JP5916687B2 - Renovation method of steady rest structure - Google Patents

Description

  The present invention relates to a method for repairing an existing steady rest structure.

When existing braces that are already installed on a steel structure such as a plant are to be buckled and subjected to seismic reinforcement (seismic retrofit, seismic reinforcement, etc.), it is most common to replace the existing braces with seismic braces. It is. However, if these braces cannot be replaced or repaired, the seismic performance cannot be improved.
On the other hand, many proposals have been made to install an anti-rest structure on a new support structure so that the earthquake response level can be reduced (for example, Patent Documents 1 to 3). These proposals are to install various types of anti-rest structures such as elasto-plastic, friction and viscous systems, or to adopt special anti-rest structures.

JP-A-5-157206 JP-A-10-38207 Japanese Patent Laid-Open No. 62-066005

Depending on the level of seismic performance required, for example, it is possible to improve the seismic performance by absorbing energy in an existing anti-rest structure already installed between the equipment and the support structure made of steel.
Therefore, the present invention provides a stable plastic deformation and energy absorption performance in the event of an earthquake, by modifying an existing steady rest structure, so that it will not be damaged when a simple elastic steady rest or excessive external force is applied. The purpose is to provide a method for repairing the structure.

  The steady-rest structure includes two elements, a female-side steady-state element (hereinafter sometimes abbreviated as female element) and a male-side steady-state element (hereinafter sometimes abbreviated as male element). It is assumed that For example, the female element may be integrated with the main part of the steel structure to be very strong. The female element may be composed of a pair of highly rigid steel frames or a pair of highly rigid walls. Conversely, the male element may be composed of a large and strong column with a steel structure. It can be difficult to modify these rigid male and female elements. Therefore, the present invention proposes a repair method for selecting a site that can be repaired and effectively using an existing member constituting an existing male element or female element as an energy absorbing member.

A repair method of an existing steady rest structure comprising a male element and female element constitutes at least one of the bracing elements of the male element and the female element, mainly the existing member shear deformation when an external force acts can be elastically deformed When receiving, the existing member corresponding to at least one of the male element and the female element is made of H-shaped steel including a web and a pair of flanges provided at both ends of the web, and receives a load in the width direction of the web. The web is subjected to shear deformation, the predetermined area of the web is thinned, and the first additional member is applied to one or both of the front surface and the back surface of the web in accordance with the thinned predetermined area. Te, reduce the strength, I is addressed to a second additional member in one or both of front surface and back surface of the web, increases the yield strength, by, improved elastic-plastic deformation performance, the energy absorption performance Characterized in that to improve the seismic performance of the structure overall system.

Below, the specific repair method of the present invention to explain.

Construction method for not shear deformation, when strength of existing steady rest structure is too large (the former), conversely, the corresponding optionally strength of existing steady rest structure is too small (the latter) different.
In other words, in the former case where the existing member in at least one of the steady rest elements mainly receives shear deformation, the predetermined area of the existing member is reduced, and the existing member The first additional member is applied to one or both of the front surface and the back surface to reduce the yield strength. The thinning of the predetermined area is typically a perforation penetrating the front and back of the predetermined area.
On the other hand, in the latter case where the existing member in at least one of the steady rest elements is subjected to shear deformation as a main component, the second additional member is applied to one or both of the front surface and the back surface of the existing member to increase the yield strength. increase.
In the above construction method, a stiffening member that restrains shear buckling of one or both of the first additional member and the second additional member can be provided.

According to the present invention exhibit stable elastic-plastic behavior against the bending deformation, with at least one to provide a stable novel member of male and female elements having the energy absorbing performance, existing member for the other By diverting the seismic performance, the seismic performance can be improved efficiently with the construction cost reduced.

