JP3341822B2 - Earthquake-resistant plane frame, earthquake-resistant building, and method of building earthquake-resistant building - Google Patents

Description

DETAILED DESCRIPTION OF THE INVENTION

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to an earthquake-resistant flat frame, an earthquake-resistant building, and a method for reinforcing earthquake-resistant construction, which are particularly suitable for earthquake countermeasures. The present invention relates to a plane frame, an earthquake-resistant building, and an earthquake-resistant reinforcement method that allows a user to reinforce earthquake resistance without leaving a building.

[0002]

2. Description of the Related Art In recent years, there has been an increasing social demand for earthquake countermeasures in buildings, and there is a strong demand for reinforcing existing buildings with poor seismic performance. Seismic performance is generally evaluated by the strength and deformation performance of the building. Therefore, seismic reinforcement is performed by reinforcing or adding columns and beams to improve the strength and deformation performance of the building. These seismic retrofitting methods are called strength-dependent reinforcing methods or toughness-dependent reinforcing methods. In this specification, a frame composed of columns and beams is referred to as a frame, and a planar frame is referred to as a planar frame, and a three-dimensional frame is referred to as a three-dimensional frame. In addition, a structure obtained by adding a seismic wall to a three-dimensional frame is referred to as a main structure.

FIG. 18 is a front view of an example of a conventional earthquake-resistant frame obtained by reinforcing an existing frame. As shown in FIG. 18, the existing frame 10 is a three-story frame, and pillars 16A and 16B provided on the right and left sides of the front.
And cross beams 18A to 18C provided in order from the top, and a frame forming each floor is a rectangular frame 12
A, B and C. The conventional earthquake-resistant frame 11 includes a frame 10, rectangular frames 13A, B and C provided in frames 12A, B and C, and frames 13A and 13A, respectively.
Braces 14A, B provided in B and C, respectively.
14C, D, and 14E, F. The brace 14A includes a brace 14A1 that connects the upper corner portion 20 of the frame body 13A and the center position 22 of the lower side, and a brace 14A2 that connects the lower corner portion 21 of the frame body 13A and a slightly lower portion of the center of the brace 14A1. You. Brace 14B
Are provided in the frame 13A so as to be symmetrical to the brace 14A1 with respect to a vertical line passing through the center position 22.
The same applies to the braces 14C, D and 14E, F.

In a conventional seismic frame 11, when strain energy is applied in the horizontal direction due to an earthquake, the columns 16A and 16B are tilted, as shown in FIG. Supports the sex frame 11.

[0005] Fig. 20 is a front view showing the configuration of another conventional seismic frame. Another conventional earthquake-resistant frame 24 is, as shown in FIG.
Instead of the frames 13A to 13C, an X-shaped brace having an X-shaped brace on a diagonal line of the frame 12A is provided instead of a V- shaped brace. The same applies to the frames 12B and 12C. In this case, no window can be provided in the frame. The earthquake-resistant frame 24 tilts in the same manner as the earthquake-resistant frame 11 during an earthquake.

[0006]

By the way, the following problem has been encountered in a seismic frame which is reinforced by a conventional method. First, it is necessary to carry out reinforcement work by removing the interior materials of the building and exposing the frame. For this reason,
During the period of the reinforcement work, users of the building cannot use the building, so they may have to move temporarily, and the work period is further limited. Second, in order to connect the frame to the frame, it is necessary to perform complicated operations such as driving an anchor into the frame, and since the earthquake-resistant frame has the frame, the configuration becomes large. , Appearance is not good. Third, if a reinforcing material such as a brace is attached to improve the strength and deformation performance of the building frame, an excessive force may be applied to an unreinforced portion at the time of an earthquake, causing a breakage. This is particularly noticeable when the main structure does not have sufficient deformation performance. For this reason, in some cases, it is necessary to attach a reinforcing material over the entire frame, which may increase the cost.
In view of the circumstances described above, an object of the present invention is to enable a user of a building to continue using the building during the seismic retrofitting work, and to perform seismic retrofitting by economic means. It is an object of the present invention to provide an earthquake-resistant plane frame and an earthquake-resistant building having a good appearance, and a method of constructing the same.

[0007]

SUMMARY OF THE INVENTION As a result of diligent studies, the present inventors have sought to form an earthquake-resistant plane frame by reinforcing an architectural frame by using an energy absorbing damper that absorbs strain energy applied to the frame. I came up with.
In order to achieve the above object, an earthquake-resistant plane frame according to the present invention is provided with an earthquake-resistant planar structure for reinforcing an existing building.
Frame that constitutes the outer wall of an existing building
And plane frame consisting of columns and beams that, out of the plane frame
Mounted on the side, opposite one frame of the flat frame
Brace connecting the corners of the frame or outside the flat frame
Attached, of the two V-shaped brace connecting the frame corners of the frame pieces forming a single frame of diagonal midpoint of the intermediate point and the frame pieces of the planar frame, the frame and the brace or it is disposed between, or disposed between two brace members constituting a single brace, and at least one energy-absorbing dampers to absorb strain energy applied in the axial direction of the brace, energy The absorption damper has a shaft
Brace or so that the direction matches the axial direction of the brace
A friction rod coupled to one end of the brace member, the friction rod transmural
Has a through hole that passes through, and
A friction member having a friction wall that frictionally slides between the scraper,
Hold the friction member at one end and contact the friction rod via the friction member.
At the other end, a brace member or a frame of an earthquake-resistant flat frame
It is composed of a friction member holding member attached to the plane off
When the frame is distorted, the friction rod advances to the through hole or
Retreats to generate frictional heat with the friction member.
It is characterized by absorbing distortion energy .

[0008] A three-dimensional earthquake-resistant frame according to the present invention is formed by columns and beams constituting the outer wall of an existing building.
Earthquake resistant three-dimensional frame for building reinforcement
At least one quake-resistant three-dimensional frame
Prepared as part of the existing earthquake-resistant flat frame
A plane frame consisting of columns and beams constituting the outer wall of the object ,
Attached to the outside of the flat frame, one of the flat frames
One of the frame opposing brace connecting the frame corners to each other, or plane
The midpoint between the frame sides, which is attached to the outside of the frame and forms one frame of the flat frame, and the slope between the midpoints of the frame sides.
Type V brace connecting the two frame corners of the eye direction, the frame and blanking
Placed between the races or one brace
The brace is disposed between two brace members constituting the brace.
To absorb the strain energy applied in the axial direction of the
With a one energy-absorbing dampers, energy
The axial direction of the absorption damper matches the axial direction of the brace.
Friction coupled to one end of a brace or brace member
A rod and a through-hole through which the friction rod penetrates;
The inner wall of the through hole has a friction wall that slides frictionally with the friction bar.
The friction member is held at one end and the friction member is
Connected to the friction bar through the other end of the brace member or shockproof
And a friction member holding member attached to the frame of the planar frame
The friction bar penetrates when the flat frame is distorted
Proceeds or retreats to the hole and generates frictional heat with the friction member.
To absorb the strain energy.
It is characterized in that was.

