JP5616925B2 - Steel double camber and seismic isolation load exchange method using the same - Google Patents

Description

  The present invention relates to a seismic isolation load exchange method for installing a seismic isolation device that does not transmit a strong seismic motion to a building in order to protect a high-rise building from damage such as an earthquake, and in particular, a steel double used there It is about camber.

When constructing a new high-rise building, if a large number of foundation piles are driven into the ground and their tips reach the support layer such as bedrock and are fixed, these foundation piles are connected to the upper surface position. It was constructed by placing concrete as a pressure plate and installing a seismic isolation device on this pressure plate, and the weight of the building was received by the pressure plate via the seismic isolation device. When seismic motion occurs in such a state, even if the pressure plate sways, the seismic motion is absorbed by the seismic isolation device installed on the pressure plate, and the shaking caused by the seismic motion of the building is as fast and large as possible. Attenuating the part is done.
In addition, for existing high-rise buildings, there has already been a seismic isolation load replacement method that can install seismic isolation devices according to each load at a predetermined position around the foundation pile where the load is applied to the high-rise building. The applicant has applied for a patent and has been patented (see Patent Document 1).

<Seismic isolation load replacement method described in Patent Document 1>
In this seismic isolation load exchange method, a plurality of auxiliary piles are driven into a predetermined position around the foundation pile of an existing building, and a first support jack is attached to each upper side of the auxiliary pile to support the building. Separate the foundation pile from the building and lay a pressure plate under the building, and place the required number of second support jacks and oil jacks on the pressure plate, while the seismic isolation device and the bottom of the building The seismic isolation device is brought into close contact with the building by the second support jack and the oil jack through the upper concrete support portion formed between the two, and after the oil jack is removed, the second support jack is moved by the lower concrete support portion. It is fixed to the pressure platen.

<Pros and cons of conventional seismic isolation load exchange methods>
《Advantages》
According to the seismic isolation load exchange method described in Patent Document 1, it is possible to install a seismic isolation device at a predetermined position on a foundation pile or foundation surface without any damage to the existing building. As with the new building constructed above, safety management can be maintained, and when removing the oil jack after installing the seismic isolation device, it is easy to manage the load and displacement when introducing the load into the seismic isolation device. There was an advantage of becoming.
Cons
However, in order to install the seismic isolation device horizontally, it is required to operate each of the plurality of second support jacks independently to achieve levelness. There was a problem of taking time,
Also, in order to support the building with the second support jack, the second support jack requires a plurality of strong, expensive and precise ones, and these jacks are buried and become expensive, There was a drawback.

<Wedge described in Patent Document 2>
It is also known to support a building with a wedge instead of a jack (see Patent Document 2). The wedge described in Patent Document 2 is composed of an upper wedge and a lower wedge, and each upper wedge and lower wedge are each composed of two wedge members.
And the structure is supported by driving two upper wedge members on the lower wedge from the left and right.
Cons
However, it is hard work to drive each of the two upper wedge members, and it is difficult to handle because it requires skill to drive the left and right upper wedge members evenly toward the center. There was a problem similar to the case of Patent Document 1 that it takes time to do,

Japanese Patent No. 3715402 JP 2012-26161 A

  The present invention has been made in order to solve such a problem, and does not require any special skill, does not take much time for exchanging the seismic isolation load, and is expensive, leaving only an inexpensive and solid member. The purpose is to provide a seismic isolation load exchange method that can recover all hydraulic jacks and significantly reduce costs compared to conventional methods.

The first invention of the present application relates to a steel double camber used in a seismic isolation load exchange method, and is interposed between an upper load receiving wedge, a lower load receiving wedge, the upper load receiving wedge and the lower load receiving wedge. A steel double camber composed of a fastening wedge, wherein the upper load receiving wedge and the lower load receiving wedge are tapered in a direction in which the distance from each other decreases from the center to both ends, In the steel double camber which is composed of two clamping wedges and is tapered from one end to the other end on the opposite side , the upper load receiving wedge and the lower load receiving wedge, and the clamping wedge, On the tapered surfaces facing each other, a protruding bar or a protruding bar receiving groove for receiving the protruding bar is formed on one side, and the protruding bar is formed on the other side. It is characterized in that protrusion bar accommodated in the bar receiving groove or the projection bar housing groove is formed.

