating the structure. And mainly for high-rise buildings.

[0002]

BACKGROUND OF THE INVENTION The main external forces on high-rise buildings are earthquakes and winds. Since the seismic force is a vibration phenomenon, it is possible to reduce the response value by adjusting the building cycle or adding damping due to the damping structure.

On the other hand, the wind load is mainly determined by the shape of the building and consists of a static part and a dynamic part as shown in FIG.

In designing a building against these seismic load and wind load, if the wind load is small and does not pose a problem,
It is sufficient to design for earthquake loads. In this case, if you add a damping device to the building, you can reduce the earthquake response,
The layer shear force can also be reduced.

As the vibration control device, in addition to various active vibration control devices, as a passive vibration control device, a dynamic vibration absorber or an oil damper type damping device described in, for example, Japanese Patent Laid-Open No. 5-59841 is used. Etc.

[0006]

However, in a building where the wind load is larger than the seismic load, the structural design is performed so that the wind stress is within the allowable stress and allowable deformation. May be unreasonable.

That is, when considering the earthquake load, it is usually desirable to keep the building rigidity low to some extent.
When the static wind load becomes large and the wind load cannot be ignored in relation to the allowable stress and allowable deformation of the building, it is inevitable that the building rigidity be increased with the wind load as the target.

Further, in the case of a vibration control structure in which a vibration control device or the like is used to reduce the response to an earthquake, the building rigidity itself can be significantly reduced, or the building rigidity can be reduced to obtain a vibration control structure. Although an advantageous design is possible, the design as a vibration control structure may be greatly restricted by the design against wind load.

The present invention enables a rational design for both an earthquake load and a wind load due to a simple structure type that bears a wind load (static external force) without substantially changing the vibration characteristics of the building. It is an object of the present invention to provide a wind-resistant seismic resistant frame and a wind-resistant seismic resistant building incorporating the frame.

[0010]

The seismic frame for wind load according to the present invention has a predetermined rigidity K _f designed for an earthquake load.
By installing a wind load rigidity element having a predetermined rigidity K _v provided with a predetermined gap amount G in a building frame having, the building space deformation δ caused by the layer shear force Q is equivalent to the gap amount G. stiffness K _v of the wind load rigid element only in a range exceeding interlayer deformation [delta] _G which is characterized in that as the chrysanthemum.

That is, by providing a predetermined gap amount G corresponding to the above-mentioned interlayer deformation δ _G in the connection between the frame and the wind load rigid element or in the wind load rigid element, the interlayer deformation δ becomes δ _G. In the range that does not reach, the rigidity of the wind load rigidity element is substantially ineffective due to the existence of the gap, and in the range where the interlayer deformation δ exceeds δ _G , the gap disappears, so that between the frame and the wind load rigidity element, directly resulting transfer of stress, so that the stiffness K _v of the wind load rigid element is applied to the stiffness K _f of Frames.

Further, an oil damper type vibration control device or the like may be installed in the frame.

[0013] In this case, the interlayer deformation of Frames by seismic damping device for seismic loads, it is possible to suppress the story shear stiffness K _f of Frames for the range interlayer deformation is small
Effective Damping effect is obtained in a small state, the twist rigidity K _v of wind loads rigid element is the extent that the interlayer deformation is increased and the wind load becomes a problem arises Frame by design wind load stress Can be kept within the allowable stress.

Further, in a high-rise building, the wind load is more predominant than the seismic load on the lower floors in general, and by providing the wind load-resistant seismic frame of the present invention only on the lower floors, the entire building becomes rational. A wind resistant seismic building with a unique design is constructed.

Note that the gap amount G in the present invention is not limited to the case where a gap in the physical sense that matches the gap amount G occurs between the frame and the wind load rigidity element, and the gap amount G structurally. This includes the case where there is a range in which the wind load stiffness element corresponding to 1) does not substantially work.

Further, in that case, the fact that it does not substantially work means that the frame is connected to the wind load rigid element,
By using a spring or a guide member to guide the deformation direction at the gap forming position, it means that a part of the rigidity K _v of the wind load rigidity element is added to the rigidity of the frame.