Further, in the earthquake-resistant building according to the present invention, at least one outer wall of the building is reinforced with an earthquake-resistant plane frame.
The existing building was constructed, the earthquake-resistant plane frame,
Install outside the pillars and beams that make up the outer wall of the building
A flat frame having a flat structure composed of attached columns and beams, and facing frame corners of one frame of the flat frame.
To form a brace or one frame of a flat frame
Two points in the diagonal direction between the middle point of the frame side and the middle point of the frame side
A V-shaped brace connecting between the frame corners and the frame and the brace, or disposed between two brace members constituting one brace, and added in the axial direction of the brace. and at least one energy-absorbing dampers to absorb strain energy that is, energy absorption Dan
The shaft so that the axial direction matches the axial direction of the brace.
A friction rod coupled to one end of the over scan or brace member, friction
It has a through hole through which the rubbing rod penetrates, and the inner periphery of the through hole
Friction with a friction wall sliding on the surface between the friction bar
Holding the member, the friction member at one end, milling through the friction member
Connect to the rubbing bar and brace member or quake-resistant flat
It is composed of a friction member holding member attached to the frame of the over arm
When the flat frame is distorted, the friction rods
Advancing or retreating to generate frictional heat with the friction member
In this case, the strain energy is absorbed .

[0010] The outer wall may not have a window, even if it has a window.
It can be a wall. Windows are typically windows that incorporate a window glass in the sash. With the above configuration, the existing building
When the earthquake-resistant building according to the present invention is to be
Do not remove windowpanes or windows with sashes as before.
I just need to. Also, users of the building may
Can be used continuously, and the mounting part is simple.
Simple, good appearance.

As an example of a coupling system for coupling the friction member holder and the frame or the frame and the brace member,
This is a PC steel bar tightening method in which a brace end or a friction member holding body is tightened to a frame by a PC steel bar through a box-shaped fixing table formed by welding a plurality of steel plates and rigidly connected thereto.
Another example is a post-installed anchor system in which a post-installed anchor is used for rigid connection. The brace is, for example, a carbon steel pipe for general structure, and another example is a carbon steel pipe for mechanical structure. Carbon steel pipes for machine structures are thin in outer diameter because of their large wall thickness, and are excellent in design. The earthquake-resistant plane frame may be of a V- shaped brace type or an X-shaped brace type, and is not particularly limited. The dimensions of the friction bar, the friction member, and the friction member holder are determined by the friction force (the force required to move the friction bar forward or backward with respect to the friction wall; hereinafter, referred to as damper strength) in the axial direction of the friction bar. Is determined so as to have sufficient strength so that the friction bar does not buckle or compressively break even when it is added to the friction bar. This allows
Since the strain energy applied to the earthquake-resistant frame or the earthquake-resistant building during an earthquake is converted into heat generated by friction, the strain energy applied to the earthquake-resistant frame is reduced.

[0012] According to a conventional experiment, a column having a small number of shear reinforcing bars has an interlayer deformation angle R of a predetermined value (1/1).
It is known that when it reaches about 00 to 1/200), it undergoes shear fracture. Here, the interlayer deformation angle R is as follows: R = rδ _max / L rδ _max : the maximum horizontal displacement difference between the floor on a certain floor and the floor on the floor above (the interlayer displacement on that floor) L: above Is the height difference between the floor on the floor above and the floor on the floor above it. The certain floor is any floor from the first floor to the top floor.

In order to form the earthquake-resistant three-dimensional frame or the earthquake-resistant building according to the present invention, the horizontal component of the seismic waveform is assumed, and the assumed interlayer deformation angle R of the frame or the building is equal to or less than a predetermined value. Next, the earthquake-resistant flat frame according to the present invention is formed on a three-dimensional frame or a building. The three-dimensional frame and the building may be an existing one or a newly manufactured one.

An example of a method (hereinafter, referred to as a first method) for making the assumed interlayer deformation angle R of an earthquake-resistant three-dimensional frame or an earthquake-resistant building less than a predetermined value will be described below.
First, the cross-sectional shape and cross-sectional dimension of the brace and the damper strength of the energy absorbing damper are given as parameters.
Next, assuming the horizontal component of the seismic waveform, the maximum displacement δ in the horizontal direction of the center of gravity of the external force acting on the three-dimensional frame or the building (hereinafter referred to as the center of gravity of the earthquake) based on the shape and dimensions of the three-dimensional frame or the building. _{The max} value is obtained by analytical calculation, and the three-dimensional frame or the building has the deformation angle R ′ shown below.
Is set to a predetermined value or less. R ′ = δ _max / h h: height difference between the ground and the center of gravity of the three-dimensional frame or building It is known that the above-mentioned deformation angle and the story deformation angle show the same value until the building is destroyed. ing. Therefore, even if the assumed earthquake waveform is generated, the earthquake-resistant three-dimensional frame or the earthquake-resistant building according to the present invention reinforced by the first method does not collapse due to horizontal shaking.

Another example of a method (hereinafter, referred to as a second method) for making the assumed interlayer deformation angle R of an earthquake-resistant three-dimensional frame or an earthquake-resistant building less than a predetermined value is described below. . First, the values of M, Q _str , α _str shown below are calculated from the three-dimensional frame or the structure of the building. M: Total weight of three-dimensional frame or building including brace with energy absorbing damper Q _str : Maximum allowable shear force of three-dimensional frame or building α _str : Q _str / M · g (g is gravitational acceleration) Assuming the horizontal component of the waveform, the following predetermined values of A and B at that time are given. A: Energy consumption efficiency of three-dimensional frame or building B: Energy consumption efficiency of energy absorption damper Next, when the horizontal component of the above-mentioned seismic waveform is assumed, the shearing force Q _dev of the energy absorption damper is given as a parameter. Regarding the Q _dev value, from equation (1), the maximum displacement δ in the horizontal direction of the center of gravity of the earthquake of the three-dimensional frame or building
_{Find the max} value. δ _max = V _EK ² / {2 g (A · α _str + B · α _dev )} (1) Equation α _dev = Q _dev / M · g V _EK is a value called a history energy consumption equivalent speed,
It is a constant value obtained by analytical calculation and determined by earthquake intensity. V _EK is the strain energy E added to the seismic plane frame by the assumed horizontal component of the seismic waveform.
It is a value represented by the following equation with K. EK = (M · V _EK ² ) / 2 Then, the following deformation angle R ′ is set to a predetermined value or less.
selects the _dev value, to form a seismic resistant planar frame having a brace and energy absorbing dampers meet this Q _{d ev} value space frame or a building. R ′ = δ _max / h h: difference in height between the ground and the center of gravity of the three-dimensional frame or building

Accordingly, even if an assumed earthquake waveform is generated, the earthquake-resistant three-dimensional frame or the earthquake-resistant building according to the present invention reinforced by the second method does not collapse due to horizontal shaking. It should be noted that the provision of the earthquake-resistant plane frame in the main structure to form the earthquake-resistant main structure is performed in the same manner as the formation of the earthquake-resistant three-dimensional frame.