The second invention of the present application relates to a seismic isolation load replacement method, and in the seismic isolation load replacement method comprising the following steps (1) to (7) for installing a seismic isolation device in an existing building:
(1) A step of driving a plurality of jack columns to a predetermined position around a foundation pile supporting an existing building.
(2) A step of attaching a first jack to each upper side of the jack column.
(3) A step of jacking up the first jack.
(4) A step of removing a part of the foundation pile and separating the foundation pile and the building.
(5) A step of placing a seismic isolation device on top of the foundation pile remaining after removal.
(6) A step of placing a lifting machine above or below the seismic isolation device.
(7) A step of raising the lifting machine to support the building on the seismic isolation device side.
It is characterized by the following steps (a) to (d).
(A) As the lifting machine, the steel double camber of the first invention is used, a second jack is interposed vertically between the lower load receiving wedge and the upper load receiving wedge, and the steel double camber Interposing a third jack horizontally between the two clamping wedges.
(B) jacking up the second jack;
(C) jacking up the third jack;
(D) The step of removing the jack column and the first to third jacks.

  3rd invention of this application WHEREIN: In the seismic isolation load replacement | exchange method of 2nd invention, after said (d), the upper part of the said seismic isolation apparatus is made concrete and the steel double camber is made to be killed. It is a feature.

  By using the steel double camber according to the above invention, the second jack is jacked up, and then the third jack is jacked up, so that the fastening wedge moves in the horizontal direction, and the upper load receiving wedge and the lower load are moved. Since the gap of the receiving wedge is difficult to insert, it does not require special skill, it does not take much time to replace the seismic isolation load, and all expensive hydraulic jacks are collected leaving a cheap and solid steel double camber, The cost can be greatly reduced compared to the conventional method.

It is explanatory drawing which shows steps 1-3 of the seismic isolation load exchange method which concerns on this invention. It is explanatory drawing which shows step 4-6 following step 3 of FIG. It is a disassembled perspective view of the lifting apparatus which concerns on this invention used for the seismic isolation load exchange method which concerns on this invention. FIG. 3 is an explanatory diagram showing step 7 following step 6 in FIG. 2. It is explanatory drawing which shows step 8-9 following step 7 of FIG. It is explanatory drawing which shows step 10 following step 9 of FIG. It is explanatory drawing which shows step 11 following step 10 of FIG.

Hereinafter, the seismic isolation load exchange method to the foundation pile and the pillar in the existing building which concerns on this invention is demonstrated using FIGS.
FIG. 1 is an explanatory view showing steps 1 to 3 of the seismic isolation load replacement method according to the present invention.

<Step 1>
In step 1 of the seismic isolation load exchanging method of FIG. 1 (1), 1 is a foundation pile, 2 is a pressure platen made of concrete driven on the foundation pile 1, 3 is a foundation for supporting a building, 4 is a foundation 3 It is a pillar erected in A seismic isolation device is laid in the space between the pressure platen 2 and the foundation 3 in the following steps by the method according to the present invention.

<Step 2>
In FIG. 1 (2), a plurality of jack columns 20 are installed on the pressure platen 2 at a predetermined position near the site where the seismic isolation device is laid.

<Step 3>
In FIG. 1 (3), the first jack 30 is attached to the upper side of each of the plurality of jack columns 20, and the first jack 30 is jacked up.
Thereby, the jack column 20 and the first jack 30 support the foundation 3.

<Step 4>
In FIG. 2 (4), the seismic isolation device lower foundation 10 is formed of concrete between the jack columns 20, 20 on the pressure platen 2.

<Step 5>
In FIG. 2 (5), the seismic isolation device 40 is placed on the upper part of the base 10 of the base isolation device. As the seismic isolation device 40, the following commercially available products are used.
<Seismic isolation device 40>
A cylindrical lead plug 40N is provided at the center of each disk between the upper disk 40A and the lower disk 40B, and an inner steel plate 40K and a rubber plate 40G are stacked around the lead plug 40N, and the upper and lower sides thereof are stacked. A member formed by connecting steel plates 40R and 40R in a columnar shape is used. A rectangular upper anchor plate 40P and a lower anchor plate 40Q are coupled to the upper disk 40A and the lower disk 40B, respectively.
In the case of a high load, the size of the lead plug 40N is adjusted.
In this seismic isolation device 40, its lower disk 40B is fixed onto the lower base 10 of the seismic isolation device, and its upper disk 40A is fixed to the upper base 80 of the seismic isolation device (see FIG. 7 (11)). The
There are many other types of seismic isolation devices 40, which can be appropriately selected and used according to the weight and shape of the building.

