JP4667536B1 - Structure with internal reinforcement frame - Google Patents

Abstract

[PROBLEMS] An existing or new structure in which each frame in the span direction and the beam direction has a column / beam frame, and there is a difference in bending rigidity between the long side direction (column direction) and the short side direction (span direction). For example, for reinforced concrete structures, steel structures, etc., the bending rigidity in the short side direction (span direction) of the long side direction (girder direction) is increased, and the difference from the bending rigidity in the long side direction is reduced. .
Each frame in the span direction and the column direction has a frame of columns 2 and beams 3, and a corridor 4 continuous in the column direction is arranged between some columns 2 and 2 arranged in the span direction. In the multi-layer structure 1
Among the frames of the column 2 and the beam 3 in the row direction, the columns 2 and 2 in parallel form the frame of the span 2 and the beam 3 passing through the column 2 at the middle position in the column direction and define the corridor 4. The seismic elements 5 facing in the span direction in between are arranged at least in the layer below the lowest underground layer.
[Selection] Figure 1

Description

  The present invention is a reinforcement for ensuring seismic resistance in the span direction in an existing or new structure such as a reinforced concrete structure or a steel frame structure in which each frame in the span direction and the beam direction has a column / beam frame. The present invention relates to a structure with an internal reinforcing frame in which the frame is arranged.

  When trying to give seismic performance or seismic performance to a structure such as an existing reinforced concrete structure that has a pillar / beam frame, the existing structure often has a short side direction and a transverse direction that are span directions. It has a planar shape with a long side direction, and a multi-layer seismic wall (bearing wall) is often arranged in the short side direction (span direction). In many cases, the (earthquake-resistant) reinforcing frame only needs to be arranged (added) in the direction of the beam (see Patent Documents 1 to 3).

  For example, when the existing structure is rectangular, the earthquake-resistant walls (boundary walls) arranged in parallel with a gap in the long-side direction can be arranged in multiple layers in the short-side direction inside the structure. Because it is necessary to secure openings such as windows on the construction surface on both sides in the short side direction, it is difficult to place a continuous earthquake resistant wall in the long side direction. This is because there is a high inevitability in the arrangement in the long side direction (column direction).

  When the difference in length between the short side direction and the long side direction is not large, a reinforcing frame may be arranged in two directions (see Patent Document 1). In some cases, a reinforcing frame is placed inside the structure, but if the structure already exists, adding a reinforcing frame inside the structure closes the openings used for the passages, etc. Since the wire may be sacrificed, the reinforcing frame is usually not arranged in the structure in the span direction (see Patent Documents 3 and 4).

  Along with the addition of a reinforcing frame in the direction of the beam to the existing structure, a reinforcing frame may also be arranged in the span direction (see Patent Document 5). In this case, the newly installed frame in the span direction is a reinforcing frame in the direction of the beam. Therefore, it is an extension beam constructed by extension in the form of projecting to the outdoor side from the construction surface in the column direction of the existing structure, not a frame arranged inside the existing structure.

JP-A-9-203220 (Claim 1, paragraphs 0017 to 0024, FIGS. 1 and 2) JP 2005-139770 A (Claim 1, FIG. 1, FIG. 3, FIG. 4) JP-A-9-273317 (Claim 1, paragraphs 0014 to 0036, FIGS. 1 to 7) JP-A-9-310511 (Claim 1, paragraphs 0014 to 0023, FIGS. 1 to 3) JP-A-10-46834 (Claim 3, paragraphs 0018 to 0026, FIGS. 1 to 3)

  As mentioned above, even if the existing seismic walls in the span direction (short side direction) can secure the earthquake resistance and rigidity in the span direction in the existing structure, a part of the span direction If the section has a corridor that continues in the crossing direction, the opening may reduce the strength and rigidity of the span shear wall.

  The corridor is arranged between any two columns arranged in the span direction, and the section of the corridor formed in the span direction is unified in the height direction of the structure. When viewed in the direction, the hallway openings are continuously arranged in the height direction as shown in FIG. FIG. 2 shows a state in which a cross-section in the span direction is viewed in the direction of the row of an existing structure in which the opening of the corridor remains open before the span seismic element of the present invention is added. Yes.

  Even if there are only beams in the span direction between the openings in the upper and lower adjacent layers, and the earthquake resistant walls are connected to both sides of the corridor in the span direction, the bending stiffness or shear stiffness in the span direction is assumed for the entire span. Is extremely low, so it cannot be said that it has sufficient resistance against horizontal force during an earthquake.

  Thus, even if the proof frame and the rigidity in that direction can be secured by arranging the reinforcing frame in the direction of the structure (long side direction) as in Patent Documents 1 to 5, the span direction ( If sufficient reinforcement frames that match the reinforcement frame in the long side direction cannot be arranged in the short side direction), the bending rigidity in the span direction of the two sides in the span direction facing the beam direction will be relatively reduced. Tends to bend and bend due to seismic force.

  The present invention is based on the background described above, with respect to a structure in which there is a difference in bending rigidity between the long side direction (column direction) and the short side direction (span direction). The present invention proposes a structure with an internal reinforcement frame that can increase the bending rigidity in the span direction and reduce the difference from the bending rigidity in the long side direction.

According to the first aspect of the present invention, there is provided a structure with an internal reinforcing frame in which each frame in the span direction and the column direction has a column / beam frame, and between the columns arranged in the span direction, in the column direction. In a multi-layer structure where continuous corridors are arranged,
The column / beam frame in the span direction passing through at least the column at the middle position in the column direction is included in the column / beam frame in the column direction, and the span direction is defined between the parallel columns that define the corridor. It is a constituent requirement that the seismic elements are arranged at least in the layer below the lowest basement.

