JP6025884B2 - Steel / concrete composite - Google Patents

Description

  The present invention relates to a steel / concrete composite member and a steel frame seismic wall applied when building a building structure or a civil engineering structure. The present invention also relates to a gibber formed by integrally joining steel and concrete.

In structural design, a reasonable member cross-section is required. In recent years, the height, scale, and shape of super high-rise buildings and buildings have been renewed one after another, and new structural members with excellent seismic performance, wind pressure performance, and terrorism performance have been required according to the needs of the times. ing. There is also a need for a perforated steel plate gibber that can transmit axial force with good performance .

Naoki Aso, Satoru Aizawa, Takashi Ikeda, Hirofumi Kaneko, Hideki Kimura, Takahiro Maoi, Toshiaki Hirakawa, Kazuomi Nakane: Study on the mechanical properties of corrugated steel shear walls Part 1 Outline of the Annual Conference of the Architectural Institute of Japan , C-1, Structure III, pp.1123-1124, 2006.9

Patent Literature: JP 2012-197643 (P2012-197643A)

The present invention proposes and provides a reasonable member cross-section for structural design. In addition , we will propose and provide steel / concrete composite materials with excellent seismic performance, wind pressure performance, and terrorism performance instead of conventional columns, beams, seismic walls and braces. This member is a structural material that can be expected to have bending rigidity, shaft rigidity, bending strength and shaft strength. In addition, we propose and provide composite columns that can be applied to large columns in future super-high-rise buildings and steel-concrete composite walls that can be applied to seismic walls in future super-high-rise buildings . At the same time, we propose and provide a steel-based steel plate shear wall that can improve shear strength and axial strength. Furthermore, a gibber using a reinforced steel pipe capable of transmitting axial force with good performance and a gibber with high slip prevention rigidity are also provided.

Regarding rational member cross sections, in the case of columns and beams, the cross section should be a rectangle with a large secondary moment in the direction to receive the bending moment. As shown in FIG. 1, the steel plate 1 that contributes most to the bending moment is made relatively thick and arranged outside. Steel plate 1 is a thick steel plate and functions as a flange. Therefore, the thickness of the steel plate 1 is important. In addition, in order to maintain the stability of the cross section, the flanges that are the steel plates 1 are joined to the steel plate 2 (the one that functions as a H-shaped steel web) in the central region, and manufactured to be H-shaped steel. , Ensure the function of H-section steel. After that, the steel plate 3 ( outer web ) that functions as a formwork and an outer web on the side surface is joined. The joining method is welding joining or bolt joining. FIG. 47 shows an example of joining with the high strength bolt 38. Subsequently, concrete 5 is filled into the joined steel tube 4 to form a steel-concrete composite member with a Japanese-shaped cross section. As concrete 5 is filled, buckling of steel plate 1 and steel plate 2 is prevented, and the function of H-section steel is fully demonstrated. That is, the concrete 5 stiffens the H-section steel. The filled concrete 5 can also be expected to suppress local buckling of the steel plate 3. By attaching the steel plate 2 in the direction to receive the bending moment, the stress transmission mechanism (bending moment, torsional moment, shearing force and axial force) due to the integration of steel plates (steel plate 1, steel plate 2 and steel plate 3) and concrete is advantageous. Become. Formwork can also be omitted when producing steel-concrete composite members with a Japanese cross section.

Here, the cross-section of the Japanese character is a cross-section with three steel materials that are processed into an H shape (two flanges and one web) and two side plates attached. The sun-shaped cross section is basically a symmetric cross section with a rectangular outer shape.

鋼板1の幅厚比B/tfは[2]式による。

ここに，
fy：鋼板の降伏点強度又は許容応力度を決定する場合の基準値(単位：N/mm2)
中間補剛材がない場合の鋼板2の幅厚比d/twiは[3]式を満足させる。

ここに，
E：鋼板のヤング係数(単位：N/mm2)
中間補剛材がない場合の鋼板3の幅厚比d/twoは[4]式を満足させる。

When a steel-concrete composite member with a cross section of a Japanese character is applied to a column, the relationship between the cross section D and the cross section width B satisfies [1] as much as possible.

The width-thickness ratio B / tf of the steel plate 1 is according to the formula [2].

here,
fy: Standard value for determining the yield strength or allowable stress of steel sheet (unit: N / mm2)
The width / thickness ratio d / twi of the steel plate 2 without the intermediate stiffener satisfies the formula [3].

here,
E: Young's modulus of steel sheet (unit: N / mm2)
The width / thickness ratio d / two of the steel plate 3 without the intermediate stiffener satisfies the formula [4].

また，断面せいDと断面幅Bの関係もなるべく上記の[1]式を満足させる。尚且つ中間補剛材がない場合の鋼板2の幅厚比と中間補剛材がない場合の鋼板3の幅厚比もそれぞれ上記の[3]式と上記の[4]式を満足させる。 When steel-concrete composite members with a cross section of a Japanese character are applied to columns, the width / thickness ratio B / tf of steel sheet 1 should satisfy [5] in order to expect good toughness.