<Step 6>
In FIG. 2 (6), the lifting machine 50 is placed on the upper part of the seismic isolation device 40.
Conventionally, as the lifting machine 50 used here, a support jack as described in Patent Document 1 is used, but the present invention is characterized in that a steel double camber described below is used.

<Steel double camber 50 according to the present invention>
FIG. 3 is an exploded perspective view of a steel double camber according to the present invention.
The steel double camber 50 according to the present invention includes a lower load receiving wedge 51, an upper load receiving wedge 52, and a fastening wedge 53 sandwiched between the lower load receiving wedge 51 and the upper load receiving wedge 52. Has been.

<Lower load receiving wedge 51>
The lower load receiving wedge 51 is a steel member that is placed on the seismic isolation device 40, and is a flat portion that forms a valley bottom that extends from the center of one long side of a rectangle to the center of another long side in plan view. 51H and a sloped bar 51S, 51S which gradually increases in thickness from the valley bottom toward both ends of the flat part 51H, and further extends from the valley bottom to the top at the center of the slopes 51S, 51S 51T and 51T are provided. The protrusion bars 51T and 51T are accommodated in protrusion bar accommodation grooves 53T and 53T formed in a fastening wedge 53 described later.

<< Upper load receiving wedge 52 >>
The upper load receiving wedge 52 is a steel member placed under the building. From the bottom of the building viewed from the opposite side (lower side) of the building, the center of one long side of the rectangle is the center of the other long side. A flat part 52H extending to the part and sloped parts 52P, 52P that gradually become thicker from the flat part 52H toward both ends, and further from the flat part 52H to the end part in the center of the sloped parts 52P, 52P. Protruding bar accommodating grooves 52K and 52K extending toward the respective sides are provided. Projection bars 53K and 53K formed in a fastening wedge 53 (described later) are accommodated in the protrusion bar housing grooves 52K and 52K.
Therefore, when the lower load receiving wedge 51 and the upper load receiving wedge 52 are disposed to face each other, the distance between the lower load receiving wedge 51 and the upper load receiving wedge 52 is determined from the flat portions 51H and 52H formed at the center portions thereof. The mutual distance becomes narrow toward both ends.

<Tightening wedge 53>
The fastening wedges 53 are two steel members sandwiched between the slope portions 51S and 51S of the lower load receiving wedge 51 and the slope portions 52P and 52P of the upper load receiving wedge 52, respectively, and are perpendicular to the vertical surface. It is made into a shape that is symmetrical to each other.
The clamping wedges 53 and 53 are respectively inclined mounting portions 53S and 53S that are in contact with the inclined portions 51S and 51S of the lower load receiving wedge 51, and tall vertical walls 53J and 53J on the flat portion 51H side of the lower load receiving wedge 51. And the vertical walls 53V and 53V having a low height on the end side of the lower load receiving wedge 51 and the inclined surface mounting portions 53P and 53P in contact with the inclined surface portions 52P and 52P of the upper load receiving wedge 52 are defined as six surfaces. The protrusion bar receiving grooves 53T and 53T for receiving the protrusion bars 51T and 51T of the lower load receiving wedge 51 are formed in the slope mounting parts 53S and 53S, respectively, and the upper load receiver Protrusion bars 53K and 53K accommodated in the protrusion bar accommodating grooves 52K and 52K of the wedge 52 are formed on the inclined surface placing portions 53P and 53P.
《Other variations》
Of course, the formation of the protruding bar and the protruding bar receiving groove is not limited to this, and conversely, the lower load receiving wedge 51 has the protruding bar receiving groove and the fastening wedge 53 has the protruding bar. Alternatively, the upper load receiving wedge 52 may have a protruding bar, and the fastening wedge 53 may have a protruding bar receiving groove.
<Moving the clamping wedge 53 and the distance between the lower and upper load receiving wedges 51 and 52>
Two clamping wedges 53 are interposed between the lower load receiving wedge 51 and the upper load receiving wedge 52. At this time, when the two fastening wedges 53 are close to each other, the distance between the lower load receiving wedge 51 and the upper load receiving wedge 52 is narrow because the two fastening wedges 53 are close to each other. As they are separated from each other, the two fastening wedges 53 are moved away from the center toward the ends, so that the distance between the lower load receiving wedge 51 and the upper load receiving wedge 52 increases (in other words, the upper load The receiving wedge 52 is lifted from the lower load receiving wedge 51).