  The structure with an internal reinforcement frame is mainly an existing structure, but it is not always necessary, and it may be constructed with a new structure. The structure can be reinforced concrete, steel structure, or steel reinforced concrete structure, as long as each frame in the span direction (short side direction) and the crossing direction (long side direction) has a pillar / beam frame. There is. Concrete structures include precast concrete and prestressed concrete.

  “The frame has a column / beam frame” means that the frame has a column / beam frame (framework) as a basic structure. This means that seismic elements such as plates and braces may be connected (arranged). Whether the frame is a single frame or an earthquake-resistant element is attached to the frame may differ for each section between columns in each direction or for each layer.

  The column / beam frame in the span direction passing through the column in the middle of the column direction in the column / beam frame in the column direction is the column / beam frame (including the frame) facing in the column direction, This refers to a frame (frame) that includes a pillar / beam frame that passes through one of the columns arranged in the middle of the column direction and faces the span direction. “At least” means that there is one frame (surface) facing the span direction in which the seismic elements are arranged, or that a plurality of frames are arranged at intervals in the column direction.

  The seismic elements arranged facing the span direction contribute to the improvement of the strength and rigidity in the span direction of the structure. Therefore, the greater the number of construction surfaces to which the seismic elements are added, the greater the earthquake resistance in the span direction. As will be described later, since the number of structural surfaces on which seismic elements are arranged (internal reinforcement frame 51) can affect the flow line in the direction of the beam, the number of structural surfaces on which the seismic elements are arranged is related to the flow line. It is decided by.

  The seismic element may be a seismic wall (bearing wall) or a brace. The seismic wall is composed of only one wall plate, for example, an elastic body or viscoelastic body between wall plates separated in the thickness direction. May intervene. In either case, the seismic element functions as a surface material to maintain rigidity as a resistance element against horizontal force in the in-plane direction, and a plurality (multiple sheets) are assembled on a single surface in the span direction. Thus, an internal reinforcing frame 51 as an earthquake resistant frame is configured.

  The internal reinforcing frame 51 includes an additional seismic element 6 (claim 4) disposed between span columns in a section other than the corridor. The additional seismic element 6 is a seismic element already arranged in the existing structure, a seismic element newly constructed in the existing structure, or newly constructed as a new structure. It may be a seismic element. The seismic elements are arranged between the parallel columns that divide the corridor and basically close the opening of the corridor. However, in the case of a brace, the seismic element may not be completely closed.

  “The seismic elements facing in the span direction (blocking the opening of the corridor 4) are arranged in at least the layer below the lowest basement” means that the basement (basement) is a single layer as shown in FIG. In some cases, it is said that the seismic element 5 is arranged in the opening of the corridor 4 of the at least one underground layer which is the lowest underground layer, regardless of whether or not the seismic element 5 is arranged on the ground layer. It is intended to include being placed on the ground. Even when the underground layer extends over a plurality of layers, it is sufficient that the seismic element 5 is arranged at least in the lowermost underground layer near the foundation, and it is not asked whether or not it is arranged in the underground layer above the lowermost underground layer.

  In claim 1, since the seismic element 5 that closes the opening of the corridor 4 may be at least the lowermost underground layer, the opening of the corridor 4 in the ground layer (ground floor) is not blocked by the seismic element 5, In the ground layer, there is no need to block or bypass the flow line (continuity) in the direction of the column in the corridor 4. This also applies to the corridor 4 in the layer where the seismic element 5 is not disposed when the seismic element 5 is disposed in the corridor 4 in any layer (floor) of the ground layer (Claims 2 and 3).

  The reason why the seismic element 5 should be disposed at least in the lowermost underground layer (lowermost floor) is that the seismic element 5 that closes the opening of the corridor 4 in the lowermost underground layer can be connected to the foundation (footing). The foundation beams (footings) 7 (11) and 7 (11) arranged in the direction ensure the integrity of the underground beam 8 and the seismic element 5 and the two are integrated to form the span-direction structure 1. It is expected to exhibit a bending back moment that resists lifting.

  Even if the seismic element 5 for closing the opening of the corridor 4 in the underground layer is arranged only in the lowermost basement, for example, as shown in FIG. If the element 6 is arranged or the seismic element 5 is arranged in an opening other than the corridor 4, the seismic element 5 that closes the opening of the corridor 4 and the additional seismic element 6 or the seismic element 5 on at least one side thereof The reinforcing frame 51 is integrated.

  In FIG. 10, the additional seismic elements 6 are arranged on both sides of the corridor 4 near the lower layer of the ground layer, the additional seismic elements 6 are arranged on one side of the corridor 4 and the seismic element 5 is arranged on the other side of the upper layer. However, the arrangement state (combination) is arbitrary, including whether the seismic element 5 and the additional seismic element 6 are arranged on one side or both sides of the corridor 4.

  As a result of the additional seismic element 6 and seismic element 5 being integrated as an internal reinforcing frame 51, the additional seismic element 6 and seismic element 5 form a continuous seismic element (internal reinforcing frame 51) over the entire span. Since it is possible to exert a bending return moment together with the beam 8, it exerts sufficient resistance against the horizontal force (earthquake force) during an earthquake that attempts to cause the structure 1 to fall (raise) in the span direction. It is expected.

  FIG. 10, similar to FIG. 1, includes the seismic element 5 and the additional seismic element 6 facing the span direction, including the seismic element 5 that closes the opening of the corridor 4, with respect to FIG. 2 showing the inside of the existing structure. The state after adding the internal reinforcement frame 51 is shown. In FIG. 2, the additional seismic elements 6 already arranged inside the existing structure are shown by hatching, and in FIG. 10, the space between the columns 2 and 2 adjacent to each other in the span direction including the opening of the corridor 4 of the underground layer is shown. The seismic element 5 being closed is indicated by hatching. In FIG. 1 and FIG. 2, an area indicated by a crossed line without hatching indicates that the seismic element 5 and the additional seismic element 6 are not present and are open.