Solution for the earthquake-resistant school building by the first method
Inventive calculation example and calculation example by the second method The present inventor has performed analysis calculation by the first method (hereinafter, referred to as “hereafter,”) on an earthquake-resistant main structure in which a suitable earthquake-resistant plane frame according to the present invention is formed on the main structure of an existing school building. The analysis calculation value is referred to as an analysis value) and the calculation by the second method (hereinafter, this calculation value is referred to as a prediction value) was performed. Here, the existing school building means a school building that is not reinforced by earthquake resistance. It should be noted that examples described later are implemented based on the main analysis value and the main prediction value.

FIGS. 14 (a) and 14 (b) are a front view and a plan view, respectively, showing the main structure of the existing school building to be analyzed. FIG. 15 is a diagram showing the seismic strengthening of the main structure of the existing school building. It is a front view of the sex main body structure 39. Existing school building 30
The main structure 31 of FIG.
It is a RC frame with 8 × 1 span,
It is composed of columns, beams and earthquake-resistant walls. The construction age of the school building 30 was in the 1950s. The pillar 34 on each floor has a pillar sill (width in the girder direction) D of 65 cm and a pillar width (width in the direction between beams) b of 60 cm (M / QD = 2.17, obi: 9φ).
A pitch 250, where M indicates bending moment and Q indicates shear force (see FIG. 3). Further, a cross beam 33 orthogonal to the cross beam 32A is provided at an intermediate position between the column 34A and the column 34B adjacent in the girder direction. Pillar 34A
The distance d ₁ between the pillar 34B is 7000 mm, the distance d ₂ between the pillar 34C adjacent to the pillars 34A and Harima direction is 8600Mm. The total length d _{3 in} the girder direction of the school building 30 is 49000 mm. The cross beam 32A in the girder direction is a T-shaped beam having a cross section of 800 mm, a beam height (beam height) of 800 mm, and a beam width (width between beams) of 350 mm (central rib: 9φ-pitch 300).
pw = 0.12%). Cross beam 32A in girder direction
When the distance d ₄ between the lateral beam 32B (see FIG. 2) located parallel to just below it is 3600 mm. The column 34 and the cross beam 32 form a plane frame 47. A window glass 43 with a sash is provided inside the frame formed by the columns and the horizontal beams. The main structure 31
The height h of the center of gravity of the earthquake is almost the same as the height of the 4th floor, 10800 mm. Therefore, δ _max is the same as the maximum horizontal displacement of the fourth floor.

A brace 40 with an energy absorbing damper having an energy absorbing damper, as shown in FIG.
A V- shaped brace is provided in each frame of the flat frame 47 so that the flat frame 47 is formed on the earthquake-resistant flat frame.

In this analysis calculation example, first, EL Centro <N
S> Wave (maximum acceleration is 534gal, ground oscillating time is 53.9sec rolling) and maximum ground motion speed is 50cm / s
The analysis was calculated assuming that an earthquake (corresponding to a seismic intensity of about 6 to 7) occurred. The hysteresis model of the main structure caused by the earthquake and the load-displacement relation of the energy absorbing damper were the Takeda model and the bilinear model, respectively. As for the pillar,
A pseudo-shear yield model was adopted in which the first-floor column wall legs were fixed, and when the shear force of the column reached the shear strength, bending hinges were generated on the column head and column base to maintain the strength. The bending strength of columns and beams was calculated by the approximate formula of the Architectural Institute of Japan, the shear strength was calculated by the Arakawa min formula, and the rigidity reduction rate at the time of yield was determined by the pipe field formula. Further, the Newmark-β method (β = 1/6) was used, and the time step width in the analysis was set to 0.005 seconds. In the present specification, the rigidity of the main structure is defined as a ratio P ₁ (t) between the horizontal displacement generated at the center of gravity of the main structure and the unit force when a horizontal unit force is applied to the center of gravity of the earthquake. / cm). Also,
The rigidity of the seismic resistant main structure is the ratio of the horizontal displacement generated at the seismic center of gravity of the seismic resistant main structure to the unit force when a horizontal unit force is applied to the seismic center of gravity and the unit force P ₂ (t / cm) It is. Further, the rigidity ratio between the two is a value of (P ₂ −P ₁ ) / P ₁ .

In the analytical calculation, the force required to move the friction rod of the energy absorbing damper forward and backward with respect to the die (hereinafter, referred to as damper strength) was changed as a parameter. The main structure 31 before the attachment of the brace with the energy absorbing damper was also analyzed with a damper strength of 0 tf. Table 1 shows the analysis conditions and analysis values.

[Table 1] FIG. 16 is a diagram created based on Table 1. FIG.
The black circles are the analysis values for the fourth floor, and the white circles are the analysis values for the second floor. 16 also shows the predicted value based on the response prediction formula with respect to the fourth floor as a thick broken line, and the predicted value as to the second floor with a thin broken line. The predicted value for the second floor is 1 / the predicted value for the fourth floor.
It is tripled. In FIG. 16, the value of the interlayer deformation angle on the first floor is a value indicated by a white circle in the analysis value and a value indicated by a thin broken line in the prediction value. As can be seen from FIG. 16, the analysis value and the predicted value agreed well. When the damper strength is set to 10.2 tf or more, it can be seen that the δ _max of the main earthquake-resistant structure 39 can be suppressed to within 1.8 cm, that is, the interlayer deformation angle can be suppressed to within 18 mm / 3600 mm, that is, within a predetermined value. Was.

Next, the damper strength was set to a constant value of 10.2 tf, and the analysis was performed by changing the brace cross-sectional area as a parameter, that is, changing the rigidity ratio of the rigidity of the main structure 31 and the rigidity of the earthquake-resistant main structure 39 as a parameter. Main structure 3
As for No. 1, the analysis was performed with the brace cross-sectional area of 0 cm ² . Table 2 shows the analysis conditions and analysis values.

[Table 2] FIG. 17 is a diagram created based on Table 2. As in FIG. 16, in FIG. 17, black circles indicate the fourth floor,
The analysis value for the floor is shown, and the analysis value for the interlayer deformation angle on the first floor is shown by a white circle. As shown in FIG. 17, when the cross-sectional area of the brace is 28 cm ² or more, that is, the rigidity ratio is 0.63 or more, δ _max is reduced to about half as compared with the case of no reinforcement, and the interlayer deformation angle is also unreinforced. It turned out that it was reduced to about half compared with the case. It was also found that even if the rigidity ratio increased to 0.63 or more, the interlayer deformation angle did not change much.

The Taft <EW> wave (the maximum acceleration is 49
6.8 gal, horizontal vibration with ground vibration time of 54.6 sec), Hachinohe <EW> wave (maximum acceleration 25
The main structure 31 before the brace 40 with the energy absorbing damper is attached, assuming that an earthquake with a maximum ground motion speed of 50 cm / s occurs at 5.4 gal and the ground is vibrating for 36.1 sec (horizontal shaking). In the same manner, the analysis value and the predicted value were obtained. As a result, EL Centro <NS>
As with the calculation results for the waves, the analytical values and predicted values agreed well. Therefore, the response prediction equation (1) is expressed as EL Centro <NS
> Not only waves, Taft <EW> waves, Hachinohe <EW>
It was confirmed that correct prediction values were obtained for waves.