In addition, the relationship between the cross-sectional dimension D and the cross-sectional width B satisfies the above formula [1] as much as possible. In addition, the width / thickness ratio of the steel plate 2 in the absence of the intermediate stiffener and the width / thickness ratio of the steel plate 3 in the absence of the intermediate stiffener also satisfy the above equations [3] and [4], respectively.

Furthermore, the C cross section (eye cross section) shown in FIG. 2 has been developed from the Japanese cross section according to the present invention. Here, the C section is defined. The C cross-section format is a cross-section format that is fabricated with multiple steel materials so that there are two flanges and four or more webs. The C cross section is basically rectangular in outline. In special cases, the C cross-section may be a square with an outline (eg, isosceles trapezoid). In the following, a C cross-section whose outer shape is rectangular is defined as a C ′ cross-section.

If a member having a Japanese cross section described in (0006-0007) or a C cross section described in (0010) is further incorporated with a strand of PC steel or a PC steel rod, a PC member is obtained.
The steel / concrete composite giant column will be described below based on the illustrated embodiment.

FIG. 3 shows an example of an elevation view of a huge steel / concrete composite column. FIG. 4 shows a first embodiment of a steel / concrete composite column having a cross section with a large cross section. As shown in Fig. 4, the steel-concrete composite member with a large cross-section with a Japanese cross section will be applied to a huge column in a future super-high-rise building. Installation), main reinforcement 8, shear reinforcement 9 (or structural reinforcement) 9, and concrete-filled steel pipe element 10 (hereinafter referred to as CFT-type mega main reinforcement) that plays the role of a large main reinforcement. The CFT mega main bar 10 is further provided with a conventional main bar 11 in the steel pipe. When placing, the steel plate 3 is likely to be deformed out of plane. In order to suppress the out-of-plane deformation, the through-bolt 12 having a high axial rigidity passes through the entire cross section of the steel plate 3 in the out-of-plane direction of the steel plate 3 and is temporarily fixed with nuts 13 at both ends before the placement. Since through-holes 14 for through-bolts with strong axial rigidity are generated, the steel plate 2 and the steel plate 3 have a cross-sectional defect and the axial proof stress decreases. In order to prevent a decrease in axial proof stress due to a cross-sectional defect, a gibber 16 using a type of reinforcing steel pipe that protrudes from both sides of the steel sheet through the through-hole 14 for through-bolts in the steel sheet 2 is provided. At the same time, a reinforcing steel pipe 15 is inserted from the inside of the steel plate 3 into the through-hole for the through bolt of the steel plate 3, and a diver 17 using a type of reinforcing steel pipe protruding on one side of the steel plate is provided. If necessary, protrusions 18 having high slip prevention rigidity and shear connectors 19 that have been widely used in the past are attached to both surfaces of the steel plate 2 and inside the steel plates 1 and 3. Furthermore, if necessary, stiffening ribs 20 are installed in the horizontal direction as shown in FIG. After that, the steel tube 4 is filled with concrete 5. FIG. 5 shows an example of a detailed cross section taken along line X1-X1 in FIG. After the concrete 5 is hardened, tension can be introduced into the through bolt 12 and the column can be strengthened by the introduced tension. Further, if necessary, a through bolt 12 can also be attached in the strong axis direction (not shown). By installing the CFT type mega main reinforcement 10, the axial compressive strength, axial tensile strength and bending strength of the column are increased, which is effective for a huge column of a super high-rise building. If the CFT-type mega main reinforcement 10 is filled with a concrete having a higher strength than the concrete filled in the outer steel tube 4 (for example, 500 N / mm2 class high-strength concrete, which is the world's strongest to date), It plays a role like a core and can suppress the development of axial compression strain under the high axial force of a huge column. In addition, by installing the CFT-type mega main reinforcement 10, the size of the column cross section can be reduced and the use space can be expanded. Moreover, by installing the CFT-type mega main reinforcement 10, the thickness of the steel plate installed on the composite column can be reduced, which avoids the welding of the extra-thick steel plate and leads to the ease of construction. In addition, the CFT mega main reinforcement 10 built into the concrete is advantageous for fire (natural disaster or one type of terrorism) countermeasures. On the other hand, in this example, the size and location of the stiffening rib 7 and stiffening rib 20, the diameter and number of through-bolts 12, and the size and number of CFT-type mega main bars 10 and the steel frame ratio are adjusted. Strength, rigidity, and deformation performance can be controlled.

FIG. 6 shows a second embodiment of a steel / concrete composite column having a large cross section. In this embodiment, the stiffening rib 7 joined to the steel plate 3 of the first embodiment is extended, and the stiffening rib 7 is changed to an isolating stiffening steel plate 21 that is connected to the steel plate 2. On both surfaces of the stiffening steel plate 21 for isolation, a protrusion 18 and a shear connector 19 that has been widely used are also attached.