  As shown in FIG. 10, even if the seismic element 5 is not arranged in the opening of the corridor 4 in the ground layer and is left open, the existing or newly added seismic resistance is provided at least on one side of the corridor 4 in the span direction. If the element 6 is disposed, the structure 1 as a whole is equivalent to the formation of the additional seismic element 6 or a huge multi-layer seismic element (internal reinforcing frame 51) composed of the seismic element 5 and the additional seismic element 6. Therefore, the presence of a continuous opening in the height direction only in the section of the corridor 4 on the ground layer is a problem that causes a decrease in rigidity and proof strength as the seismic element (internal reinforcing frame 51). Never become.

  As shown in FIG. 10, the resistance force against the horizontal force (earthquake force) that causes the structure 1 to fall (raise) in the span direction is on the outside of the structure 1 in the span direction, along the plane in the direction of the beam. The extra-structural reinforcement frame 10 is arranged, and the extra-structural reinforcement frame 10 is connected to the seismic element 5 that indirectly closes the corridor (Claim 5). This is improved by the foundation 11 being connected in the span direction by the foundation 7 of the structure 1 excluding the foundation 11 and the underground beam 8 or the like (Claim 6).

  If the out-of-plane reinforcing frame 10 is arranged outside the structure 1 in the span direction and continues to the seismic element 5, the seismic element 5 or the continuous seismic resistance over the entire span including the seismic element 5 via the out-of-plane reinforcing frame 10. This is because the integrity of the element (inner reinforcement frame 51) and the underground beam 8 and the like is ensured. In FIGS. 10 and 1, the out-of-plane reinforcing frame 10 is arranged on both sides in the span direction of the structure 1, but there are cases where the structure 1 is only on one side in the span direction.

  In the structure with an internal reinforcing frame in which the seismic element 5 that closes the opening of the corridor 4 is disposed at least in the lowermost underground layer (Claim 1), the seismic element 5 is also disposed on the ground layer in units of each layer. Since the seismic element 5 of the corridor 4 makes the opening of the corridor 4 discontinuous in the height direction of the structure 1 (Claim 2), the seismic resistance in the span direction inside the structure 1 is further improved. . “The seismic elements 5 are also arranged on the ground layer in units of layers, and the opening of the corridor 4 is discontinuous in the height direction” is also a requirement of claim 3, and the significance of this requirement is as follows. As will be described in the item of claim 3.

In the structure with an internal reinforcement frame of the invention according to claim 3, each frame in the span direction and the column direction has a column / beam frame, and between the columns arranged in the span direction, in the column direction. In a multi-layer structure where continuous corridors are arranged,
The column / beam frame in the span direction passing through at least the column at the middle position in the column direction is included in the column / beam frame in the column direction, and the span direction is defined between the parallel columns that define the corridor. The seismic elements are arranged in units of layers, and the seismic elements in the layers make the opening of the corridor discontinuous in the height direction of the structure.

  In claim 3 as well, the structure with an internal reinforcing frame is mainly an existing structure, but it is not always necessary, there is a new structure, and the structure type is not questioned. Meaning of “frame has column / beam frame”, “spanwise column / beam frame passing through column at middle position in column direction”, “internal reinforcement frame” Is as described in the item of claim 1, and the arrangement and configuration of the seismic elements 5 arranged facing the span direction are also as described in the item of claim 1.

  “Seismic elements are arranged in units of layers” means that the seismic elements that block the corridor openings are not necessarily arranged in multiple layers in the height direction. It also includes configuring a multi-story earthquake-resistant wall by being arranged.

  “The seismic elements in each layer make the hallway openings discontinuous in the height direction of the structure” means that the seismic elements in each layer that block the hallway openings are intermittent in the height direction of the structure. Or, by arranging them continuously (in multiple layers), cancel the continuous state of the corridor of each layer that exists continuously in the height direction across the beam spanned in the span direction in the corridor section The seismic element means that the opening of the corridor of each layer is divided in the height direction. When the seismic elements of each layer are continuously arranged in the height direction between the parallel columns that define the entire corridor from the lowermost layer to the uppermost layer, the seismic elements constitute a multi-layer seismic wall.

  The opening in the corridor that is partitioned in the height direction by only the span direction beam is equivalent to the state in which the opening that continues in the height direction is partitioned by the wire, and the wire is expected to have axial rigidity. I can't. On the other hand, seismic elements that are face materials instead of wires partition the opening of the adjacent corridor so that the opening is divided in the height direction and becomes discontinuous. Since it has horizontal rigidity, it works to give rigidity and strength to the area where the corridor opening exists. The face material instead of the wire rod is arranged in the opening of the corridor, so that it appears in the huge seismic element (seismic wall) including, for example, existing multi-layer seismic walls located on both sides of the corridor. The parts are distributed and arranged.

  The seismic elements that block the opening in the corridor are not necessarily arranged in multiple layers, but by being a face material, the continuity in the span direction of the multi-layer earthquake resistant walls on both sides that have been divided in the corridor is improved and integrated. In order to eliminate or reduce the span stiffness reduction section due to the presence of the corridor, a resistance force against the seismic force in the span direction can be imparted to the span direction construction. When seismic elements are arranged in multiple layers, the multi-layer earthquake resistant walls on both sides in the span direction that are divided in the corridor are completely continuous and integrated, so the section of reduced rigidity in the span direction is completely eliminated, and the corridor The unity of the multi-layer earthquake-resistant walls on both sides of the wall is further strengthened.