Further, a method for constructing an earthquake-resistant building according to the method of the present invention is the method for constructing an earthquake-resistant building according to claim 3.
There are, connecting a first step of forming a planar frame by contact rigidly disposed a plurality of columns and beams to the outside of the existing apartment, then the frame corners facing each other of one frame of the planar frame The middle point of the side of the frame that forms one frame of the brace or the flat frame and the oblique direction between the middle point of the side of the frame
Type V brace connecting the two frame corners countercurrent, are arranged or is arranged between the frame and the brace, or between the two brace members constituting a single brace, the axial braces And a second step of providing at least one energy absorbing damper for absorbing the strain energy applied to the second member. Steel columns and steel beams are often used as columns and beams, respectively. According to the method of the present invention, the resident can use the building continuously during the seismic retrofitting work and does not need to leave. Preferably, in the second step, one frame of the planar frame is opposed to the other frame.
Brace connecting the corners of the frame , or the diagonal between the midpoint of the side of the frame forming one frame of the plane frame and the midpoint of the side of the frame
A brace with an energy absorbing damper, in which a brace and an energy absorbing damper are integrally formed in advance, is provided between the two frame corners in the first direction . This shortens the construction time.

[0025]

Embodiments of the present invention will be described below in detail with reference to the accompanying drawings. Example 1 This example is an example of an earthquake-resistant building according to the present invention in which the earthquake-resistant plane frame according to the present invention is formed on an existing building by the first or second method. In the present embodiment, the building is an existing school building 30, the earthquake-resistant building is an earthquake-resistant school building obtained by reinforcing the school building 30 with earthquake resistance, and the specifications of the energy absorption damper and the brace are based on the analysis values and the prediction values described above. Decide based on FIG. 1 is a front view of an earthquake-resistant school building 38 of the present embodiment. The earthquake-resistant school building 38 is EL Centro <NS> wave 5
The seismic plane frame designed on the basis of the above-mentioned analysis values and prediction values is attached to the main structure 31 of the school building 30 so as not to collapse even when an earthquake having a horizontal swing component of about 0 cm / s occurs.
And a V- shaped brace. In addition, the window glass 43 with a sash of the school building 30 forms the front outer wall,
A veranda 35 (see FIGS. 1 and 4) is provided outside the window glass 43 with a sash.

FIGS. 2 to 5 are partially enlarged side views, a sectional view taken along the line II, a sectional view taken along the line II-II, and a sectional view taken along the line III-II of the earthquake-resistant school building of this embodiment, respectively. III
It is sectional drawing. A brace 40 with an energy absorbing damper is provided outside a window glass 43 with a sash forming the outer wall of the earthquake-resistant school building 38.
Reference numeral 7 denotes an earthquake-resistant plane frame 47 '. As shown in FIG. 2, the brace 40 </ b> A with an energy absorbing damper has an energy absorbing damper 42 provided at one end 41 </ b> A of a brace 41.
The two ends are rigidly connected to a center position 37 of the cross beam 32B, which is located between the columns 34A and 34B. The other end 41A ′ of the brace 41 is rigidly connected to a joint 36A between the cross beam 32A and the column 34A. A brace 40B with an energy absorbing damper, which forms a V- shaped brace paired with the brace 40A with an energy absorbing damper, has the same configuration as the brace 40A with an energy absorbing damper.
Both ends are rigidly connected to the center position 37 and the joint 36B between the cross beam 32A and the column 34B, respectively.

The energy-absorbing dampers view 6 (a) and (b) are respectively a front sectional view and a side view showing the structure of energy absorbing damper 42. The energy absorbing damper 42 includes a friction bar 4 connected to one end of the brace so that the axial direction matches the axial direction of the brace.
4 and a female part 48 for holding the friction bar 44 therethrough. The material of the friction bar 44 is of stainless steel or phosphor bronze, the diameter D ₁ 49.3 mm, the length l ₁ is 300 mm. The male part 46 includes a friction bar 44, a rectangular flat plate 50 fixed to one end of the brace 41 by four bolts, and an end of the friction bar 44 screwed to the center,
A tubular guide portion 52 welded to the rectangular flat plate 50 to guide a tubular holding portion described later. The cylindrical guide portion 52 has an outer diameter D ₂ of 19 so as not to be deformed even if a load is applied to the energy absorbing damper 40 due to an earthquake.
0Mmfai, the inner diameter D ₃ is produced in a carbon steel pipe for general structure 160Mmfai.

The female portion 48 has a through-hole 54 through which the friction bar 44 passes, and a friction member 56 having a friction wall 45 on the inner peripheral surface of the through-hole for friction sliding with the friction bar. When,
The friction member 56 is held at one end, is connected to the friction bar 44 via the friction member 56, and is connected to the frame of the main structure 31 at the other end. The material of the friction member 56 is a carbon steel material for machine structure or a carbon tool steel material. The shape of the friction member 56 is cylindrical, and the height h ′ in the axial direction is 80 mm. The material of the friction member holder 62 is a rolled steel material for general structure. The friction member holding body 62 has a cylindrical shape, and has a holding portion 64 that holds the friction member 56 inside and is engaged with and inserted into the inside of the cylindrical guide portion 52. Inside the holding portion 64, the upper surface 57 of the friction member 56 is attached to the holding portion 6.
A friction member pressing portion 63 for supporting the bottom surface of the friction member 56 is formed so as to be located at a depth d _ep = 40 mm deep from the tip of the fourth member 4. The dimensions of the holding portion 64 are such that the outer diameter D ₃ is 160 m.
m, the thickness t _{3 of the} portion forming the friction member pressing portion 63
Is 22.5 mm. Further, the friction member holding body 62 is provided with a friction member holder 65 that is screwed to the tip of the holding portion 64 and that prevents the friction member 56 from coming out of the holding portion 64. The friction member retainer 65 has a through hole at the center thereof through which the friction bar 44 penetrates. Further, the friction member holding body 62 is welded to the base end of the holding portion 64, and
A rectangular flat plate 66 having the same configuration as that of the rectangular plate 66 is provided. Brace 4
1. The central axes of the friction bar 44, the friction member 56, the holding portion 64, and the friction member holder 63 are all coincident.

A steel pipe 68 having the same cross-sectional shape as that of the brace 41 is joined to the other surface of the rectangular flat plate 66 so that the central axis thereof coincides with the central axis.
A hemisphere 70 is joined to the end 67 of the steel pipe 68 and the end 69 of the brace 41 on the side not having the energy absorbing damper 40 (see FIG. 7A).

The male portion 46 and female portion 48, the distance d ₅ between the front end 71 of the friction rod 44 and the bottom surface of the friction member 56 are inserted in engagement such that the 100 mm. The distance between the front end 71 and the rectangular flat plate 66 and the distance d ₆ between the front end of the friction member holder 65 and the rectangular flat plate 50 are all 100 mm.
The strength of the damper acting on the friction bar 44 and the friction wall 45 is set to 20 tf, which is sufficient to prevent the column 34 from being shear-ruptured, based on the above-mentioned analysis value and prediction value.