FIG. 7 shows a third embodiment of a steel / concrete composite column having a large cross section. This embodiment is an example developed from the second embodiment. The third embodiment is an example in which a main reinforcing bar 8 and a shear reinforcing bar 9 are further installed outside the second embodiment and changed to a mega SRC column. Further, the protrusion 18 and the shear connector 19 are also attached to the outside of the steel plates 1 and 3.

FIG. 8 shows a fourth embodiment of a steel / concrete composite column having a large cross section. This embodiment is an example in which a CFT type mega main reinforcement 10 is further installed outside the steel plate 1 of the third embodiment. In the first to fourth embodiments of the steel / concrete composite column having a large cross section, the CFT mega main bar 10 is installed alone. If necessary, the CFT-type mega main reinforcement 10 can be joined to the existing peripheral steel plate via steel (not shown).

FIG. 9 shows a fifth embodiment of a steel / concrete composite column having a large cross section. This embodiment is an example of a multi-steel tube type concrete-filled steel pipe column (concrete-filled steel pipe column having a plurality of boxes) in which triangles are combined as a basic unit using steel plates by utilizing the stability of the triangle. That is, the cross section is an indefinite truss type. There are no examples of multi-steel tube-type concrete-filled steel pipes that utilize triangular stability.

FIG. 10 shows a sixth embodiment of a steel / concrete composite column having a large cross section. This embodiment is another example of a multi-steel tube type concrete-filled steel pipe column in which triangles are combined as a basic unit using steel plates by utilizing the stability of triangles. However, the implementation method is not limited to the fifth and sixth embodiments.

FIG. 11 shows a seventh embodiment of a steel / concrete composite column having a large cross section. This embodiment is an example of a multi-steel tube type concrete-filled steel pipe in which a plurality of Japanese cross sections are combined as a basic unit. The implementation method is not limited to this, but there may be an example (not shown) of a multi-steel tube type concrete-filled steel pipe combined with one or more Japanese cross sections and one or more C cross sections.

Further, in the fifth to seventh embodiments of the steel / concrete composite column having a large cross section, a main reinforcement 8 and a shear reinforcement (or structural reinforcement) 9 are provided inside each steel tube and outside the entire cross section. A CFT mega main muscle 10 can also be installed (not shown).

When the Japanese cross section proposed by the present inventor is adopted for pillars and beams of medium and small buildings, the commercially available H-section steel (I-section steel is also possible) and steel plate shown in FIG. It can also be selected when it is joined according to 3, which leads to labor saving.

When the C ′ cross section proposed by the present inventor is adopted for medium and small-scale building columns and beams, the commercially available H-section steel (I-section steel is also possible) and steel plate 3 shown in FIG. It is also possible to select when joined by the Furthermore, it is not limited to the Japanese-shaped cross section and C 'cross section, but is processed with one or more steel materials and one or more steel plates among commercially available H-shaped steel, I-shaped steel, T-shaped steel, channel steel and angle steel. Other cross sections of multi-steel tube type can also be selected (not shown).

FIG. 14 shows an eighth embodiment of a steel / concrete composite column having a large cross section. This embodiment is an example of a multi-steel tube type concrete-filled steel pipe column in which a double circular steel pipe is divided by a separating steel plate 22. The method of dividing by the separating steel plate 22 is not limited to the method shown in FIG. 14, and the number of separating steel plates 22 installed in the inner pipe and the outer pipe may be different (not shown).

FIG. 15 shows a ninth embodiment of a steel / concrete composite column having a large cross section. This embodiment is an example of a triple circular steel tube concrete filled steel tube column. Triple steel pipes have evolved from conventional double steel pipes. The triple steel pipe is changed from the double confinement effect to the composite confinement effect by the double steel pipe, and the confinement effect is enhanced.

FIG. 16 shows a tenth embodiment of a steel / concrete composite column having a large cross section. This example is an example of a triple square steel tube concrete filled steel tube column.

FIG. 17 shows an eleventh embodiment of a steel / concrete composite column having a large cross section. This embodiment is an example of a triple steel pipe type concrete-filled steel pipe column by a combination of a round steel pipe and a square steel pipe.

FIG. 18 shows a twelfth embodiment of a steel / concrete composite column having a large cross section. This embodiment is an example of a multi-steel tube type concrete-filled steel pipe column in which the steel pipe of the ninth embodiment is divided by a separating steel plate 22. Further, a main reinforcing bar 8, a shear reinforcing bar (or structural reinforcing bar) 9, and a CFT type mega main reinforcing bar 10 are installed, and a protrusion 18 and a shear connector 19 having high anti-slipping rigidity are attached. As another embodiment, the triple steel pipe concrete-filled steel pipe columns of the tenth embodiment and the eleventh embodiment are also divided by the separating steel plate 22, and further the main reinforcement 8 and the shear reinforcement (or structural reinforcement). Muscle) 9 and CFT mega main muscle 10 can be installed. However, the method of dividing by the separating steel plate 22 is not limited to the method shown in FIG. 18, and the number of separating steel plates 22 installed in the inner tube, the middle tube and the outer tube may be different (not shown).