  The state where the corridor section is open is a state in which a multi-layered structure is opened in multiple layers in the height direction of the structure across the beam spanned in the span direction as described above. It can be said that the direction stiffness is partially reduced in the hallway section. In this state, the opening of the hallway is blocked in the height direction due to the arrangement of the seismic elements in the hallway, and the opening becomes discontinuous, so that there is no section of reduced rigidity in the span direction. It becomes easier to exert resistance to horizontal force.

  For example, even if one or more fine through-holes are not continuous but formed intermittently or partially dispersed in a single steel plate, the rigidity in the in-plane direction of the perforated steel plate Is not significantly lower than the rigidity in the in-plane direction in the state of a blind plate without a through-hole, and can maintain higher rigidity than a steel plate having openings in which the through-holes are continuous in a slit shape. The perforated steel plate in this example corresponds to the above-described internal reinforcing frame 51 configured by aggregating seismic elements that close the opening of the hallway of the present invention.

  From this, the seismic elements that block the corridors do not have to be arranged continuously from the lower layer to the upper layer, that is, in multiple layers, leaving the corridors of some layers open, Even if the seismic elements are discontinuously arranged in the height direction, it is possible to improve the span direction rigidity and strength of the existing structure in which the corridor is open. In this sense, the seismic element that closes the corridor only needs to have the opening of the corridor discontinuous in the height direction of the structure, and is necessarily arranged continuously in the height direction as shown in FIGS. Therefore, it does not have to constitute a multistory shear wall.

  As described above, the corridor is formed as an opening between any two columns arranged in the span direction, and the section of the opening constituting the corridor is aligned in the height direction of the structure. Arranged at the same position. In this relationship, when the corridor (opening) is viewed in the length direction (column direction), as shown in FIG. 2, the openings of each layer are partitioned by beams spanned in the span direction as shown in FIG. In the entire structure, the openings are continuously arranged in the height direction. FIG. 2 shows an arrangement example of a middle corridor type in which the corridor is located in the center part in the span direction, but there is also a case of an arrangement example of a single corridor type approaching one side in the span direction.

  FIG. 2 is a longitudinal sectional view cut in the span direction when the inside of the existing structure is viewed in the direction of the rows, and FIGS. 1 and 10 are seismic elements 5 for closing the opening of the corridor 4 with respect to FIG. The state after adding the internal reinforcement frame 51 of the said span direction including is shown. FIG. 10 corresponds to claim 1, and FIG. 1 corresponds to claim 3. In FIG. 2 and FIG. 1, the seismic element 5 that closes the space between the columns 2 and 2 adjacent to each other in the span direction including the opening of the corridor 4 and the additional seismic element 6 are shown by hatching. In FIG. 2 which shows the existing structure, the area | region shown with the crossing line | wire without a hatching has shown that it does not have the seismic element 5 and the additional seismic element 6, and is open | released.

  In the state of the existing structure, as shown in FIG. 2, the entire hallway 4 and the column / beam section on one side of the upper hallway 4 are opened, and the other sections are closed as shown by hatching. After the arrangement of the seismic element 5 that closes the opening of the corridor 4, at least a part of the corridor 4 opening and the upper layer side opening that are open in the existing state are added to the seismic element 5 as shown in FIG. The internal reinforcing frame 51 composed of the earthquake-resistant element 6 is closed. In FIG. 1, the seismic elements 5 are arranged in the openings of the entire corridor 4 and the entire openings are closed. However, as described above, this is not always necessary. 5 may be arranged.

  As shown in FIG. 2, in the state where the openings of all the corridors 4 are continuously arranged in the height direction of the structure, the multi-layer seismic wall composed of the additional seismic elements 6 is directed in the span direction as described above. It is divided across the opening of the corridor 4, and there is a space of only beams that do not have the bending rigidity and shear rigidity of the multi-layered shear walls (additional seismic elements 6, 6) on both sides. Therefore, the multi-story shear walls (additional seismic elements 6, 6) will resist the seismic force on one side of the corridor 4, and the multi-story shear walls on both sides will not resist together. . As a result, the multistory shear walls facing the span direction do not have sufficient resistance to horizontal force during earthquakes.

  On the other hand, in Claim 3, the opening part of the corridor 4 is obstruct | occluded as shown in FIG. 1 which shows the state after adding the seismic element 5 of the span direction to the area of the corridor 4 of the existing structure shown in FIG. Because the seismic elements 5 are arranged, the multi-layer seismic walls (additional seismic elements 6, 6) separated by the corridor 4 are continuous in the span direction, and the integration is strengthened. This means that the resistance to earthquake forces in the span direction will be secured.

  In FIG. 1, the opening of the corridor 4 is closed with a new seismic element 5 over the entire layer, but the new seismic element 5 may be discontinuously arranged in the height direction as described above. . In the case of reinforcement of an existing structure, if the seismic element 5 is arranged at least in the section in the height direction where the multistory seismic wall (additional seismic element 6) is arranged, the existing multistory seismic wall is horizontal. Since the resistance force to the force can be effectively exhibited, the height of the uppermost portion of the newly added reinforcing frame 5 may be adjusted to the layer of the existing multi-layer earthquake resistant wall.

  Further, even if a single steel plate has a through hole as described above, if the through hole is partial, the rigidity in the in-plane direction is in the plane of the steel plate having an opening in which the through hole is continuous. A state higher than the rigidity can be maintained. From this, when the additional seismic element 6 is arranged between the span direction pillars in the section other than the corridor 4 as shown in FIG. 2, a part of the additional seismic element 6 as shown in FIG. Even if the in-wall opening 9 instead of the opening 4 is formed (Claim 4), the proof stress and rigidity of the multi-layer earthquake-resistant wall (additional earthquake-resistant element 6) do not extremely decrease.