It is a figure which shows the repair method of the steady rest structure which concerns on 1st Embodiment, (a) is the conceptual diagram, (b) shows the example with high rigidity of a female element, (c) has high rigidity of a male element. An example is shown and (d) and (e) show the joining means of an element. It is a figure which shows the repair construction method in 2nd Embodiment, (a) shows before repair, (b) shows after repair, (c) has shown the difference of the effect before and after repair. It is a figure which shows the example which provides a reinforcing material in the repair construction method which concerns on 2nd Embodiment, (a), (b) shows the example which joins a reinforcing material by welding, (c), (d) shows a reinforcing material. An example of joining with bolts is shown. It is a figure which shows the repair construction method which concerns on 3rd Embodiment, (a) shows before repair, (b) shows the example which joins an additional steel plate by welding, (c) shows the example which joins an additional steel plate with a volt | bolt. (D) shows the difference in the effect before and after the renovation. It is a figure which shows the other repair construction method which concerns on 3rd Embodiment, (a), (c) shows the example which separates an additional steel plate from a web, and joins by welding, (b), (d) shows an additional steel plate. It shows an example in which it is separated from the web and joined by bolts by welding. With regard to the steady rest structure according to the fourth embodiment, (a) and (b) show the configuration before modification and the state of deformation, and (c) shows the difference in effect before and after the modification. It is a figure which shows the repair method of the steadying structure which concerns on 4th Embodiment, (a) is a general view, (b) is a figure which shows the various joining forms of a restraint member. The repair method of the steady state structure concerning 5th Embodiment is shown, (a) shows before repair, (b)-(d) shows after repair, (e) has shown the effect of repair. It is a figure which shows the other repair construction method of the steady rest structure which concerns on 5th Embodiment. It is a figure which shows the repair construction method of the steady rest structure which concerns on 6th Embodiment.

Hereinafter, the present invention will be described in detail based on embodiments shown in the accompanying drawings.
[First Embodiment]
1st Embodiment shows the concept of the repair method of the steady rest common to 2nd Embodiment-6th Embodiment. As shown in FIG. 1 (a), the repair method is performed by using a support structure 1 including a support body 2 made of steel and an apparatus 3 supported by the support body 2. This is applied to the steady rest structure 4 provided between the two. The steady-rest structure 4 includes a steady-state structure 4x that prevents the steady-state in the horizontal direction x and a steady-state structure 4y that prevents the steady-state in the vertical direction y. The support structure 1 receives a load f in the horizontal direction x and the vertical direction y and vibrates.

  Each steady rest structure 4 includes two types of constituent members, a female element 4f and a male element 4m. As shown in FIG. 1 (b), the case where the female element 4f is strong and the case shown in FIG. 1 (c). As described above, the male element 4m may be strong, but the present invention can be applied to any of them. In other words, the existing female element 4f or male element 4m, which is elastically deformed by using an element that is elastically deformed against an external force during an earthquake, is subjected to structural modification, and the elastic deformation of the element (component) By improving the performance, the energy absorption performance will be further improved, and the seismic performance of the entire structure will be improved.

  As an example of the structural modification performed on the existing female element 4f and the male element 4m, a part of the existing element that can be expected to be elastically deformed is partially removed by cutting or the like. Then, an additional member that exhibits a stable elasto-plastic behavior against bending, shearing, axial deformation, and the like and has a stable energy absorption performance is assigned to the removed portion. When the additional member 6 is addressed, it can be joined to the base portion 5 by complete penetration welding W or partial penetration welding W as shown in FIG. In addition, a new member having a stable energy absorption performance, exhibiting a stable elasto-plastic behavior against bending, shearing, axial deformation, etc., joined to the base plate 7 by full penetration welding W or partial penetration welding W. It can also be installed by being joined to the base 5 by the bolt B. By doing so, it can install with respect to the existing structure so that a junction part may have a slip strength exceeding a short-term slip strength. Also in 2nd Embodiment-6th Embodiment described below, either welding or bolt joining is applicable as a joining means. Hereinafter, the illustration of the weld W may be omitted.

As described above, according to the first embodiment, it is possible to efficiently improve the seismic performance as the entire structure system while reducing the construction cost.
In addition, an additional member exhibiting a stable elasto-plastic behavior against bending, shearing, axial deformation, etc. and having a stable energy absorption performance is installed on either the female element 4f or the male element 4m, while the other The existing anti-rest structure can be used as it is, reducing the construction cost and improving the seismic performance efficiently.

  In the following, a more specific repair method derived from the first embodiment will be described. This method relates to a steady state structure corresponding to shear deformation (second embodiment, third embodiment), bending break deformation. Can be divided into a form related to a steady rest structure (fourth embodiment, fifth embodiment) and a form related to a steady rest structure corresponding to axial deformation (sixth embodiment). Hereinafter, it demonstrates in order.