In the eighth embodiment, the ninth embodiment, the eleventh embodiment and the twelfth embodiment of the steel / concrete composite column having a large cross section, the circular steel pipe 25 can be changed to an elliptical steel pipe as required.

On the other hand, in the eighth to twelfth embodiments of the steel / concrete composite column having a large cross section, if the steel tube (for example, the central tube) is not filled with concrete, the column is lightened. In order to reduce the weight of the column, the above implementation method (not shown) can also be selected.

In the eighth to twelfth examples of steel / concrete composite columns with a large cross section, the main reinforcement 8, shear reinforcement 9 and CFT mega main reinforcement 10 can be installed outside the outermost steel pipe (Fig. Not shown).

Furthermore, as the height of super high-rise buildings exceeding 1000 m and the height of buildings increases, triple steel pipe concrete filled steel pipe columns can be changed to quadruple or more steel pipe concrete filled steel pipe columns (not shown). Quadruple or more steel-pipe concrete-filled steel pipe columns are either round steel pipes only, elliptical steel pipes only, square steel pipes (including rectangular sections) only, or combinations of these. It is good also as a thing. In a split-type quadruple or more steel pipe-type concrete-filled steel pipe column, a main reinforcement 8, a shear reinforcement (or structural reinforcement) 9 and a CFT mega main reinforcement 10 can be installed inside and outside the steel pipe ( Not shown). Further, a protrusion 18 and a shear connector 19 having high slip prevention rigidity can be installed.

In a super high-rise building, the total weight of the building increases as the height of the building increases, so the axial load on the seismic wall (especially the center core) also increases. An effective way to eliminate the increased weight is to increase the wall thickness. At the same time, the structural type has changed from a conventional reinforced concrete seismic wall to a seismic wall with a single steel plate in the wall, or two steel / concrete seismic walls that function as a formwork. At present, such a seismic wall is over 2m. Increasing the wall thickness further reduces the available space in the building. The present invention provides a seismic wall which is a new type having three or more steel plates installed in the in-plane direction of the wall and having excellent seismic performance. By installing three or more steel plates, the stress transmission mechanism by integrating steel plates and concrete becomes advantageous. Also, by installing three or more steel plates, the wall thickness can be reduced as the amount of steel plates increases, and the usable space of the building becomes wider. In addition, by installing three or more steel plates, the thickness of the steel plates can be reduced, and the use of extra-thick steel plates when the number of plates that has been applied in the past is small can be avoided. Can be avoided. Hereinafter, the steel-concrete composite shear wall related to the present invention will be described based on the illustrated embodiments.

FIG. 20 shows a cross-sectional view of the first embodiment of the steel / concrete earthquake resistant wall. FIG. 19 shows an enlarged view of a part of this embodiment. In this embodiment, three steel plates 28 and a plurality of separating steel plates 29 are attached in the in-plane direction in the wall. A main reinforcement 8, a shear reinforcement (or structural reinforcement) 9, a protrusion 18 and a shear connector 19 are installed in each formed steel tube. In addition, through bolts 12 with strong shaft rigidity, and gibels 16 and 17 using reinforced steel pipes are also installed. Furthermore, a CFT-type mega main muscle 10 is also arranged as necessary. The separating steel plate 29 is basically installed up to the entire height of the wall. In this embodiment, the filled concrete 5 restrains the steel plate 28 installed in the central region of the wall from both sides and stiffens the steel plate 28 installed in the central region. The filled concrete 5 can also stiffen the outer steel plate 28 that functions as a formwork. The attached through-bolt 12 can suppress the out-of-plane deformation of the steel plate 28 having a formwork function when casting concrete. After the concrete 5 is hardened, the shear wall can be strengthened by introducing tension to the through bolt 12. This through bolt 12 is an unbonded PC steel bar. By attaching three steel plates 28, a stress transmission mechanism by integrating steel plates and concrete becomes advantageous. By adjusting the thickness and location of the separating steel plate 29, the diameter and number of through bolts 12, the diameter and number of the CFT mega main reinforcement 10, the location and steel ratio, the strength, rigidity and deformation performance of the shear wall can be controlled. .

FIG. 21 shows a cross-sectional view of the second embodiment of the steel / concrete earthquake resistant wall. In this embodiment, the number of steel plates 28 installed in the in-plane direction in the wall is four, the main reinforcement 8, the shear reinforcement (or structural reinforcement) 9, the isolation steel 29, the protrusion 18, the shear connector 19 , Through bolts 12, and gibber 16 and 17 using reinforced steel pipes are installed.