  In this case, the corridor 4 continuous in the direction of the beam (length direction) becomes discontinuous at the arrangement position of the seismic element 5 closing the opening, and the flow line bypasses the seismic element 5 and becomes irregular. It only takes a long route. In the state before the seismic element 5 is arranged, the rigidity in the span direction is poor and the construction surface is easily deformed in that direction, so the possibility of deformation is reduced by the arrangement of the seismic element 5 and the comfortability is greatly improved. In contrast to doing, detouring the flow line is not a particular disadvantage.

  According to claim 4, the formation of the opening 9 in the wall may cause a partial reduction in rigidity. However, as shown in FIG. 1, the opening 9 in the wall is formed in every other layer in the height direction. If they are arranged in a shape, the formation of openings continuously in the height direction can be avoided, so that bending deformation occurs in the spanwise construction surface, and the rigidity is not lowered to such an extent that the comfortability is affected.

  FIG. 1 shows the existing structure shown in FIG. 2 with the seismic element 5 closing the opening of the corridor 4 in all layers and the opening on one side of the corridor 4 near the upper layer, Although the state in which the openings 9 in the wall are alternately formed on both sides across the corridor for each layer is shown, the openings 9 in the wall need not be continuous in the height direction. The way is arbitrary, for example, it may be alternately arranged every two layers with the corridor 4 in between.

  When the structure having the opening of the corridor 4 is an existing structure, the seismic element 5 that closes the opening of the corridor 4 ensures the integrity with the seismic element (additional seismic element 6) in the existing structure. A huge seismic element (multi-layer seismic wall) that closes the entire cross-section of the span direction of the structure, but the seismic element with that area is the horizontal force (seismic force) in that direction (in-plane direction: span direction) In order to have the ability to sufficiently resist the horizontal force in the direction, the reaction force from the foundation with respect to the horizontal force in that direction is expected. Is reasonable (claim 5).

  The out-of-plane reinforcement frame 10 is arranged (constructed) on the outer side in the span direction of the cross-beam direction structure, so that in principle, horizontal force in the cross-beam direction can be generated from the cross-section 1A (column / beam frame). In order to share, the seismic resistance of the structure in the cross direction is ensured, but it is also connected to the span column / beam frame, which contributes to the seismic resistance in the span direction. The out-of-plane reinforcement frame 10 is connected to the frame of the column / beam in the span direction, and is connected to the seismic element 5 that indirectly blocks the corridor 4 (Claim 5), so that the entire cross section in the span direction of the structure To ensure the integrity with a huge seismic element (multi-layer seismic wall) including the additional seismic element 6.

  The out-of-plane reinforcing frame 10 is integrated with a huge span seismic element, so that the load is reduced compared to the case where the span seismic elements 5 and 6 alone resist the horizontal force in that direction. In addition, since the horizontal force flows to the foundation 11 that supports the out-of-plane reinforcing frame 10 and is transmitted from the foundation 11 to the ground, the resistance force of the seismic elements 5 and 6 in the span direction is increased, and the rigidity against the horizontal force is also increased accordingly. Will increase.

  In this case, if the foundation 11 of the out-of-plane reinforcing frame 10 is separated from the foundation 7 of the existing structure, it is a boundary beam of the underground beam 8 that exhibits a bending back moment that resists the lifting of the structure 1. Since the length that can be resisted is short, it is assumed that it is difficult to expect a sufficient lifting prevention effect on the foundations 7 and 11.

  From this, the foundation 11 of the off-surface reinforcement frame 10 is connected in the span direction by the foundation 7 of the structure 1 excluding it and the underground beam 8 or the like (Claim 6). Since the section in which the bending return moment is exerted becomes long, it becomes possible to cause the out-of-plane reinforcing frame 10 to effectively exert the resistance force against the seismic force in the span direction, and as a result, the structure 1 becomes horizontal in the span direction. A reaction force against the force can be obtained from the out-of-plane reinforcing frame 10.

  A spanning column / beam frame that passes through at least the column in the middle of the column direction and the frame of the column / beam in the column direction, and divides the corridor. A certain seismic element is arranged in each layer unit, and the opening of the corridor is discontinuous in the height direction of the structure by the seismic element of each layer, so that the seismic element is apparently located on both sides of the corridor. A huge seismic element (multi-story seismic wall) can be constructed together with the layer seismic wall.

As a result, the continuity in the span direction of the multi-story shear walls that were divided in the corridor can be enhanced and the unity can be strengthened, eliminating or reducing the spanwise rigidity reduction section due to the presence of the corridor. In addition, a resistance force against the seismic force in the span direction can be applied to the surface in the span direction.

For the existing structure shown in FIG. 2 where the corridor opening is open, an anti-seismic element is added to close the corridor opening, and the extra-structural reinforcement frame is placed outside the construction surface on both sides in the span direction. It is the longitudinal cross-sectional view which looked at the structure after arrange | positioning, and looked at the structure in the column direction. It is the longitudinal cross-sectional view which looked at the structure in the crossing direction which showed the existing structure where the opening part of the corridor opened and the multistory earthquake-resistant wall is arrange | positioned on both sides on both sides of the corridor. It is a top view in the foundation (basement floor) which showed the existing structure shown in FIG. 2 before adding the seismic element shown in FIG. It is a top view in the foundation (basement floor) of FIG. 1 which showed the mode after adding the seismic element and the off-plane reinforcement frame which block | close the opening part of a corridor with respect to the existing structure shown in FIG. . It is a top view in the 1st floor which showed the existing structure shown in FIG. 2 before adding the seismic element shown in FIG. It is the top view in the 1st floor of FIG. 1 which showed the mode after adding the seismic element which closes the opening part of a corridor, and an off-structure reinforcement frame with respect to the existing structure shown in FIG. It is a top view in the standard floor which showed the existing structure shown in FIG. 2 before adding the seismic element shown in FIG. It is a top view in the standard floor of FIG. 1 which showed the mode after adding the seismic element which closes the opening part of a corridor, and an off-plane reinforcement frame | frame with respect to the existing structure shown in FIG. It is the side view of FIG. 1 which showed the relationship between the structural example of a structure outer reinforcement frame, and the structural surface of a row direction. It is the longitudinal cross-sectional view which looked at the structure in the row direction which showed the modification of FIG. 1 in case the seismic element which obstruct | occludes the opening part of a corridor is arrange | positioned at least in the layer below the lowest underground layer.