[Second Embodiment]
The second embodiment is a renovation method in which a part of an existing steady rest structure that is mainly caused by shear deformation is removed by cutting, and an additional member is assigned to the removed portion. The second embodiment is applied in the case where the existing steady rest structure has a too high yield strength and is not easily deformed.

In the second embodiment, as shown in FIG. 2, a description will be given of a steady-state element 10 using H-shaped steel as an example. As shown in FIG. 2A, the steady rest element 10 receives a load f in the width direction of the web 11, so that the web 11 undergoes a helical deformation. In addition, the lower stage of Fig.2 (a) is a front view, and the upper stage is a top view.
As shown in FIG. 2A, the steady rest element 10 includes a web 11 suspended from the base portion 5, a pair of flanges 13 a and 13 b provided at both ends of the web 11, a front surface and a back surface of the web 11. And stiffening plates 14a and 14b spanning between the pair of flanges 13a and 13b. The stiffening plates 14a and 14b have one edge in the width direction joined to the web 11, and both ends in the longitudinal direction joined to the flanges 13a and 13b, respectively.

As shown in FIG. 2 (b), the renovation method of the second embodiment removes a part of the rectangular region of the web 11 so that the front and back penetrate the existing steadying element 10 as shown in FIG. 12 is formed. By providing the gap 12, the proof stress of the web 11 can be lowered.
In the repair method according to the second embodiment, the additional steel plate (first additional member) 17 is applied so as to cover the gap 12. The additional steel plate 17 having a rectangular shape in plan view has a surface area larger than the opening area of the gap 12 by the amount of the joining margin. The additional steel plate 17 is joined to the web 11 by welding the region of the joining margin outside the gap 12.
The additional steel plate 17 can be provided on one or both of the front surface and the back surface of the web 11 as shown in the middle of FIG. There is no eccentricity with respect to shear stress, and stable performance is easily obtained.
The additional steel plate 17 has specifications such as thickness so that stable shear buckling characteristics can be exhibited even with large shear deformation. The steel material used for the additional steel plate 17 may be carbon steel (SS400, SM490, SN400, SN490, etc.) or low yield point steel (LY225, etc.) excellent in elongation performance.

According to the repair method of the second embodiment described above, as shown in the diagram of FIG. 2 (c), stable repetitive deformation performance can be ensured and the earthquake resistance as the entire structural system is optimized. It becomes possible to plasticize with a load. On the other hand, before the repair, buckling occurs due to an excessive load as shown in FIG.
Moreover, according to the repair method of 2nd Embodiment, the construction man-hour at the field can be reduced rather than exchanging the whole steady rest element 10.

The second embodiment can be modified as follows.
As shown in FIG. 3A, parallel to each of the existing stiffening plates 14a and 14b, that is, on both the front surface side and the back surface side of the web 11 along the action direction of the load f. Stiffening plates 15a and 15b can be provided. The stiffening plates 15a and 15b are disposed with a gap from the additional steel plate 17, and both ends in the longitudinal direction are joined to the flanges 13a and 13b, respectively. In the example shown here, two stiffening plates 15a and 15b are provided at intervals. The stiffening plates 15a and 15b are basically provided on both sides of the web 11 in order to exhibit a buckling restraining effect described later.
Further, as shown in FIG. 3 (b), the front surface side and the back surface side of the web 11 are parallel to the pair of flanges 13a and 13b, that is, along the direction orthogonal to the acting direction of the load f. Stiffening plates 16a and 16b can be provided on both sides. The stiffening plates 16a and 16b are also arranged with a gap from the additional steel plate 17, and both ends in the longitudinal direction are joined to the base 5 and the stiffening plates 14a and 14b, respectively. In the example shown here, two stiffening plates 16a and 16b are provided at intervals. FIG. 3B also includes stiffening plates 15a and 15b. However, it is possible to omit this and provide only the stiffening plates 16a and 16b. The stiffening plates 16 a and 16 b are basically provided on both sides of the web 11.

  By providing the stiffening plates 15a, 15b, 16a, and 16b shown in FIG. 3, it is possible to constrain the shear buckling that occurs when a large shear deformation occurs in the additional steel plate 17, thereby exhibiting more stable repeated deformation performance. It becomes possible.