FIG. 22 shows a cross-sectional view of the third embodiment of the steel / concrete earthquake resistant wall. FIG. 23 shows an enlarged view of a part of this embodiment. This embodiment is an example developed from the second embodiment of the steel / concrete earthquake resistant wall. In this embodiment, the main reinforcement 8, the shear reinforcement 9 and the connecting reinforcement 30 are further installed outside the second embodiment of the steel / concrete shear wall, and the concrete 5 is filled.

In the second and third embodiments of the steel / concrete shear wall, if necessary, the number of steel plates 28 installed in the in-plane direction in the wall can be set to five or more (not shown). .

In the first to third embodiments of the steel / concrete shear wall, stiffening ribs can be installed on both sides or one side of the steel plate 28 installed in the in-plane direction in the wall as needed (not shown). ) The stiffening rib may be any of steel plate, T-shaped steel, channel steel and angle steel. As a method of stiffening the steel plate, horizontal stiffening, vertical stiffening and cross-type stiffening may be used (not shown).

FIG. 24 shows a cross-sectional view of the fourth embodiment of the steel / concrete earthquake resistant wall. FIG. 25 shows a part of a sectional view taken along line Y1-Y1 in FIG. In this embodiment, a steel plate 31 bent in a waveform in the horizontal direction is installed outside, and a steel plate 32 bent in a waveform in the height direction is attached in the central region. In addition, the main reinforcement 8, shear reinforcement (or structural reinforcement) 9, the stiffening rib 33 of the corrugated steel plate 31 and the stiffening rib 34 of the corrugated steel plate 32 (see FIG. 25) are installed on the wall and filled with concrete 5. To do. The corrugated steel sheet 31 with the stiffening ribs 33 is strong in axial strength, whereas the corrugated steel sheet 32 with the stiffening ribs 34 is strong in shear strength. If the corrugated steel plate 31 and the corrugated steel plate 32 are arranged so as to be orthogonal to each other and then filled with the concrete 5, a seismic wall having a strong axial strength and shear strength is created.

FIG. 26 shows a cross-sectional view of a fifth embodiment of the steel / concrete earthquake resistant wall. FIG. 27 shows a part of a sectional view taken along line Y2-Y2 in FIG. In this embodiment, two steel plates 32 bent in a corrugated shape in the height direction are attached in the central region.

FIG. 28 shows a cross-sectional view of the sixth embodiment of the steel / concrete earthquake resistant wall. FIG. 29 shows a part of a sectional view taken along line Y3-Y3 in FIG. This embodiment is an example developed from the fifth embodiment of the steel / concrete earthquake resistant wall. In this embodiment, the main reinforcement 8, the shear reinforcement 9 and the connecting reinforcement 30 are further installed outside the fifth embodiment of the steel / concrete shear wall, and the concrete 5 is filled.

In the fifth and sixth embodiments of the steel / concrete shear wall, it is possible to increase the number of corrugated steel plates 31 and corrugated steel plates 32 in the wall as needed. Moreover, although the installation position of the corrugated steel plate 31 and the corrugated steel plate 32 can be exchanged, in the case of a seismic wall that bears a large axial compression force, it is desirable to install the axial force resistance corrugated steel plate 31 on the outside.

In the third to sixth embodiments of the steel / concrete earthquake-resistant wall, a through bolt 12 having a high axial rigidity can be attached in the out-of-plane direction of the wall as needed (not shown).

In the second to sixth embodiments of the steel / concrete earthquake resistant wall, the CFT-type mega main reinforcement 10 can be installed in the wall as needed (not shown).

The steel plates, steel pipes, and stiffening ribs of all the embodiments described above are striped steel plates 43 having small lattice-shaped projections 44 on the surface in contact with the concrete in order to increase the adhesion strength between the concrete and the steel material (see FIG. 46). May be used.

Next, an example of a steel shear wall made of corrugated steel will be described.

FIG. 30 shows a cross-sectional view of the first embodiment of the corrugated steel shear wall. FIG. 31 shows a part of a sectional view taken along line Y4-Y4 in FIG. In this embodiment, a steel plate 31 that is bent horizontally in the horizontal direction, a steel plate 32 that is bent in the height direction in the central region, a stiffening rib 33 of the corrugated steel plate 31 and a stiffening rib 34 of the corrugated steel plate 32 are installed. To do. The stiffening method may be performed in a direction perpendicular to the direction shown in FIG. 30 (not shown). The corrugated steel plate type seismic wall is joined to the peripheral member 27 via the connecting steel plate 37 and the high strength bolt 38. In this embodiment, the peripheral member 27 is a concrete-filled square steel pipe column. Further, the installation positions of the corrugated steel sheet 31 and the corrugated steel sheet 32 can be switched as necessary.