<Step 7>
The steel double camber 50 sandwiched between the two clamping wedges 53 having the above-described configuration and the lower load receiving wedge 51 and the upper load receiving wedge 52 is sandwiched between the upper portion of the seismic isolation device 40 in step 6. In step 7, the second and third jacks are used as follows.
FIG. 4 is a diagram illustrating step 7 of the seismic isolation load replacement method. FIG. 4A is a front view illustrating step 7 of the seismic isolation load replacement method, and FIG. FIG. 4C is a plan view, as viewed from the 4C-4C arrow in FIG. From FIG. 4, the foundation pile 1 and the pillar 4 illustrated in FIGS. 1 to 3 are not illustrated, and are specialized in the description between the pressure platen 2 and the foundation 3.
A third jack 60 is horizontally interposed in the center between the high-tensioned vertical walls 53J and 53J of the two fastening wedges 53 and 53, respectively.
On the other hand, two second jacks 70, 70 are vertically interposed with a third jack 60 interposed between the flat portions 51H, 52H of the lower load receiving wedge 51 and the upper load receiving wedge 52.

<Step 8>
FIG. 5 is a diagram for explaining step 8 of the seismic isolation load exchange method. FIG. 5 (A) is a front view for explaining step 8 of the seismic isolation load exchange method, and FIG. It is a top view.
In step 8, when the second jacks 70, 70 installed vertically are jacked up, the force in the direction of arrow F1 (vertical direction) acts on the lower load receiving wedge 51 and the upper load receiving wedge 52, respectively, and the upper load receiving The wedge 52 is lifted with respect to the lower load receiving wedge 51, so that the second jacks 70 and 70 and the seismic isolation device 40 support the foundation 3 of the existing building.

<Step 9>
FIG. 5 is a diagram illustrating step 9 of the seismic isolation load replacement method. FIG. 5A is a front view illustrating step 9 of the seismic isolation load replacement method, and FIG. It is a top view.
In step 9, when the second jacks 70 and 70 and the seismic isolation device 40 support the foundation 3 of the existing building, the lower load receiving wedge 51 and the upper load receiving are obtained by jacking up the second jacks 70 and 70. Since there is a gap between the wedges 52, when the third jack 60 arranged horizontally is jacked up, the force in the direction of the arrow F2 (horizontal direction) acts on the two fastening wedges 53 and 53, respectively. Since both of them move away from each other, this fills the gap, whereby the upper load receiving wedge 52, the fastening wedges 53 and 53, the lower load receiving wedge 51, and the seismic isolation device 40 are the foundation of the existing building. 3 will be supported.

<Step 10>
FIG. 6 is a diagram illustrating step 10 of the seismic isolation load replacement method, FIG. 6A is a front view illustrating step 10 of the seismic isolation load replacement method, and FIG. 6B illustrates step 10. FIG. 6C is a plan view of FIG. 6A as viewed from the arrow 6C-6C.
In step 10, the plurality of jack posts 20, 20 installed at predetermined positions around the outer side of the seismic isolation device 40 and the first jacks 30, 30 which are expensive hydraulic jacks on the upper side thereof are removed, and the steel The second jacks 70, 70 and the third jack 60, which are the same expensive hydraulic jacks used in the double camber 50 made of steel, are removed from the steel double camber 50. In FIG. 6, the removed jack column 20, the first jack 30, the second jack 70, and the third jack 60 are indicated by dotted lines.