  In the second embodiment, the joining of the additional steel plate 17 to the web 11 and the joining of the stiffening plates 15a and 15b to the flanges 13a and 13b are not limited to welding, as shown in FIGS. 3 (c) and 3 (d). The bolt B may be used.

The form of the air gap 12 described above is merely an example, and the opening shape is not limited to a rectangle, and may be arbitrarily selected as necessary, for example, a circle, a triangle, a polygon excluding a rectangle, a cross, a star, or the like. Can be set. Further, instead of a large opening size such as the gap 12, a plurality of gaps having a relatively small opening size can be provided. Furthermore, in 2nd Embodiment, although the space | gap 12 which penetrates the front and back of the web 11 was illustrated, if the adjustment which reduces proof stress can be performed, the thickness reduction process which thins the thickness of the site | part corresponding to the space | gap 12 will be given. Also good.
Moreover, although the additional steel plate 17 demonstrated above has covered the whole region of the opening of the space | gap 12, this is an example to the last, and a part of opening may be exposed from the additional steel plate 17. FIG.

[Third Embodiment]
The steady rest element 20 according to the third embodiment relates to a modification of an existing steady rest structure in which shear deformation occurs. However, on the contrary to the second embodiment, when the proof strength of the existing steady rest structure is too small and may be damaged immediately, it is modified to a steady rest structure with an appropriate load and excellent deformation performance. The purpose is to do. Hereinafter, the third embodiment will be described with reference to FIGS. 4 and 5.

  The steady rest element 20 has basically the same configuration as the steady rest element 10 except that the web 11 is not provided with the gap 12. Therefore, the same components as those of the steady rest element 10 are denoted by the same reference numerals as those in FIGS. 2 and 3, and hereinafter, differences from the steady rest element 10 will be mainly described.

  As shown in FIG. 4A, the steady rest element 20 is, as shown in FIG. 4A, a web 11, a pair of flanges 13 a and 13 b, and a stiffening plate 14 a provided on the front surface and the back surface of the web 11. , 14b.

In the repair method according to the third embodiment, an additional steel plate (second additional member) 17 is assigned to the above-described existing steady rest element 20 as shown in FIGS. The additional steel plate 17 can be provided on one or both of the front surface and the back surface of the web 11. However, when the additional steel plate 17 is provided on both the front surface and the back surface, there is no eccentricity with respect to shear stress and stable performance is achieved. It becomes easy to obtain. 4B and 4C, the additional steel plate 17 is provided on both the front surface and the back surface. Further, the additional steel plate 17 may be joined to the web 11 by welding shown in FIG. 4 (b), or may be joined to the web 11 by the bolt B shown in FIG. 4 (c).
Specifications such as the thickness of the additional steel plate 17 and the steel material used for the additional steel plate 17 can be determined based on the same guidelines as in the second embodiment.

According to the repair method of the third embodiment described above, the load and rigidity of the steady rest element 20 are increased, and as shown in FIG. 4 (d), stable repeated deformation performance can be secured, and the earthquake resistance as the entire structural system. It is possible to plasticize with a load aimed at optimizing the performance.
In addition, according to the repair method of the third embodiment, the number of construction man-hours at the site is less than when the steady rest element 20 is replaced.

The third embodiment can be modified as follows.
In the third embodiment, in addition to providing the additional steel plate 17 in contact with the web 11, as shown in FIGS. 5A and 5B, it is also possible to provide the web 11 with a gap. In addition to being able to enjoy the same effect as shown in FIG. 4 with this additional steel plate 17, the web 11 undergoing shear deformation is not directly welded or punched, so that the repetition at the time of an earthquake is possible. It can be expected that the fatigue performance when assumed is improved.
When the additional steel plate 17 is provided with a gap from the web 11, both ends of the additional steel plate 17 are joined to the flanges 13a and 13b. Therefore, as shown in FIGS. 17 has a length corresponding to the interval between the flange 13a and the flange 13b.
The additional steel plate 17 and the flanges 13a and 13b may be joined by welding shown in FIG. 5 (a) or bolt B shown in FIG. 5 (b).
5A and 5B show an example in which the web 11 is provided on both the front surface side and the back surface side, but the web 11 may be provided only on one surface side.