FIG. 32 shows a cross-sectional view of the second embodiment of the corrugated steel shear wall. FIG. 33 shows a part of a sectional view taken along line Y5-Y5 in FIG. In this embodiment, two steel plates 32 bent in a corrugated shape in the height direction are attached in the central region. If necessary, it is possible to increase the number of corrugated steel sheets 31 and corrugated steel sheets 32 in the wall. Further, the installation positions of the corrugated steel plate 31 and the corrugated steel plate 32 can be switched.

In the fifth and sixth embodiments of the steel / concrete shear wall and the first and second embodiments of the steel shear wall made of corrugated steel, the axial force resistance corrugated steel 31 and the shear force resistance corrugated steel 32 are They are arranged at right angles. However, as an implementation method, not only that method but also the angle can be changed according to the ratio of the resisting shear strength and axial force. If the corrugated crease direction is arranged according to the direction of the compression strut, a better effect can be achieved. However, the direction of the compression strut depends on the height of the seismic wall and the fault. FIG. 34 is an example of an image diagram in the arrangement direction of each corrugated steel sheet. In FIG. 34, the main reinforcement 8, the shear reinforcement (or structural reinforcement) 9, the stiffening rib 33 and the stiffening rib 34 are omitted. θ is an angle formed by the horizontal direction and the direction of the fold line of the waveform. When the corrugated steel plate of the horizontal force resistance element is slanted, it is placed symmetrically with the center line (vertical direction) of the wall as the axis of symmetry. Or a steel plate arrange | positions the center plane of a wall as a symmetry plane. Depending on the direction of the compression strut, the applicable range of θ is 0o to 85o. In addition, in the case of a shear wall that bears a large axial compression force, it is desirable to install an axial force resistance corrugated steel sheet 31 on the outside.

In each embodiment, the peripheral member 27 may be a concrete-filled round steel pipe column (see FIG. 35). Further, the peripheral member 27 may be changed to an RC member or an SRC member as necessary. Further, as shown in FIG. 35, the stiffening ribs 33 may be installed on both sides of the corrugated steel sheet 31. Further, as a method of stiffening the corrugated steel plate, any method such as stiffening in the same direction or stiffening in the vertical direction (not shown) may be used with respect to the direction of the corrugated crease. Further, all the corrugated steel sheets may be corrugated steel sheets having a cross-sectional shape as shown in FIGS.

The steel / concrete composite wall proposed in the present invention is optimal for the center core. A cross-sectional shape of a center core that is often used is shown in FIGS. 37a) is an L shape, FIG. 37b) is a T shape, FIG. 37c) is an H shape, FIG. 37d) is a U-shape, and FIG. 37e) is a cross-shaped wall element. However, although four steel plates are installed in each wall element shown in FIG. 37, each example of the steel / concrete composite wall element proposed in the present invention (any one of the first to sixth embodiments). May be applied to all cross sections shown in FIG.

Next, a description will be given of a gibber using a reinforced steel pipe according to the present invention.

ここに，
fy1：鋼板39の降伏点強度，fy2：軸力補足用補強鋼板15-2の降伏点強度，d1：穴14の直径(補強鋼管15の外径)，t1：鋼板39の厚さ，t2：軸力補足用補強鋼板15-2の厚さ，l：補強鋼管15の長さ(軸力補足用補強鋼板15-2の長さ)， B：コンクリートの圧縮強度。
本補強鋼管を用いたジベル16は，従来の孔あき鋼板ジベルと違って，断面欠損による軸力負担分の低下を最大限に解消でき，断面欠損がある場所での使用に適合する。また，本補強鋼管を用いたジベル16は，従来のシアコネクタ19 (頭付スタッド)・孔あき鋼板ジベル・鋼管併用孔あき鋼板ジベルより，ずれ止め剛性が高くて，大きな軸力を伝達できるメリットがある。 Details of the first embodiment of the gibber 16 using the reinforced steel pipe according to the present invention are shown in FIG. The gibber 16 using this reinforced steel pipe is composed of a steel plate 39 in which holes 14 penetrating both sides are formed, and a reinforced steel pipe 15 penetrating through the holes 14 of the steel plate 39 and projecting on both sides. The reinforcing steel pipe 15 is joined to the steel plate 39 by welding. The reinforcing steel pipe 15 attaches the reinforcing steel plate 15-2 to the steel pipe 15-1. The reinforcing steel plate 15-2 is also joined to the steel pipe 15-1 by welding. The axial strength reduction value F due to the cross-sectional defect of the hole 14 in the steel plate 39 is supplemented by the strength of the reinforcing steel plate 15-2. I want to satisfy [6].

here,
fy1: Yield point strength of steel plate 39, fy2: Yield point strength of reinforcing steel plate 15-2 for supplementing axial force, d1: Diameter of hole 14 (outer diameter of reinforcing steel pipe 15), t1: Thickness of steel plate 39, t2: Thickness of reinforcing steel plate 15-2 for supplementing axial force, l: length of reinforcing steel pipe 15 (length of reinforcing steel plate 15-2 for supplementing axial force), B: compressive strength of concrete.
Unlike the conventional perforated steel plate gibel, the gibber 16 using this reinforced steel pipe can eliminate the reduction of the axial force burden due to the cross-sectional defect, and is suitable for use in the place where the cross-sectional defect exists. In addition, the gibber 16 using this reinforced steel pipe has the advantage that it can transmit a large axial force with higher detent rigidity than the conventional shear connector 19 (headed stud), perforated steel plate gibel, and steel pipe combined perforated steel plate gibel. There is.