The end of the energy absorbing damper and the main structure of the school building
Rigid connection means view of the concrete 7 (a) (c), respectively, a side partially enlarged view showing a rigid connection means between the energy absorbing damper 40 and the center position 37, as viewed from an arrow IV-IV, and It is the figure seen from arrow VV, and FIG. 8 is the figure seen from arrow VI-VI. The rigid contact means includes a fixing table 74 rigidly connected to the cross beam 32 by four PC steel rods 72, and a gusset plate portion 76 for rigidly connecting the fixing table 74 and the steel pipe 68.

The fixing table 74 includes two brackets 78A,
B and a steel plate 79 joined at the center of both brackets, and has a cross section similar to an H-section steel (see FIGS. 7 (a) and 8). The bracket 78A is a rectangular flat plate and is located at a distance d ₇ = 20 mm from the horizontal beam 32. A grout material 7 is provided between the fixing table 74 and the horizontal beam 32.
5 is inserted. Further, the bracket 78B is obtained by cutting the upper ends of the rectangular flat plate obliquely, the distance d ₈ of the bracket 78A, as shown in FIG. 8, a 150 mm.

As shown in FIG. 7A, the PC steel rod 72 is composed of four steel rods that penetrate the fixing table 74 and rigidly contact the fixing table 74 with the cross beam 32. The penetrating position is set at a distance d from each other in the girder direction so as to maintain a rigid state even when an earthquake occurs.
₉ = 490 mm, the distance d ₁₀ = 150 mm from each other in the height direction, and are symmetrical with respect to the center line 77 of the fixing table 74. The fixing table 74 includes the bracket 78A and the cross beam 32.
Are tightened by the PC steel rod 72 so that the compressive stress acting between them becomes 20 kgf / cm ² .

The gusset plate portion 76 penetrates through the hemisphere 70 as shown in FIG.
First plate 8 inserted and welded to the vicinity of 6
2 and a second plate 84 that rigidly connects the first plate and the bracket 78B. Second plate 84
A and B are the ends of the first plate 82 and the bracket 78.
B, four bolts 8 sandwiching both sides of the cut portion.
3 are connected.

Brace without energy absorbing damper
Rigid Contact Means Between End and Main Structure of School Building FIG. 9 is a partially enlarged side view showing rigid contact means between the end 41A 'of the brace 41 having no energy absorbing damper and the joint 36A. The rigid fixing means has the same configuration as the second fixing table 86 and the gusset plate portion 76 which are rigidly connected to the cross beam 32 by four PC steel bars 85, and the second fixing table 86
And a gusset plate portion 88 that rigidly connects the brace 41 and the brace 41.

The second fixing table 86 is, like the fixing table 74,
The two brackets 76A and 76B and both brackets
A plurality of joined steel plates (not shown) and a bracket 7
6A, PC steel rod 85 which penetrates rigidly to cross beam 32 through B
Consists of The bracket 76A is a rectangular flat plate.
The bracket 76B is, as shown in FIG.
The end closer to the center position 37 is the center position 3
7 is a flat plate formed to be long toward 7. PC steel bar
As shown in FIG. 9, the penetration positions of 85
To maintain the rigid contact state, so that₁₁
= 212 mm, distance d from each other in the height direction ₁₂= Only 250mm
It is a position that is distant and symmetrical.

Dimensions of brace with energy absorbing damper Regarding the length of the brace with energy absorbing damper,
As shown in FIG. 2, the intersection P ₁ of the central axes of the braces 40 A and 40 B with the energy absorbing damper and the PC steel rod 85.
Distance l ₂ between the PC steel rod 85A which is located farthest to the end portion 41A of the brace 40 'out of 4754Mm, steel 68
The distance l ₃ between the end 67 of the brace 41 and the end 69 of the brace 41 is 3
It is set to be 569 mm. In addition, brace 41
The cross-sectional area of the pipe diameter of
Considering the use of carbon steel pipe for general structure of 8 cm ² or more, the outer diameter is 165.2 mmφ, the wall thickness is 7 mm, and the cross-sectional area is 34.
Use a 79 cm ² brace.

When an EL Centro <NS> wave of about 50 cm / s (with a seismic intensity of about 6 to 7) occurs and strain energy is applied to the earthquake-resistant school building 38, the column 34 tilts, and as a result, the friction rod 44 advances or retreats with respect to the friction member 56 to generate frictional heat. Therefore, part of the strain energy is converted into frictional heat, and the strain energy applied to the earthquake-resistant school building 38 decreases, and the interlayer deformation angle of the earthquake-resistant school frame 38 of the earthquake-resistant school building 38 becomes equal to or smaller than a predetermined value. Therefore, even if an earthquake of the above magnitude occurs, the earthquake-resistant school building 38
Does not collapse.

In this embodiment, since the brace with the energy absorbing damper is attached to the outside of the window glass 43 with the sash, which is the outer wall of the existing school building 30, the construction can be easily performed without removing the window glass 43 with the sash. The mounting part is simple and the appearance is good. Further, the school building 30 can be continuously used during the construction. Also,
Since the brace with the energy absorbing damper is a V- shaped brace, discomfort can be suppressed, and the earthquake-resistant school building 3
At the time of inclination of 8, the strain energy is efficiently absorbed by the energy absorbing damper 42.

Experimental Examples and Seismic Plane Flares Used in the Experiments
In this experimental example and the present analysis example, compared with the energy absorption damper 40 of the first embodiment, the analysis value and the experimental value were obtained by using the energy absorption damper 90 having the same material and the same configuration principle as the constituent parts and having a small size and shape. This is an example in which it has been confirmed that the following shows a good correspondence. FIG. 10 is a plan view of the earthquake-resistant plane frame used in the present experimental example and the present analysis example. Seismic plane frame 92
As shown in FIG. 10, three transverse beams 94A to 94C are mounted on three pillars 93A to 93C on a reinforced concrete test specimen 95 which is rigidly connected so that the distance between the columns and the distance between the transverse beams are equal. As in Example 1, the energy absorbing damper 90 is rigidly connected in two stages vertically and two stages horizontally in the form of a V- shaped brace. The horizontal beam 94C located at the bottom is the concrete body 9 below it.
6 fixed.

The distance d ₁₃ between the columns is 2340 mm, and the distance d ₁₄ between the cross beams is 1225 mm. The pillar 93 has a cross-sectional dimension of 200 mm × 220 mm and a main bar (pg (%)) of 14 mm.
-D10 (2.27), shear reinforcement (pw (%)) is φ4-pitch 150 (0.08). 2nd floor cross beam 9
4B has a cross-sectional dimension of 160 mm × 290 mm and a main reinforcement (pg
(%)) Is 7-D10 (1.20) and the shear reinforcement (p
w (%)) is φ4-pitch 80 (0.20). The rigidity ratio of the stiffness of the reinforced concrete test specimen 95 to the stiffness of the reinforced concrete test specimen having the brace 91 with the energy absorbing damper is 1.35.