Next, in the third embodiment, as shown in FIGS. 5C and 5D, the additional steel plate 17 is disposed between the pair of flanges 13 a and 13 b, the stiffening plates 15 a and 15 b, and the base portion 5. It can be addressed over the entire enclosed area. In addition to being able to enjoy the same effects as shown in FIGS. 5 (a) and 5 (b), this additional steel plate 17 also has four-side support conditions, so that the shear deformation property during large deformation is stable. Can be expected.
In the example shown in FIGS. 5C and 5D, the additional steel plate 17 and the flanges 13a and 13b may be joined by welding or by the bolt B. Further, the additional steel plate 17 can be provided on one or both of the front surface side and the back surface side of the web 11. Further, stiffening plates 15a and 15b used in the second embodiment may be provided.

[Fourth Embodiment]
The fourth embodiment relates to a refurbishing method in which, in an existing steady rest structure in which bending deformation mainly occurs, a member that restrains local buckling is additionally provided at a site where local buckling can occur due to bending deformation. Hereinafter, the fourth embodiment will be described with reference to FIGS. 6 and 7.

In the fourth embodiment, as shown in FIG. 6, a description will be given of a steady element 30 using H-shaped steel as an example. As shown in FIGS. 6A and 6B, the steady rest element 30 receives a load f in the width direction of the web 31, and thereby is in the vicinity of a joint portion between the pair of flanges 33 a and 33 b and the base portion 5 (hereinafter, referred to as “fade”). Bending deformation leading to local buckling may occur at the root).
As shown in FIG. 6A, the steady rest element 30 includes a web 31 suspended from the base 5, a pair of flanges 33 a and 33 b provided at both ends of the web 31, a front surface and a back surface of the web 11. And stiffening plates 34a and 34b spanning between the pair of flanges 33a and 33b. The stiffening plates 34a and 34b have one edge in the width direction joined to the web 31 and both ends in the longitudinal direction joined to the flanges 33a and 33b, respectively. In this example, three stiffening plates 34a and 34b are provided at predetermined intervals.

  In the repair method according to the fourth embodiment, the restraining member 37 is provided at the base of the flanges 33a and 33b as shown in FIG. The restraining member 37 is provided on the front surface side and the back surface side of each of the flanges 33 a and 33 b, but is provided so as to avoid a portion corresponding to the web 31.

  As shown in FIGS. 7B and 7C, the restraining member 37 can be joined to the base portion 5 by welding W, and the base portion by the bolt B as shown in FIGS. 7D and 7E. 5 can be joined. Further, the restraining member 37 can be made of a thick steel material as shown in FIGS. 7B and 7D, and as shown in FIGS. 7C and 7E. The rib 37a may be included.

According to the repair method of the fourth embodiment described above, since the local buckling is restrained against the bending compression force acting on the flanges 33a and 33b, as shown in FIG. 6C, the yield load of the flanges 33a and 33b. It can be set as the stable characteristic which plasticizes.
Needless to say, in the case of the steady rest structure in which both bending deformation and shear deformation occur equally, the modification corresponding to the shear deformation shown in the third embodiment and the fourth embodiment can be performed together. The same applies to the fifth and sixth embodiments described below.

[Fifth Embodiment]
In the existing steady rest structure in which bending deformation mainly occurs, the fifth embodiment is partially deleted so as to limit the portion that plasticizes with bending deformation, and plasticization that accompanies bending deformation is performed at the deleted portion. It relates to the repair method to be generated. The eighth embodiment will be described below with reference to FIG.

  As in the fourth embodiment, the fifth embodiment will be described using an anti-skid element 40 using H-shaped steel as an example. Therefore, the same components as those of the steady rest element 30 are denoted by the same reference numerals as those in FIG. 6 and FIG. 7, and hereinafter, differences from the steady rest element 30 will be mainly described.

  In the repair method according to the fifth embodiment, as shown in FIGS. 8A to 8D, a part of the flanges 33 a and 33 b of the existing steadying element 40 is cut to form a cut portion 36. Here, an example is shown in which both edges in the width direction of the flanges 33a and 33b are removed between the first stiffening plates 34a and 34b from the bottom and the second stiffening plates 34a and 34b from the bottom.