[0017]

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS FIG. 1 shows an embodiment of a wind-resistant seismic frame structure of the present invention. As shown in FIG. 1 (a), a column 1 and a beam 2 are provided.
Brace 3 as a wind load rigidity element in the frame consisting of
It is arranged in a mold, and a predetermined gap amount G is given by using the loose hole 4 at the connecting portion with the frame.

FIG. 1 (b) shows the load-deformation relationship of the wind load rigidity element consisting of the braces 3 arranged in an X shape, where the vertical axis represents the shearing force Q and the horizontal axis represents the deformation δ. The shear force Q does not occur in the wind load rigidity element up to the deformation δ _G corresponding to the gap amount G, and when the deformation δ _G is reached, the rigidity K _v as the wind load rigidity element starts to work.

FIG. 1 (c) is a load deformation diagram in the design of a wind-resistant seismic resistant frame composed of a frame and a wind load rigidity element. The layer shearing force Q is below the interlayer deformation δ _G corresponding to the gap amount G. Only the frame is resistant, and the wind-loaded rigid element is not substantially resistant.

By designing an earthquake load as a vibration phenomenon in this range, the response at the time of an earthquake can be reduced. The static wind load corresponding to the interlayer deformation in this range does not cause any problem in the deformation and habitability of the building.

When the interlayer deformation δ exceeds the interlayer deformation δ _G corresponding to the gap amount G, the rigidity K _v of the wind load rigidity element is added to the rigidity K _f of the frame. With respect to this range, the design wind load W as a static load is designed so that the stress in the frame is equal to or less than the allowable stress F _y . F in Figure 1 (c)
_v indicates the force that the wind load rigidity element bears when the design wind load W acts.

Further, as is apparent from FIG. 1 (c), the larger the gap amount corresponding to the inter-story deformation δ _G at which the wind load stiffness element begins to work, the less the vibration property of the building is changed, and the gap amount is small. The larger the value, the greater the rigidity required as the rigidity K _v of the wind load rigidity element. Usually δ _G ≧ δ _y
Approximately / 2 is sufficient.

FIG. 2 (a) shows a specific example of the gap forming means in the frame of FIG. 1 (a), in which the brace 3 and the bracket 5 on the frame side are connected by a cylinder 6 and a piston 7. By providing a mechanism, the cylinder 6 side is fixed to the bracket 5, and the piston 7 side is fixed to the brace 3 side, so that a predetermined gap amount G is secured.

FIG. 2 (b) shows a specific example of another gap forming means, in which a loose hole 4 is formed on the bracket 5 side and a bolt penetrating the loose hole 4 and the bolt hole on the brace 3 side. The brace 3 and the bracket 5 are connected at 8 to secure a predetermined gap amount G.

FIG. 3 shows another embodiment of the wind-resistant seismic frame structure of the present invention. A steel rod 9 is projected from the lower end of a brace 3 arranged in a V-shape as a wind-load rigidity element to support a pillar. A predetermined gap amount G = δ _G is provided between the lower beam 2 and the restraining member 10 provided on the upper surface of the beam frame.

FIG. 4 shows still another embodiment.
A protrusion 12 is provided on the upper portion of the earthquake resistant wall 11 as a wind load rigidity element.
Is provided, and a predetermined gap amount G = δ _G is provided between the upper beam 2 and the restraining member 10 provided on the lower surface of the beam structure.

FIG. 5 shows still another embodiment of the wind-resistant seismic-resistant frame according to the present invention, in which a plurality of loose holes 14 are provided in the upper portion of the slit wall 13 as a wind-load rigid element, and a column-beam frame structure is provided. Is connected to the hanging wall 15 provided on the lower surface of the upper beam 2 with bolts 16 so as to have a predetermined gap amount G = δ _G.

FIG. 6 (a) shows still another embodiment in which the tension member 17 made of a steel rod or the like diagonally passed in the beam frame as a wind load rigidity element is bent in the middle. The pin joints 18 or the rigid joints are arranged in a cross shape in the beam frame.