  Hereinafter, the best mode for carrying out the present invention will be described with reference to the drawings.

  In FIG. 1, each frame in the span direction and the column direction has a frame of columns 2 and beams 3, and a corridor 4 continuous in the column direction is arranged between some columns 2 and 2 arranged in the span direction. A structure with an internal reinforcing frame 51 in which seismic elements 5 such as seismic walls, braces and the like are arranged in units of layers between the parallel columns 2 and 2 that divide the corridor 4 and divide the corridor 4. A specific example of (hereinafter referred to as structure) 1 is shown.

  FIG. 1 shows an example in which the seismic element 5 is added to the existing structure shown in FIG. 2, but the structure 1 may be constructed as a new structure having the seismic element 5. As will be described later, the internal reinforcing frame 51 is constituted by a plurality of seismic elements 5 that are aggregated in the spanwise direction in the span direction passing through a column 2 at the intermediate portion in the direction of the beam.

  3 shows the plane of the foundation (footing) 7 in FIG. 2, and FIG. 4 shows the plane of the foundation (footing) 7 in FIG. 1 after adding the seismic element 5 to FIG. Similarly, FIG. 5 shows the plane of the first floor in FIG. 2, FIG. 6 shows the plane of the first floor in FIG. 1 after adding the seismic element 5 to FIG. 2, and FIG. 7 shows the ground reference floor (2 in FIG. FIG. 8 shows the plane of the ground standard floor (2 floors or more) in FIG. 1 after adding the seismic element 5 to FIG.

  4, 6, and 8, the portions added to the foundation (footing) 7 in the existing state shown in FIGS. 3, 5, and 7 are indicated by solid lines and the existing portions are indicated by broken lines. Hereinafter, the embodiment will be described using an example in the case where the structure 1 shown in FIG. 1 is completed by adding the seismic element 5 to the existing structure shown in FIG. 2. A structure 1 shown in FIG. 1 corresponds to an embodiment of the invention described in claim 3.

  FIG. 2 shows an existing structure in which a corridor 4 is arranged in an intermediate part in the span direction, which has one floor underground and eight floors above ground. The hatched area in FIG. 2 indicates that the opening defined by the columns 2 and 2 and the beams 3 and 3 is closed by an additional earthquake-resistant element 6 such as a earthquake-resistant wall or brace. Since FIG. 2 shows an existing structure, the additional seismic element 6 is an existing seismic element.

  The “additional seismic element 6” refers to a seismic element that is disposed in the existing state in the opening of the column / beam in the existing structure shown in FIG. 2 or is newly disposed when the internal reinforcing frame 51 is added. The “seismic element 5” is newly arranged regardless of whether the structure 1 is an existing structure or a new structure, and whether the target opening is the corridor 4 or not. Refers to seismic elements.

  A region in which straight lines intersecting the openings of the pillars 2 and 2 and the beams 3 and 3 are in an open state. Since the opening in the span direction middle part is the hallway 4, it is in a state of being open from the lowest floor to the top floor including the basement floor, but whether the opening other than the hallway 4 is open or closed It is optional and not specified. In the state of FIG. 2, the additional seismic element 6 is not arranged in the space on one side of the hallway 4 in the upper four layers of the structure 1. Therefore, in FIG. 1, the opening on one side of the hallway 4 opened in this existing state. The state which has newly arranged the earthquake-resistant element 5 in the part is shown.

  Although the ground layer of the existing structure shown in FIG. 2 is divided into three spaces in the span direction, a corridor 4 is located in the middle, and an example is shown (inside corridor type) where rooms are arranged on both sides. The corridor 4 may be located on one side in the span direction (one-corridor type). As shown in FIGS. 2 and 3, the foundation 7 under the structural surfaces 1 </ b> A and 1 </ b> A facing the beam direction on both sides of the span direction can exhibit a bending back moment as a resistance force against the seismic force (horizontal force) in the span direction. They are connected by underground beams 8 in the span direction. The structural surface 1A in the direction of the spar has a basic structure consisting of a column 2 and a beam 3 (girder) arranged in that direction, and non-structural members such as a waist wall, a hanging wall, and a sleeve wall may be connected to this frame. is there.

  The seismic elements 5 facing the span direction are arranged, and the parallel columns 2 and 2 constituting the corridor 4 pass through at least the column 2 in the column direction intermediate portion of the frames of the column 2 and the beam 3 in the column direction. A frame of columns 2 and beams 3 in the span direction is formed. The seismic elements 5 that close the openings of the corridor 4 arranged in each layer are continuously in the height direction of the structure 1 with the span 3 beams 3 sandwiched between them as shown in FIG. The opening of the corridor 4 is substantially closed, thereby making the opening of the corridor 4 discontinuous in the height direction. Since the seismic element 5 may be a brace in addition to a seismic wall, “substantially occluded” means that the opening is completely occluded and that the opening is occluded to the extent that an opening can be formed in part. The purpose is to include cases.