Hereinafter, the structure of the energy absorbing damper 90 will be described. The constituent part is the energy absorbing damper 40.
Use the same name as The energy absorbing damper 90 has a friction bar made of phosphor bronze and an outer diameter of 20 mmφ as compared with the energy absorbing damper 40. The male cylindrical guide portion is a rolled steel material for general structure, having an outer diameter of 100 mm and an inner diameter of 85 mm. The upper surface of the friction member has a distance of 2 mm from the tip.
The friction member is held at a position 5 mm deeper. The outer diameter of the holding part is 85 mm.

In the present experimental example and the present analysis example, EL Centro <
NS> A horizontal beam 94A is provided at both ends of the horizontal beam 94A on the third floor so as to correspond to the occurrence of a 50 cm / s horizontal shaking earthquake of waves.
Horizontal direction, i.e. towards the paper surface in the horizontal direction of the load Qtf added to the left and right, a horizontal displacement xmm the intersection P ₂ of the pillar 93B and the cross beam 94A shockproof planar frame 92 was determined and analysis calculations. FIG. 11 and FIG. 12 are diagrams respectively showing experimental values and analysis values of hysteresis curves showing the relationship between the horizontal load Qtf and the horizontal displacement xmm. FIG. 13 is a diagram showing a relationship between time and horizontal displacement xmm. FIG.
The solid curve shows the experimental value, and the broken curve shows the analytical value. FIG.
2. From FIG. 13, it was confirmed that the analysis values and the experimental values corresponded well.

Embodiment 2 This embodiment is an embodiment of the method of the present invention, and is an example of seismic reinforcement in which an earthquake-resistant plane frame is provided outside the balcony of an existing apartment house. In this embodiment, an earthquake-resistant apartment house refers to an existing apartment house provided with an earthquake-resistant flat frame outside the balcony. FIGS. 21A to 21C are a partial front view of the earthquake-resistant apartment house constructed in this example, a partial plan sectional view showing the configuration of the balcony, and the energy viewed from arrows VII-VII, respectively. It is a partial plan view of a brace with an absorption damper. 22 and FIG.
[FIG. 2] is a side sectional view showing a rigidly connected steel column and a steel beam, respectively. In FIG. 21A, only an earthquake-resistant plane frame is illustrated for simplicity. FIG. 21B is a partial plan sectional view taken along the line VIII-VIII in FIG.
6 (see FIG. 22 and FIG. 23) is drawn by a dashed line. The chemical anchor is also called a post-installed anchor, and an adhesive is used when fixing the anchor. For the sake of simplicity, the V- shaped brace constituting the earthquake-resistant plane frame is omitted in FIG.
In (c), the steel column and the steel beam are omitted and drawn.

The earthquake-resistant plane frame 99 is shown in FIG.
As shown in FIG. 5, the steel frame 102 is formed by a plurality of vertical steel columns 102 provided at equal intervals, a plurality of steel beams 104 horizontally joined to the steel columns 102, and the steel columns 102 and the steel beams 104. And a V- shaped brace 106 provided in each plane frame. Seismic plane frame 9
9 is rigidly connected to the outside of the lower end of the balcony 98 by the above-mentioned chemical anchor 100 (hereinafter referred to as anchor 100). The height position of the anchor 100 is lower than the groove 96 provided at the lower end of the handrail 97 of the balcony 98 (see FIGS. 22 and 23). As shown in FIG. 21 (a), the V- shaped brace 106 is a brace 11 with an energy absorbing damper that connects the center 108 of the lower edge of the frame forming the frame of each planar frame and the corners 110A and 110B.
2A, B and brace 112 with energy absorbing damper
Lower end rigid contact portions 114A, B which respectively make A and B rigidly contact the lower center 108 of the frame, and upper end rigid contact portions 116A, B which respectively make rigid contact with the frame corner portions 110A, B are provided.

Brace 112 with energy absorbing damper
A includes a brace 120 and an energy absorbing damper 42 (same as in the first embodiment) joined to the lower end of the brace 120 (see FIGS. 21A and 21C). The same applies to the configuration of the brace 112B with an energy absorbing damper.

As shown in FIG. 21C, the lower end rigid contact portion 114A has a steel pipe 122 joined to one end of the energy absorbing damper 42 and a hemisphere 1 attached to the lower end of the steel pipe 122.
24, and a plate portion 125 welded to the steel pipe 122 and the lower center 108 of the frame. The plate portion 125 penetrates the hemisphere 124 and is inserted into the steel pipe 122 to the vicinity of the energy absorbing damper 42 and welded to the first plate 126, and the second plate welded at the lower end to the lower center 108 of the frame at the lower end. 128 and the first plate 1
26, and a third plate 130 composed of two plates which are connected by sandwiching the lower end of the second plate 128 and the upper end of the second plate 128 from both sides. Each of the first to third plates is a rectangular plate parallel to each other, and includes a first plate 126 and a third plate 130, and a second plate 128 and a third plate.
Plates 130 are interconnected by bolts 132A, B and bolts 134A, B, respectively. The width direction U of the plate portion 125 (see FIG. 21C) is the same as the width direction U of the steel beam 104 (see FIG. 21B). The lower end rigid contact portion 114B has the same configuration as the lower end rigid contact portion 114A.

The configuration of the upper end rigid contact portion 116A is almost the same as that of the lower end rigid contact portion 114A, and as shown in FIG. 21 (a), a hemisphere 135 similar to the hemisphere 124 attached to the upper end of the brace 120. And a plate portion 136 similar to the plate portion 125, which is welded at the upper end to the frame corner 110A, inserted through the hemisphere 135, inserted into the upper end of the brace, and welded. The plate portion 136 includes fourth and fifth plates similar to the first, second, and third plates, respectively.
And a sixth plate. Upper end rigid contact part 116B
Is the same as the upper end rigid contact portion 116A.

In order to construct an earthquake-resistant apartment house by providing an earthquake-resistant flat frame 99 outside the balcony of an existing apartment house, first, at the lower end 138 of the balcony 98, the distance between adjacent anchors is within 300 mm. At a predetermined position, an anchor 100 having a diameter of 16 mm is disposed (FIG. 2).
2, see FIG. 23). Next, the steel column 102 and the steel beam 1
04 fixed concrete beam 148 to ground 140
(See FIG. 22). At this time, the concrete of the base part 145 of the existing pillar 144 of the existing apartment house is shaved to expose the internal reinforcing steel, the reinforcing steel of the post-cast concrete 148 is joined to the reinforcing steel of the base part 145, and the steel pillar 1
After the anchor bolts 146 for fixing No. 02 are arranged at predetermined positions, the concrete is solidified. Next, the steel column 10
2 and the steel beam 104 at the lower end 13 of the balcony 98
Provided at a distance of 30 mm from 8 and temporarily fixed.
In the factory, the second plate 128 is placed at the center 1 of the lower side of the frame.
At 08, the fifth plate is welded to the frame corners 116A and 116B in a predetermined direction. Subsequently, a grout material is put between the steel column 102 or the steel beam 104 and the lower end outside 138 of the balcony 98 and solidified,
A grout material 142 having a plate shape and a thickness of 30 mm is formed.
Further, by tightening with the nut 143, the steel column 102 and the steel beam 104 are rigidly connected to the balcony 98 via the grout material 142 (see FIGS. 22 and 23).