FIG. 6 (b) shows the deformed state.
When the interlayer deformation δ of the frame exceeds a predetermined deformation δ _G , the tension member 17 on the tension side is in a fully extended state, and rigidity K _v according to the cross section of the tension member is exhibited. In addition, the tension member 1 on the compression side
7 is in a substantially resistanceless state.

FIG. 6 (c) is a load deformation diagram of the wind load rigid element constituted by the tension member 17, the solid line shows the case of pin connection, and the chain line shows the case of rigid connection.

In the case of FIG. 6, a gap as a gap in the physical sense does not occur, but the gap amount G for a predetermined interlayer deformation δ _G is functionally secured.

FIG. 7 (a) shows still another embodiment of the wind load-resistant seismic resistant frame of the present invention, in which a vibration control device 19 is also used in the frame, and FIG. Is its A-
It is an A line expanded sectional view.

In this embodiment, a box-shaped connecting member 2 is provided at the lower end of a brace 3 arranged in a V shape as a wind load rigidity element.
0 is provided, and a predetermined gap amount G is provided between the steel rod 21 protruding on the upper surface of the lower beam 2 forming the column-beam frame and the inner surface of the box-shaped connecting member 20.

As the vibration control device 19, for example, Japanese Unexamined Patent Publication No.
Using the oil damper type damping device described in No. 59841, the column beam frame and the connecting member 20 are horizontally connected, and a predetermined damping force is applied between the brace 3 and the column beam frame to the interlayer deformation δ, The response to an earthquake can be reduced.

FIGS. 8 (a) and 8 (b) show a modification of the embodiment shown in FIGS. 7 (a) and 7 (b), in which a box-shaped connecting member 20 is provided.
Instead of the connecting member 22 having an H-shaped cross section, a predetermined gap amount G between the connecting member 22 and the connecting member 22 on the upper surface of the lower beam 2 is used.
The steel rod 23 forming the is arranged outside the connecting member 22.

FIG. 9 (a) shows an arrangement example of a wind-resistant seismic-resistant frame as an embodiment of the wind-loaded seismic-resistant building of the present invention. Figure 9 (b) shows the relationship between the seismic load and the wind load on each floor. In a normal high-rise building, the range in which the wind load in the design is superior to the seismic load is on the lower floors, and the corresponding figure is shown. In 9 (a), brace 3 with a gap is to be placed on the lower floor.

FIG. 9 (c) shows an example of the plane arrangement of the brace 3 with a gap in combination with the vibration control device 19. In this example, the brace 3 with a gap is arranged on the framing surface of the central part of the horizontal section of the building. The vibration control device 19 on the outer structure.
Are arranged.

On the other hand, FIG. 9 (d) shows an example of the arrangement assuming that the seismic damping device 19 is arranged in the same structure as the brace 3 with the gap as shown in FIG. 9 (e). is there.

FIG. 10 and FIG. 11 show a frame of a high-rise building model for trial design of a wind-resistant seismic resistant building of the present invention,
They are shown in the form of an elevation view and a plan view of the standard floor, respectively.

The examination direction of the trial design is the X direction which is the direction of the arrow in FIG. This high-rise building model is a 28-story building, and the unit of the numbers shown by omitting the units in FIGS. 10 and 11 is m.

Further, from the relationship between the wind load and the seismic load in the design shown in FIG. 12, which will be described later, the brace 3 with a gap and the vibration control device 19 are arranged in the column and beam structure of the core section of the 16th floor and below where the wind load is dominant. is doing.

FIG. 12 shows the design shear force of each floor in the study direction, and the seismic load is reduced by the seismic damping device 19 so that the base shear coefficient C _B ≦ 0.075 becomes small.

On the other hand, since the wind load is dominated by static force, it cannot be reduced by the seismic damper 19, and by disposing the brace 3 with a gap, the seismic load is not changed ( (The effect of the vibration control device 19 is not reduced) and the wind load applied to the frame is reduced.

In this trial design, the shape of the brace with a gap is assumed to be V-shaped corresponding to the embodiment of FIG. 3 and X-shaped corresponding to the embodiment of FIG. The interlayer deformation δ _G that gives the gap amount in this case is the allowable deformation angle of the frame δ / H =
An appropriate amount is 1/2 of 1/200 (H: floor height).