  A plurality (a plurality) of the seismic elements 5 are assembled in the span direction construction surface to form an internal reinforcing frame 51 that seismically reinforces the interior of the structure 1 together with the additional seismic elements 6. “Span direction composition” refers to a composition including a span direction frame passing through one of the columns 2 arranged in the column direction. In the drawing, as shown in FIG. 6, the case where one internal reinforcing frame 51 is arranged in the center of the structure 1 in the row direction or in the vicinity thereof is shown, but in the span direction where the internal reinforcing frame 51 is arranged. The construction surface is not limited to one in the column direction, and a plurality of internal reinforcing frames 51 may be arranged in the column direction.

  The internal reinforcing frame 51 supplements the bending rigidity in the outer surface direction (span direction) of the structural surface 1A in the row direction located on both sides of the span direction, and restrains the structural surface 1A in the row direction from bending and deforming in the out-of-plane direction. In order to work, if one sheet is arranged in the column direction, it is appropriate to arrange it at the center in the column direction as shown in FIG. However, in order to reinforce the structural surface 1A in the row direction against bending deformation, it is better that the number of internal reinforcing frames 51 is large. In that case, a plurality of internal reinforcing frames 51 are arranged dispersed in the direction of the row, In the case, it is not always necessary to arrange the central part in the column direction.

  FIG. 1 shows an example in which the seismic elements 5 are arranged in the openings of all levels of the corridors 4 and all the corridors 4 of the existing structure are closed by the seismic elements 5. Element 5 need not be placed. The seismic element 5 that closes the opening of the corridor 4 divides the continuous opening across the span beam 3 facing the corridor 4 so that it is discontinuous. Sometimes placed in layers.

  In FIG. 1, all the openings including the corridor 4 other than the openings blocked by the additional seismic element 6 in the existing state, that is, the opening of the corridor 4, and the additional seismic element 6 in the existing state shown in FIG. 2. A mode that the seismic element 5 is arrange | positioned to all the opening parts which are not arrange | positioned is shown. However, the seismic elements 5 do not necessarily have to be disposed in all openings other than the corridor 4, that is, the openings in which the additional seismic elements 6 are not disposed, and some openings in which the additional seismic elements 6 are not disposed. Only the seismic element 5 may be newly arranged.

  FIG. 1 shows an example in which the proof strength and the rigidity assumed as the internal reinforcement frame 51 are the highest when the seismic elements 5 are arranged in all the openings in the spanwise plane where the internal reinforcement frame 51 is arranged. Is shown. In the layer (floor) where the seismic element 5 is arranged in the opening of the corridor 4, the corridor 4 is closed, so that the space of the corridor 4 that is continuous in the direction of the beam is discontinuous and the flow line is interrupted. In order to eliminate the discontinuous state of the corridor 4, an opening instead of the opening of the corridor 4 is newly formed in the frame composed of the pillar 2 and the beam 3 adjacent to one side of the corridor 4, or the frame The existing opening inside is used as the opening.

  The opening instead of the opening of the corridor 4 is an opening that replaces the opening of the corridor 4 when the frame composed of the pillars 2 and beams 3 on either side of the corridor 4 is left open. As shown in FIGS. 2 and 1, the additional seismic element 6 or the seismic element 5 is arranged on the frames on both sides of the hallway 4, and the frames on both sides of the hallway 4 are closed. In this case, as shown in FIG. 1, an in-wall opening 9 is formed in the additional seismic element 6 or a part of the seismic element 5 as an opening instead of the opening of the corridor 4. The frame on one side of the hallway 4 indicates the frame of the pillar 2 and the beam 3 including the pillar 2 constituting the opening of the hallway 4.

  The opening 9 in the wall is an opening that replaces the opening of the corridor 4, and forms a path that bypasses the flow line of the corridor 4. Therefore, the pillar 2 and the beam 3 including the pillar 2 that constitutes the opening of the corridor 4. Formed in the frame.

  As shown in FIG. 1, when the frames on both sides of the corridor 4 are blocked by the additional seismic elements 6 or the seismic elements 5 over the entire layer, the walls are placed on either one of the both sides of the corridor 4. An inner opening 9 is formed. As shown in FIGS. 6 and 8, the flow line passing through the corridor 4 facing in the direction of the beam due to the formation of the opening 9 in the wall once enters the living room on one side of the corridor 4 as shown in FIG. 6 and FIG. After passing through the in-wall opening 9 formed in 5, the route returning to the corridor 4 is followed again.

  Here, if the inner wall opening 9 of each layer is formed to be biased to one side of the corridor 4 in the height direction, the rigidity and proof stress as the internal reinforcing frame 51 are biased to one side in the span direction, and the rigidity and proof strength are Since a lowered portion may occur, in FIG. 1, the inner reinforcement frame 51 is alternately placed in the wall with the corridor 4 sandwiched from the lower layer (upper layer) to the upper layer (lower layer) so that the rigidity and proof stress of the internal reinforcing frame 51 are equalized with the corridor 4 interposed. An opening 9 is arranged.

  As shown in FIG. 1, if the openings 9 in the wall are alternately arranged from the lower layer to the upper layer with the corridor 4 interposed therebetween, the rigidity of the internal reinforcing frame 51 as a whole can be increased while the openings 9 in the wall are formed in each layer. Since the proof stress is equal in both the span direction and the height direction, and there are no partial fragile portions, the deterioration of the function as the seismic reinforcement frame which is a resistance element against the horizontal force in the plane is avoided.

  When the structure 1 is an existing structure and it is necessary to supplement the seismic performance in the direction of the beam, the seismic force (horizontal force) in the direction of the beam of the structure 1 is shared outside the surface 1A, 1A in the direction of the beam. Then, the off-structure reinforcement frames 10 and 10 that provide the structure 1 with seismic resistance in the direction of the beam are arranged.