Next, the steel pipe 122, the hemisphere 124, the first plate 126, the hemisphere 135 and the fourth plate joined to the brace 112A with the energy absorbing damper are transported to the installation position. Subsequently, the first plate 12
6 and the second plate 128 are rigidly contacted by the third plate 130 and the bolts 132 and 134 so that the lower end rigid contact portion 114A is formed.
And the upper end rigid contact portion 116A is similarly formed. The brace 112B with the energy absorbing damper also makes rigid contact in the same manner.

According to the present embodiment, the resident can use the building continuously during the seismic retrofitting work, and does not need to leave.

FIG. 24 is a side sectional view showing a steel beam rigidly connected by another method. Instead of arranging the chemical anchor 100, a work for removing the handrail 97 of the balcony 98 is performed, and then, for example, a normal anchor 1 having a diameter of 16 mmφ is used.
50 is placed at a predetermined position and then the post-cast concrete material 15
2 and the handrail 154 may be constructed, and then an earthquake-resistant apartment house may be formed in the same manner as in the present embodiment. Anchor 150
Is arranged, the interval (pitch) between adjacent anchors is set to, for example, 600 mm or less.

[0053]

According to the quake-resistant flat frame of the present invention, at least one energy absorbing damper for absorbing the strain energy applied in the axial direction of the brace is provided with a frame constituting the flat frame and the brace in the frame. Between the two brace members constituting the brace. Also,
The earthquake-resistant building according to the present invention is characterized in that the outer wall is a flat frame, a window or wall provided inside the frame of the flat frame, and a brace located outside the window or wall and coupled to the frame. And an energy absorbing damper similar to the above. Thus, the force acting on the brace at the time of the earthquake can be suppressed much more than before, so that the cross-sectional area of the brace can be made much smaller than before.
When existing buildings are seismically reinforced to make them earthquake-resistant buildings according to the present invention, window glass and interior materials with sashes do not need to be removed as in the past, and users of the buildings do not need to remove them. , The building can be used continuously during construction,
Further, the mounting portion is simple and has a good appearance.

Preferably, the energy absorbing damper includes a friction bar coupled to one end of the brace, a friction member having a friction wall sliding frictionally between the friction bar, and a friction bar at one end via the friction member. And a friction member holding body connected at the other end to the frame or the brace member of the flat frame. Thereby, when distortion of the flat frame occurs,
Since the friction rods advance or retreat with respect to the through holes to generate frictional heat between the friction members and the frictional members, the strain energy is absorbed, so that the strain energy applied to the earthquake-resistant plane frame is reduced.

[Brief description of the drawings]

FIG. 1 is a front view of an earthquake-resistant school building according to a first embodiment.

FIG. 2 is an enlarged partial side view of the earthquake-resistant school building according to the first embodiment.

FIG. 3 is a sectional view taken along the line II.

FIG. 4 is a sectional view taken along the line II-II.

FIG. 5 is a sectional view taken along line III-III in FIG.

FIGS. 6 (a) and 6 (b) show Example 1 respectively.
It is the front sectional view and side view which show the structure of the energy absorption damper of FIG.

FIGS. 7 (a) to 7 (c) each show Example 1. FIGS.
FIG. 5 is a partially enlarged side view, a view from an arrow IV-IV, and a view from an arrow VV showing a rigid connecting means between the energy absorbing damper and the main structure of the existing school building.

FIG. 8 is a view as seen from an arrow VI-VI.

FIG. 9 is a partially enlarged side view showing a rigid connecting means between the end of the brace having no energy absorbing damper and the main structure of the existing school building in the first embodiment.

FIG. 10 is a front view of an earthquake-resistant plane frame used in an experimental example.

FIG. 11 is an experimental value showing a relationship between a horizontal load Qtf and a horizontal displacement xmm in an experimental example.

FIG. 12 is an analysis value showing a relationship between a horizontal load Qtf and a horizontal displacement xmm in an analysis example of an earthquake-resistant plane frame used in an experiment.

FIG. 13 is a diagram showing the relationship between time and horizontal displacement xmm in an experimental example and an analysis example of the earthquake-resistant plane frame used in the experiment.

14 (a) and 14 (b) are a plan view and a front view, respectively, showing the main structure of an existing school building.

FIG. 15 is a front view of the main structure of an earthquake-resistant school building in which the main structure of an existing school building is reinforced by earthquake resistance.

FIG. 16 is a diagram showing an analysis value obtained by changing the damper strength as a parameter in an analysis example of an earthquake-resistant school building.

FIG. 17 is a diagram illustrating analysis values obtained by changing the rigidity ratio between the rigidity of the main structure and the brace rigidity as a parameter in an analysis example of the earthquake-resistant school building.

FIG. 18 is a front view of an earthquake-resistant frame obtained by reinforcing a frame of an existing building by a conventional method.

FIG. 19 is a front view showing a state where a conventional earthquake-resistant frame is distorted by an earthquake.

FIG. 20 is a front view showing a configuration concept of an earthquake-resistant frame obtained by reinforcing a frame of an existing building by a conventional method.

FIGS. 21 (a) to 21 (c) are a partial front view of an earthquake-resistant apartment house constructed in Example 2, and a partial plan sectional view taken along line VIII-VIII showing a configuration of a balcony, respectively. And FIG. 7 is a partial plan view of the brace with the energy absorbing damper viewed from the arrow VII-VII.

FIG. 22 is a side sectional view showing a steel column rigidly connected in the second embodiment.

FIG. 23 is a side sectional view showing a steel beam rigidly connected in the second embodiment.

FIG. 24 is a side sectional view showing a steel beam rigidly connected by another method in the second embodiment.

[Explanation of symbols]