First, the V-shaped brace 3 with a gap corresponding to FIG. 3 is designed on the basis of FIGS. 13 (a) to 13 (c).

FIG. 13 (a) is a load deformation diagram in the design of the first floor portion, and FIG. 13 (b) shows the frame size. The allowable interlayer deformation δ _y = 3.0 cm, and the interlayer deformation corresponding to the gap is shown. Let δ _G be 1.5 cm.

The rigidity required as a wind load rigidity element K = 70
It becomes 0 / (3.0-1.5) = 467 t / cm. 12
When arranging two brace 3 with a gap on the same floor as shown in, the rigidity K = 2 that one brace 3 bears
34t / cm.

When the cross section required for the brace 3 is obtained from the rigidity K, A = KS ³ / 2EL ² = 234 × 616 ³ / (2
× 2100 × 330 ² )> 120 cm ² , and when the cross section required for the brace 3 is obtained from the shear load Q, N = 350 × 6
16 / (2 × 330) = 327t, A = N / f = 327
/3.3>99 cm ² .

To satisfy these requirements, for example, BH-250 × 250 × 19 × 19 (A = A), which is an assembled H-section steel, is used.
139 cm ² ) may be used for the brace 3.

Similarly, referring to 13 (c), for the third floor part, if the interlayer deformation δ _G corresponding to the gap is δ _G = 1.0 cm from the allowable interlayer deformation δ _y = 2.0 cm, it is considered as a wind load stiffness element. Required rigidity K = 550 / (2.0-1.0) =
550 t / cm, rigidity that one brace 3 bears K = 2
It becomes 75 t / cm.

When the cross section required for the brace 3 is obtained from the rigidity K, A = 275 × 460 ³ / (2 × 2100 × 33
0 ² )> 59 cm ² , and when the cross section required for the brace 3 is obtained from the shear load Q, N = 275 × 460 / (2 × 33
0) = 192t, A = 192 / 3.3> 59 cm ² , and for satisfying these, for example, H-steel H-200 × 200 × 8 × 12 (A = 63 cm ² ) is used for the brace 3. Good.

Next, the X-type brace with a gap 3 corresponding to FIG. 1 is designed on the basis of FIG.

When the cross section required for the brace 3 is obtained from the rigidity K for the first floor portion, A = 234 × 840 ³ / (2 ×
2100 × 660 ² )> 152 cm ² , and when the cross section required for the brace 3 is obtained from the shear load Q, N = 350 × 84
0/660 = 445t, A = 445 / 3.3> 135cm
It becomes ² .

To meet these requirements, for example, four flat bars, 4FB-28 × 150 (A = 168c)
m ² ) may be used for brace 3.

For the third-floor portion, the cross section required for the brace 3 is calculated from the rigidity K and A = 275 × 733 ³ / (2
100 × 660 ² )> 118 cm ² , and when the cross section required for the brace 3 is obtained from the shear load Q, N = 275 × 733
/ 660 = 305t, A = 305 / 3.3> 93 cm ² , and to satisfy these, for example, three flat bars, 3FB-28 × 150 (A = 126 cm ² ) may be used for the brace 3.

[0056]

EFFECTS OF THE INVENTION In the range where the interlayer deformation of the building frame due to the layer shear force is small, only the rigidity of the frame is used as a low rigidity, and by designing based on the seismic load, which is a vibration phenomenon, The response can be reduced.

In the range in which the layer deformation of the building frame due to the layer shear force exceeds a predetermined amount of deformation, the rigidity of the wind load rigidity element is added, and the load of the frame is suppressed and designed based on the wind load. Thus, the stress generated in the frame can be kept within the allowable stress, and the safety of the frame can be secured.

Further, there is no design restriction as in the case of designing the entire range by wind load, and the effect of the vibration damping device can be sufficiently exerted especially when combined with the vibration damping device. Furthermore, since the vibration characteristics of the frame do not change much by ensuring the gap amount, a rational design for seismic load is possible.