  As shown in FIG. 9, the out-of-plane reinforcing frame 10 is basically composed of columns 10a and 10a arranged at intervals in the column direction, beams 10b connecting adjacent columns 10a and 10a, columns 10a and 10b. It consists of braces 10c or the like installed between the intersections, and is joined to a frame or the like that forms the construction surface 1A in the row direction at a plurality of locations on the ground layer in addition to the foundation 7 of the existing structure.

  When the out-of-plane reinforcement frame 10 bears a horizontal force at the time of an earthquake, the pillar 10a is divided in units of one layer so that the brace 10c can efficiently bear the horizontal force. A seismic isolation device such as a laminated rubber bearing that causes relative movement in the horizontal direction may be interposed between 10c and 10c.

  The out-of-plane reinforcement frame 10 is constructed on a foundation (footing) 11 newly constructed in the ground outside the span direction of the foundation 7, and the foundation 11 is joined to the foundation 7 directly or via the underground beam 8. The out-of-plane reinforcing frame 10 is joined on the ground via a connecting member 12 such as a beam (girder), slab, wall or the like to the structural surface 1A in the column direction. The out-of-plane reinforcement frame 10 is also connected to the frame of the column 2 and the beam 3 in the span direction, and continues to the internal reinforcement frame 51 formed by the seismic element 5 that indirectly closes the corridor 4.

  When the external reinforcement frame 10 is connected to the internal reinforcement frame 51 and they are continuous, a part of the horizontal force that should be borne by the internal reinforcement frame 51 that is a resistance element against the horizontal force in the span direction is reinforced outside the plane. It is transmitted to the frame 10 and is borne. Part of the horizontal force in the span direction that has flowed to the out-of-plane reinforcing frame 10 is transmitted to the foundation 11 that supports the out-of-plane reinforcing frame 10 and is borne by the underground beam 8. The underground beam 8 resists the overturning moment acting on the structure 1 in the span direction by exhibiting the bending back moment, and prevents the internal reinforcing frame 51 from overturning.

  FIG. 10 shows a configuration example of the internal reinforcing frame 51 when the seismic element 5 that closes the opening of the corridor 4 is disposed at least in the lowest underground layer. A structure 1 shown in FIG. 10 corresponds to an embodiment of the invention described in claim 1.

  Since FIG. 10 shows an example in which there is only one underground layer (the first floor), the seismic element 5 that closes the opening of the corridor 4 is arranged only on the first floor, but there are a plurality of underground layers. In that case, the seismic element 5 may be arranged at least in the lowermost layer near the foundation 7 (11). When there are a plurality of underground layers, in the layers above the lowest layer, there are cases where the seismic elements 5 are arranged in the openings of the corridors 4 of all the underground layers, and there are cases where they are arranged every other layer or every other layer .

  FIG. 10 also shows a case where the seismic element 5 is not disposed in the opening of the hallway 4 in the ground layer (ground floor), but when the seismic element 5 is disposed in the opening of the hallway 4 in the ground layer. As in the case of the example of FIG. 1, the seismic elements 5 are arranged in every other layer or every other layer so as to divide the continuity of the openings that are continuously present at least in the height direction. Just do it.

  In FIG. 10, the opening 9 in the wall alternately arranged in the height direction on both sides of the corridor 4 in FIG. 1 is indicated by a two-dot chain line. When the seismic element 5 is arranged in the opening of any one of the corridors 4, it is arranged in a space other than the corridor 4 of the layer, or the seismic element 5 or the additional seismic element 6 arranged in the hallway 4. It means that it may be formed in place of the opening.

1 …… Structure with internal reinforcement frame, 1A …… Structure surface in the direction of girder,
2 ... pillars, 3 ... beams, 4 ... corridors,
5 ... Seismic element 51 ... Internal reinforcement frame
6 …… Additional seismic elements, 7 …… Funds, 8 …… Underground beams,
9 …… Open in the wall,
10 …… Out-of-plane reinforcement frame, 10a …… Column, 10b …… Beam, 10c …… Brace,
11: Foundation (footing), 12: Connection member.

Claims (6)

Inside the multi-layered structure where each span frame and cross beam frame has a pillar / beam frame, and a corridor continuous in the cross row direction is arranged between some columns arranged in the span direction. ,
The column / beam frame in the span direction passing through at least the column at the middle position in the column direction is included in the column / beam frame in the column direction, and the span direction is defined between the parallel columns that define the corridor. A structure with an internal reinforcement frame, characterized in that the seismic elements are arranged at least in the layer below the lowest basement.   The seismic element is arranged on the ground layer in units of layers, and the seismic element of each layer makes the opening of the corridor discontinuous in the height direction of the structure. Structure with internal reinforcement frame. Inside the multi-layered structure where each span frame and cross beam frame has a pillar / beam frame, and a corridor continuous in the cross row direction is arranged between some columns arranged in the span direction. ,
The column / beam frame in the span direction passing through at least the column at the middle position in the column direction is included in the column / beam frame in the column direction, and the span direction is defined between the parallel columns that define the corridor. A structure with an internal reinforcement frame, wherein the seismic elements are arranged in units of layers, and the seismic elements of each layer make the opening of the corridor discontinuous in the height direction of the structure.   The additional seismic element is disposed between the columns in the span direction of the section other than the corridor, and an opening in the wall that replaces the opening of the corridor is formed in a part of the additional seismic element. The structure with an internal reinforcement frame according to any one of claims 1 to 3.   An out-of-plane reinforcement frame is placed on the outside of the span direction in the span direction, and this out-of-plane reinforcement frame is connected to the column / beam frame in the span direction and is connected to the seismic elements that indirectly block the corridor. The structure with an internal reinforcement frame according to any one of claims 1 to 4, wherein the structure has an internal reinforcement frame. The structure with an internal reinforcement frame according to claim 5, wherein the foundation of the out-of-plane reinforcement frame is connected to the foundation of the structure excluding the foundation in the span direction.

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