FIG. 39 shows details of the reinforced double steel pipe 15-a in the second embodiment of the gibber 16 using the reinforced steel pipe. This reinforced double steel pipe 15-a has a double steel pipe 15-1, and further has a reinforcing steel plate 15-2 attached thereto. In the third embodiment, the steel pipe may be reinforced with steel materials such as H-shaped steel and I-shaped steel (not shown).

An embodiment of a gibber 17 using a reinforced steel pipe according to the present invention is shown in FIG. The gibber 17 using this reinforced steel pipe is composed of a steel plate 39 in which a through hole 14 is formed and a reinforced steel pipe 15 that penetrates the hole 14 of the steel plate 39 and protrudes to one side. The diver 17 using this reinforced steel pipe may be a reinforced double steel pipe 15-a projecting on one side or a form reinforced with steel materials such as H-shaped steel and I-shaped steel in a steel pipe projecting on one side. Good.

As an embodiment of the reinforced steel pipe 15 and the reinforced double steel pipe 15-a, a steel pipe reinforced by another method may be used (not shown).

FIG. 41 shows a first embodiment of the protrusion 18 having high slip prevention rigidity according to the present invention. In this embodiment, the protrusion 18 is a reinforced steel pipe 15. The reinforcing steel pipe 15 is integrally formed with the steel plate 40 by welding on one side of the steel plate 40 where no hole is provided.

FIG. 42 shows a second embodiment of the protrusion 18 having high slip prevention rigidity. In this embodiment, the protrusion 18 is an H-section steel 23. A commercially available H-section steel 23 is integrally formed with the steel plate 40 by welding on one side of the steel plate 40 not provided with a hole . However, the contact surface of the H-section steel 23 and the steel plate 40 is the cross section of the H-section steel 23 (see FIG. 42). In addition, H-shaped steel 23 is I-shaped steel, T-shaped steel, channel steel, angle steel, and steel stiffened with ribs (stiffened H-shaped steel, stiffened I-shaped steel, stiffened (Including T-shaped steel, stiffened channel steel, stiffened angle steel, stiffened square steel pipe, stiffened round steel pipe, etc.) and processed steel. At that time, the surface of the steel plate 40 in contact with the steel material such as the I-shaped steel, the T-shaped steel, the channel steel, and the angle steel is a cross section of the above-described steel material. The slip stopper according to the second embodiment has no cross-sectional defect, has a higher slip prevention rigidity than the conventional headed stud, and has a huge SRC column, a huge CFT column, and a composite center core with steel plates in the lower layer of a super high-rise building. It is desirable to apply to.

Further, the embodiment of the protrusion 18 having high slip prevention rigidity may be an embodiment of the gibber 16 using the reinforced steel pipe and an embodiment of the gibber 17 using the reinforced steel pipe.

FIG. 43 shows another example of use of the gibber 16 and 17 using the reinforced steel pipe and the protrusion 18 having high rigidity. FIG. 43 shows an example in which the side end along the longitudinal direction of the steel plate 39 is fixed to a transverse base material (steel material) 45 of the building structure, for example, a steel beam flange or a steel plate for bracing.

FIG. 44 shows another example of use of the protrusion 18 having high slip prevention rigidity. FIG. 44 shows an example in which the side end along the longitudinal direction of the steel plate 40 is fixed to a transverse base material (steel material) 45 of the building structure, for example, a steel beam flange or a steel plate for bracing. However, the projecting object 18 may be formed by providing a hole in the steel plate 40 (the steel plate 40 is changed to the steel plate 39) and projecting only on one side or on both sides of the steel plate having the hole.

Next, we define the CFT mega main muscle. The concrete-filled steel pipe functions as the main reinforcement is the CFT mega main reinforcement. An example of an embodiment of the CFT mega main muscle 10 is shown in FIG. A main reinforcement 11 and a shear reinforcement (or structural reinforcement) 9 are arranged in the steel pipe 41. In order to prevent the displacement between the steel pipe 41 and the concrete 5, the steel pipe 41 is provided with a gibber hole 16 using a reinforced steel pipe protruding on both sides. Alternatively, the steel pipe 41 may be provided with a protrusion 18 of a type protruding to one side. A ring-type rib 42 is attached to the outside of the steel pipe. On the other hand, for the steel pipe 41, in order to increase the adhesion strength between the concrete and the steel pipe 41, a striped steel plate 43 (see FIG. 46) having small lattice-shaped protrusions 44 may be used as the surface in contact with the concrete. At this time, the lattice-shaped small projections 44 may be provided outside the steel pipe 41 or inside the steel pipe 41.