[Brief description of drawings]

FIG. 1 (a) is a front view showing an embodiment of a wind load-adaptive seismic frame structure of the present invention, (b) is a load deformation diagram of a wind load rigid element, and (c) is a wind load compatible with (a). It is a load deformation figure in the design of the type earthquake-resistant frame.

FIG. 2 shows a specific example of the gap forming means in the frame of FIG. 1 (a), (a) is a sectional view, and (b) is a front view of a different example.

FIG. 3 is a front view showing another embodiment of the wind-resistant seismic resistant frame of the present invention.

FIG. 4 is a front view showing yet another embodiment of the wind-resistant seismic-resistant frame of the present invention.

FIG. 5 is a front view showing still another embodiment of a wind-resistant seismic-resistant frame of the present invention.

FIG. 6 (a) is a front view showing still another embodiment of the wind load-compatible earthquake-resistant frame of the present invention, (b) is an explanatory view showing a deformed state of the frame, and (c) is a wind load rigid element. It is a load deformation figure.

FIG. 7 (a) is a front view showing another embodiment of the wind-resistant seismic-resistant frame of the present invention in which a vibration control device is used in combination with the frame, and (b) is its AA. It is a line expansion sectional view.

FIG. 8 shows a modification of the embodiment of FIG. 7, (a)
Is a front view of the wind load rigid element connection portion, and (b) is an enlarged cross-sectional view taken along line BB thereof.

FIG. 9 (a) is a diagram showing an arrangement example of a wind load-resistant earthquake-resistant frame as an embodiment of the wind load-resistant earthquake-resistant building of the present invention,
(b) is an explanatory diagram of the relationship between the earthquake load and wind load of each floor, (c) is a diagram showing an example of the plane layout corresponding to (a) in the combination with a vibration control device, and (d) is also the same as (a). FIG. 7E is a diagram showing another example of the corresponding plane arrangement, and FIG. 8E is a front view showing an embodiment of the wind-load-compatible seismic frame corresponding to FIG.

FIG. 10 is an elevation view showing a frame of a trial design high-rise building model.

11 is a plan view showing a frame of a reference floor corresponding to FIG.

12 is a diagram showing the design shear force of each floor in the examination direction in the models of FIGS. 10 and 11. FIG.

13 (a) is a load deformation diagram in the design of the first floor when the wind load-corresponding earthquake-resistant frame corresponding to the embodiment of FIG. 3 is applied to the models of FIGS. 10 and 11, and (b) is the frame. An explanatory view of dimensions, (c) is a load deformation diagram in the design of the third floor portion.

FIG. 14 is an explanatory diagram of frame dimensions in a trial design when a wind load-compatible seismic frame corresponding to the embodiment of FIG. 1 (a) is applied to the models of FIGS. 10 and 11.

FIG. 15 is an explanatory diagram of an earthquake load and a wind load acting on a high-rise building.

[Explanation of symbols]

1 ... Pillar, 2 ... Beam, 3 ... Brace, 4 ... Loose hole, 5
... Bracket, 6 ... Cylinder, 7 ... Piston, 8 ... Bolt, 9 ... Steel bar, 10 ... Restraint member, 11 ... Shockproof wall, 12 ...
Projection part, 13 ... Slit wall, 14 ... Loose hole, 15
... hanging wall, 16 ... bolt, 17 ... tension material, 18 ... pin connection, 19 ... vibration control device, 20 ... connecting member, 21 ... steel rod, 2
2 ... connecting member, 23 ... steel rod,

Claims (3)

[Claims] 1. A wind load rigidity element having a predetermined rigidity K _v provided with a predetermined gap amount G is installed in a building frame having a predetermined rigidity K _f designed for an earthquake load, In the building interstitial deformation δ caused by the layer shear force Q, the stiffness K _v of the wind load stiffness element is effective only in a range exceeding the interstitial deformation δ _G corresponding to the gap amount G. Seismic frame. 2. The wind-resistant seismic frame according to claim 1, wherein a seismic control device for reducing seismic load is installed in the frame. 3. A wind load-resistant earthquake-resistant building in which the wind load-resistant earthquake-resistant frame according to claim 1 or 2 is provided only on the lower floors where the design wind load is superior to the earthquake load.