Next, with reference to FIG.8 (e), the effect | action and effect of 5th Embodiment are demonstrated.
The horizontal force when plasticizing can be set by the bending moment of the plasticizing part. When plasticizing at the base of the member, the horizontal load to be plasticized is determined by the bending strength / height (distance from the base to the load application point) of the base cross section. Therefore, when it is desired to reduce the horizontal yield strength, the distance to the load application point may be increased or the bending strength may be reduced. This embodiment employs the latter.
If the base section is partially cut, the horizontal strength can be reduced. In addition, the middle part of the member is cut in cross section, and the horizontal yield strength is calculated from the bending strength / height (distance from the target site to the load application point) of the portion, which should be smaller than the bending strength / height of the base. For example, it can be plasticized at the intermediate portion.
Based on the above, reference is made to FIG. Before the repair, the moment exceeds the proof stress at the joint portion with the base 5 of the steady rest element 40, as can be seen by comparing the sectional proof stress distribution (YD) and the moment distribution (MD). Therefore, before renovation, plasticization occurs at this joint. On the other hand, since the cut portion 36 is provided after the repair, the moment exceeds the proof stress, and the portion can be plasticized at this intermediate portion.

  The merit of plasticizing at the intermediate portion in the steady rest element 40 is as follows. The steady rest element 40 is joined to the base portion 5 by welding. In this case, if it undergoes repeated deformation during an earthquake, a fatigue crack will be generated from the welded joint portion, so that the repeat deformation performance of the steady rest element 40 deteriorates. there is a possibility. On the other hand, when plasticizing at the intermediate portion, since there is no welded portion, there is little possibility of cracking, and the repeated deformation performance of the steady rest element 40 can be improved.

The fifth embodiment can be modified as follows.
That is, in the fifth embodiment, as shown in FIG. 9, a buckling restraining member 38 can be provided around the cut portion 36 of the flanges 33a and 33b. This buckling restraining member 38 is effective when there is a possibility that local buckling may occur because the ratio of the width and thickness (width / thickness ratio) of the flanges 33a and 33b excluding the cut portion 36 is large.

  The buckling restraining member 38 includes panels 38a and 38b provided on the front surface side and the back surface side of the flanges 33a and 33b, and spacers 38c and 38d sandwiched between both end portions in the width direction of the panels 38a and 38b. Are joined by a bolt B.

When the buckling restraining member 38 is provided, the setting of the horizontal proof stress is the same as described above. However, if the width-thickness ratio of the flanges 33a and 33b having the cut cross section is increased, local buckling may occur in the flanges 33a and 33b. There is. Therefore, it is preferable to restrain the local buckling deformation of the flanges 33a and 33b by installing a buckling restraining member 38 with a gap around the cut portion 36.
In addition, even if it is assumed that local buckling does not occur in design in the anti-rest element 40 after the repair, even if local buckling occurs due to the effects of initial irregularities, residual stress, etc. Since stable repeated deformation performance can be secured by restraining buckling, the reliability can be further improved.

[Sixth Embodiment]
According to the sixth embodiment, in the existing steadying element 50 that mainly undergoes axial deformation, buckling is restrained against a member that may be buckled by a compressive force, and the out-of-plane deformation of the steadying element 50 is suppressed. It relates to the repair method.

  As shown in FIG. 10A, the steady rest element 50 includes a column 51 erected from the base 5 and braces 53 a and 53 b that are spanned between the column 51 and the base 5. The braces 53a and 53b are arranged at positions symmetrical with respect to the column 51. The joining of the column 51 and the base 5 and the joining of the column 51 and the braces 53a and 53b are performed by welding.

  In the repair method according to the sixth embodiment, as shown in FIG. 10B, buckling restraining members 55a and 55b covering the periphery of the braces 53a and 53b are provided for the above-described existing steady rest element 50. Between the brace 53a and the buckling restraining member 55a and between the brace 53b and the buckling restraining member 55b, there are provided gaps that allow predetermined deformation of the braces 53a and 53b. By doing so, the braces 53a and 53b have stable compression deformation performance.