<Step 11>
FIG. 7 is a diagram illustrating step 11 of the seismic isolation load replacement method, FIG. 7A is a front view illustrating step 11 of the base isolation load replacement method, and FIG. It is a top view.
In step 11, concrete is placed between the seismic isolation device 40 and the foundation 3 of the building on the upper part of the seismic isolation device 40 to form the seismic isolation device upper foundation 80.
Thus, according to the present invention, the seismic isolation load replacement method is completed by burying only the inexpensive and sturdy steel double camber 50.
The foundation 3 of the building will be supported by the seismic isolation device upper foundation 80, the seismic isolation device 40, and the seismic isolation device lower foundation 10, for example, even if earthquake motion is transmitted to the foundation pile 1 (FIG. 1) side, It is erased by the internal steel plate 40K and the rubber plate 40G laminated with the lead plug 40N of the seismic isolation device 40, so that the vibration is not transmitted to the foundation 3 side of the building.

<Summary>
As described above, by using the steel double camber according to the present invention, it is possible to jack up the second jack and then jack up the third jack so that the fastening wedge moves in the horizontal direction, Since the gap between the load receiving wedge and the lower load receiving wedge is difficult to insert, it does not require special skills and does not take much time to replace the seismic isolation load, leaving an inexpensive and solid steel double camber and an expensive hydraulic jack Since all are collected, the cost can be greatly reduced compared with the conventional method.

DESCRIPTION OF SYMBOLS 1 Foundation pile 2 Pressure-resistant board 3 Foundation 4 Pillar 10 Base isolation device lower foundation 20 Jack support column 30 First jack 40 Seismic isolation device 40A Upper disk 40B Lower disk 40N Lead plug 40K Internal steel plate 40G Rubber plate 40R Connection steel plate 40P Upper part Anchor plate 40Q Lower anchor plate 50 Lifting machine (steel double camber) according to the present invention
51 Lower load receiving wedge 51H Flat portion 51S Slope portion 51T Protrusion bar 52 Upper load receiving wedge 52H Flat portion 52P Slope portion 52K Protrusion bar receiving groove 53 Tightening wedge 531, 532 Steel member 53K Protrusion bar 53S Slope mounting portion 53J High vertical wall 53V Low vertical wall 53P Slope placement part 53T Protrusion bar accommodation groove 60 3rd jack 70 2nd jack 80 Seismic isolation apparatus upper foundation

Claims (3)

A steel double camber comprising an upper load receiving wedge, a lower load receiving wedge, and a clamping wedge interposed between the upper load receiving wedge and the lower load receiving wedge, wherein the upper load receiving wedge and the lower load The receiving wedges are tapered in the direction in which the distance from each center decreases toward both ends, and each of the clamping wedges is composed of two pieces, each tapered from one end to the other end on the opposite side. Steel double camber
The upper load receiving wedge, the lower load receiving wedge, and the fastening wedge are formed with a protruding bar or a protruding bar receiving groove for receiving the protruding bar on one side, and on the other side, on tapered surfaces facing each other. A steel double camber characterized in that a protruding bar receiving groove or a protruding bar received in the protruding bar receiving groove is formed . In the seismic isolation load exchange method comprising the following steps (1) to (7) for installing a seismic isolation device in an existing building:
(1) A step of driving a plurality of jack columns to a predetermined position around a foundation pile supporting an existing building.
(2) A step of attaching a first jack to each upper side of the jack column.
(3) A step of jacking up the first jack.
(4) A step of removing a part of the foundation pile and separating the foundation pile and the building.
(5) A step of placing a seismic isolation device on top of the foundation pile remaining after removal.
(6) A step of placing a lifting machine above or below the seismic isolation device.
(7) A step of raising the lifting machine to support the building on the seismic isolation device side.
A seismic isolation load exchange method characterized by the following steps (a) to (d).
(A) The steel double camber according to claim 1 is used as the lifting machine, a second jack is vertically interposed between the lower load receiving wedge and the upper load receiving wedge, and the steel double camber Interposing a third jack horizontally between the two fastening wedges.
(B) jacking up the second jack;
(C) jacking up the third jack;
(D) The step of removing the jack column and the first to third jacks.   The method of claim 2, wherein after the step (d), the steel double camber is buried by laying concrete on the upper part of the seismic isolation device.

Images