Reference Signs List 10 frame 11 earthquake-resistant frame 12A-C frame 13A-C frame body 14A-F brace 16A, B column 18A-C cross beam 20 upper corner 21 lower corner 22 center position 24 earthquake-resistant frame 30 existing school building 31 main structure 32A B Cross beam 33 Cross beam 34A-C column 35 Veranda 36 Joint 37 Central position 38 Earthquake-resistant school building 39 Earthquake-resistant main structure 40A, B Brace with energy absorption damper 41 Brace 41A One end of brace 41A 'The other end of brace 42 Energy absorption damper 43 Window glass with sash 44 Friction rod 45 Friction wall 46 Male part 47 Plane frame 47 'Earthquake-resistant plane frame 48 Female part 50 Rectangular flat plate 52 Cylindrical guide part 54 Through hole 56 Friction member 58 Space part 62 Friction member holder 63 Friction member Holding part 64 Holding part 65 Friction part Material holder 66 Rectangular flat plate 67 End part 68 Steel pipe 69 End part 70 Hemisphere 71 Tip 72 PC steel rod 74 Fixing stand 76 Gusset plate part 77 Center line 78A, B Bracket 79 Steel plate 82 First plate 83 Bolt 84A, B Second plate 85 PC steel bar 86 Second fixing stand 88 Gusset plate part 90 Energy absorption damper 91 Brace with energy absorption damper 92 Seismic plane frame 93A-C Column 94A-C Cross beam 95 Reinforced concrete test specimen 96 Groove 97 Handrail 98 Balcony 99 Seismic plane Frame 100 chemical anchor (post-installed anchor) 102 steel column 104 steel beam 106 V- shaped brace 108 frame center 110A, B frame corner 112A, B brace with energy absorbing damper 114A, B lower end rigid contact portion 116A, B upper end rigid contact part 120 brace 122 steel pipe 124 hemisphere 125 plate part 126 first plate 128 second plate 130 third plate 132A, B bolt 134A, B bolt 135 hemisphere 136 plate part 138 lower end outside 140 ground 142 grout material 143 nut 144 Existing pillar 145 Foundation 146 Anchor bolt 148 Post-cast concrete beam 150 Normal anchor 152 Post-cast concrete material 154 Handrail

────────────────────────────────────────────────── ─── Continuation of the front page (72) Inventor Shinji Suzuki 2-17-3 Shibuya, Shibuya-ku, Tokyo Aoki Corporation Construction Headquarters (56) References JP-A-1-203571 (JP, A) JP-A-8 -303045 (JP, A) JP-A-48-76353 (JP, A) JP-A-9-235892 (JP, A) JP-A-2-248577 (JP, A) JP-A-9-32311 (JP, A) JP-A-9-203217 (JP, A) JP-A-2-128840 (JP, U) JP-A-63-115642 (JP, U) (58) Fields investigated (Int. Cl. ⁷ , DB name) E04H 9/02 311 E04G 23/02

Claims (5)

(57) [Claims] 1. A planar structure for reinforcing an existing building
An earthquake-resistant flat frame, comprising: a flat frame comprising columns and beams constituting an outer wall of an existing building; and a flat frame attached to the outside of the flat frame.
One of the frame opposing brace connecting the frame corners to each other, or plane
The midpoint between the frame sides, which is attached to the outside of the frame and forms one frame of the flat frame, and the slope between the midpoint of the frame sides
Type V brace connecting the two frame corners of the eye direction, are arranged or is arranged between the frame and the brace, or between the two brace members constituting a single brace, the axis of the brace At least one energy absorbing damper for absorbing strain energy applied in the direction , wherein the energy absorbing damper has an axial direction corresponding to the axial direction of the brace.
Coupled to one end of brace or brace member to match
Friction bar , and a through hole penetrating the friction bar, and in the through hole
A friction surface having a friction wall frictionally sliding between the friction bar and the friction bar.
The friction member is held at one end with the friction member, and the friction member is in contact with the friction rod via the friction member.
At the other end, a brace member or a frame of an earthquake-resistant flat frame
Is composed of a friction member retaining member attached to, when distortion occurs in the planar frame, the friction rod is advanced with respect to the through-hole
Moving back and forth to generate frictional heat with the friction member.
A quake-resistant flat frame characterized by absorbing strain energy by: 2. Pillars and beams constituting the outer wall of an existing building
Is an earthquake-resistant three-dimensional frame for building reinforcement
At least one seismic plane frame
Provided as a part of the body frame, the earthquake-resistant plane frame is composed of columns and beams that constitute the outer wall of the existing building.
And frame, mounted on the outside of the planar frame, the planar frame 1
One of the frame opposing brace connecting the frame corners to each other, or plane
The midpoint between the frame sides that is attached to the outside of the frame and forms one frame of the planar frame,
Type V brace connecting the two frame corners of the eye direction, or is disposed between the frame and the brace, or one of the probe
The brace is disposed between two brace members constituting a race.
Absorbs strain energy applied in the axial direction of the race
At least one energy absorbing damper , the energy absorbing damper having an axial direction corresponding to the axial direction of the brace.
Coupled to one end of brace or brace member to match
Friction bar , and a through hole penetrating the friction bar, and in the through hole
A friction surface having a friction wall frictionally sliding between the friction bar and the friction bar.
The friction member is held at one end with the friction member, and the friction member is in contact with the friction rod via the friction member.
At the other end, a brace member or a frame of an earthquake-resistant flat frame
Is composed of a friction member retaining member attached to, when distortion occurs in the planar frame, the friction rod is advanced with respect to the through-hole
Moving back and forth to generate frictional heat with the friction member.
A quake-resistant three-dimensional frame characterized by absorbing distortion energy by: 3. At least one outer wall of the building is earthquake-resistant.
An existing building reinforced with a plane frame , wherein the earthquake-resistant plane frame is a pillar constituting the outer wall of the building;
A flat consisting of columns and beams attached to the outside of the beams, respectively
A planar frame having a planar structure and a frame connecting the opposite corners of one frame of the planar frame.
Lace or frame forming one frame of a flat frame
Two frame angles in the diagonal direction between the midpoint of the side and the midpoint of the frame
Distortion that is disposed between the V-shaped brace that connects the two parts and the frame and the brace, or that is disposed between two brace members that constitute one brace, and is applied in the axial direction of the brace. At least one energy absorbing damper for absorbing energy , the energy absorbing damper having an axial direction extending in the axial direction of the brace.
Coupled to one end of brace or brace member to match
Friction bar , and a through hole penetrating the friction bar, and in the through hole
A friction surface having a friction wall frictionally sliding between the friction bar and the friction bar.
The friction member is held at one end with the friction member, and the friction member is in contact with the friction rod via the friction member.
At the other end, a brace member or a frame of an earthquake-resistant flat frame
Is composed of a friction member retaining member attached to, when distortion occurs in the planar frame, the friction rod is advanced with respect to the through-hole
Moving back and forth to generate frictional heat with the friction member.
An earthquake-resistant building characterized by absorbing distortion energy by: 4. A method for constructing an earthquake-resistant building according to claim 3.
A first step of forming a plane frame by providing a plurality of pillars and beams outside of an existing apartment house and rigidly contacting the same, and then opposing frame corners of one frame of the plane frame. In the diagonal direction between the middle point of the frame side forming one frame of the plane frame and the middle point of the frame side forming the one frame of the flat frame.
Type V brace connecting the pieces of the frame corners, are arranged or is arranged between the frame and the brace, or between the two brace members constituting a single brace, applied in the axial direction of the brace At least one method for constructing a seismic resistant buildings, characterized in that a second step of forming an energy absorbing damper absorbs strain energy. The method according to claim 5 second step, the one frame of planar frame opposite brace connecting the frame corners to each other, or frame pieces forming a single frame of the plane frame of the intermediate point and the frame pieces
The seismic resistance according to claim 4 , characterized in that a brace and an energy absorbing damper, which is obtained by integrally manufacturing a brace and an energy absorbing damper in advance, are provided between the two frame corners in the oblique direction at the intermediate point . How to build a building .