On the other hand, the steady rest element 50 has a plastic hinge at one or both of the upper end portion and the lower end portion of the column 51 and becomes a member for constituting a simple truss plane, and there is a risk that the horizontal proof stress is hardly borne. There is.
When a load is applied in the horizontal direction in this state, a deformation in a direction in which the truss structure falls in an out-of-plane direction of the truss structure occurs. Therefore, the renovation method of this embodiment suppresses the unstable deformation in the out-of-plane direction, and provides the out-of-plane restraining members 57a and 57b for holding the truss structure surface, so that the entire truss structure can be stably deformed. Performance can be ensured.
The sixth embodiment can also be applied to the case where the brace 53 is provided only on one side as shown in FIGS. 10 (c) and 10 (d).

According to the repair method of the sixth embodiment, by restraining the buckling of the braces 53a and 53b, it is possible to secure a stable deformation performance against the compressive force, and it is also possible to suppress unstable deformation as the truss structure. .
In addition, in the truss structure of the sixth embodiment, when the deformation generated in the column 51 is mainly shear deformation, the repair method of the second embodiment and the third embodiment may be used in combination, or bending deformation may be performed. In the case of the main body, the repair method of the fourth embodiment and the fifth embodiment may be used in combination. In that case, not only the stability of the braces 53a and 53b but also the stability of the column 51 can be improved.

As described above, the present invention has been described based on the embodiment. However, the configuration described in the above embodiment can be selected or appropriately changed to another configuration without departing from the gist of the present invention.
For example, the steady rest structure is always composed of a pair of a male element 4m and a female element 4f. Therefore, the steady rest elements 10, 20, 30, 40, and 50 described above may be used as a male-side structure or a female-side structure. It can also be applied to both male and female structures.
In addition, although the above description has been made on the assumption that the existing steadying structure is modified, it is needless to say that the same construction method can be applied to the new steadying structure.

DESCRIPTION OF SYMBOLS 1 Support structure 2 Support body 3 Equipment 4, 4x, 4y Stabilizing structure 4f Female element 4m Male element 5 Base 6 Additional member 7 Base plate 10, 20, 30, 40, 50 Stabilizing element 11, 31 Web 12 Cavity 13a, 13b, 33a, 33b Flange 14a, 14b, 15a, 15b, 16a, 16b, 34a, 34b Stiffening plate 17 Additional steel plate 36 Cutting portion 37 Restraining member 37a Rib 38 Buckling restraining member 38a, 38b Panel 38c, 38d Spacer 51 Column 53, 53a, 53b Braces 55a, 55b Buckling restraint members 57a, 57b Out-of-plane restraint member B Bolt W Welding f Load

Claims (7)

A renovation method for an existing steady-state structure comprising a male element and a female element,
In the case where an existing member that can be elastically deformed when an external force acts is mainly subjected to shear deformation, constituting at least one steadying element of the male element and the female element ,
The existing member corresponding to at least one of the male element and the female element is:
It consists of H-shaped steel provided with a web and a pair of flanges provided at both ends of the web. By receiving a load in the width direction of the web, shear deformation occurs in the web.
The predetermined area of the web is thinned, and the first additional member is applied to one or both of the front surface and the back surface of the web to reduce the proof stress corresponding to the thinned predetermined area. Or
By applying a second additional member to one or both of the front surface and the back surface of the web to increase the yield strength,
A method for repairing steady rests that improves elasto-plastic deformation performance and energy absorption performance, and improves seismic performance of the entire structure. The thinning is a hole penetrating the front and back of the predetermined region,
A method for repairing the steady rest structure according to claim 1 . Providing a stiffening member for restraining shear buckling of one or both of the first additional member and the second additional member;
A method for repairing the steady rest structure according to claim 1 or 2 . The first additional member and the second additional member are:
Addressed to both the front side and the back side of the web;
A method for repairing the steady rest structure according to any one of claims 1 to 3 . The stiffening member is
Addressed to both the front side and the back side of the web;
A method for repairing the steady rest structure according to any one of claims 1 to 4 . The second additional member is
Addressed with a gap to the web,
A method for repairing the steady rest structure according to any one of claims 1 to 5 . The second additional member is
Addressed over the entire region enclosed between the pair of flanges, the stiffening member and the base to which the H-shaped steel is joined,
A method for repairing the steady rest structure according to any one of claims 3 to 6 .

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