The embodiment of the CFT-type mega main bar 10 may have not only a circular cross section but also a rectangular cross section. In addition, if necessary, a diver hole using a reinforcing steel pipe that protrudes on both sides of the longitudinal bars 11 incorporated in the CFT mega main reinforcement, the built-in shear reinforcement (or structural reinforcement) 9 and the steel pipe 41. A part or all of the ring-type rib 42 may be omitted from the protrusion 18 of the type that protrudes to one side of the steel pipe 41 and the steel pipe 41 and the outside of the steel pipe .

The composite material proposed by the present invention, which is a cross-section of the Japanese character, is superior in strength, toughness, and rigidity that can resist large earthquakes, typhoons, screens, etc., and its cross-sectional shape is more reasonable than ordinary SRC members and CFT members. However , it has a stable behavior, and a stress (bending moment, torsional moment, axial force and shear force) transmission mechanism due to the integration of concrete and steel (flanges and webs) is also advantageous.

The steel / concrete composite column proposed by the present invention is an innovation for the column. Large-section steel / concrete composite columns are ideal for the huge columns of future super high-rise buildings. Some of the proposed steel / concrete composite columns can also be applied to beams, prestressed concrete structural members and braces.

The steel / concrete composite wall proposed in the present invention is ideal for a bearing wall that is expected to be strong, and will be an innovation for the center core and multi-story shear walls of future ultra-high-rise buildings.

The steel-based steel plate shear wall according to the present invention can improve the shear strength and the shaft strength, and is free of design freedom for the design of the shear wall placed in the frame surrounded by the column beam. To increase.

The gibber using a reinforced steel pipe according to the present invention and a protrusion with high locking rigidity greatly improve the locking function, shear strength, axial strength, and locking rigidity at the joint between the steel-based member and the concrete-based member. It is possible.

By installing the CFT mega main bar according to the present invention in the column, the axial strength and bending strength of the column are increased, and the progress of axial compressive strain under the high axial force of the column can be suppressed. It is an advantage for a huge pillar of a super high-rise building.

Cross section (Japanese character section) showing columns, beams, walls, braces, which is the simplest embodiment of the present invention Cross section (C section) showing columns, beams, walls, and braces according to another embodiment of the present invention An example of an elevation view of a huge steel-concrete composite column Cross section (Japanese character cross section) of the first example of huge steel / concrete composite column An example of a cross-sectional view taken along line X1-X1 in FIG. Cross section of second embodiment of huge steel / concrete composite column Cross section of the third embodiment of a huge steel / concrete composite column Cross-sectional view of the fourth embodiment of a huge steel / concrete composite column Cross section of the fifth embodiment of a huge steel / concrete composite column Cross section of sixth embodiment of huge steel / concrete composite column Cross section of seventh embodiment of huge steel / concrete composite column Example of Japanese cross section joined by commercially available H-shaped steel and steel plate Example of C section joined by commercially available H-section steel and steel plate Cross section of the eighth embodiment of a huge steel / concrete composite column Cross section of ninth embodiment of huge steel / concrete composite column Cross section of 10th embodiment of huge steel / concrete composite column Cross section of eleventh embodiment of huge steel / concrete composite column Cross section of 12th embodiment of huge steel / concrete composite column 20 is an enlarged view of a part of FIG. Cross section of the first embodiment of steel / concrete composite wall Cross section of second embodiment of steel / concrete composite wall Cross section of the third embodiment of steel / concrete composite wall 22 is an enlarged view of a part of FIG. Cross section of the fourth embodiment of steel / concrete composite wall Part of a cross-sectional view taken along line Y1-Y1 in FIG. Cross section of the fifth embodiment of steel / concrete composite wall Part of a cross-sectional view taken along line Y2-Y2 in FIG. Cross section of the sixth embodiment of steel / concrete composite wall Part of a sectional view taken along line Y3-Y3 in FIG. Cross-sectional view of the first embodiment of the steel shear wall made of corrugated steel Part of a cross-sectional view taken along line Y4-Y4 in FIG. Cross-sectional view of a second example of a steel shear wall made of corrugated steel Part of a sectional view taken along line Y5-Y5 in FIG. An example of the image of the arrangement direction of each corrugated steel sheet Example of embodiment of wall peripheral member 27 Sectional drawing which shows the cross-sectional shape of the corrugated steel sheet which concerns on all the embodiments of a corrugated steel earthquake-resistant wall Cross-sectional view showing the cross-sectional shape of the wall element of the frequently used center core Detailed view of the first embodiment of a gibber using a reinforced steel pipe that penetrates a steel plate and protrudes on both sides a) Front view of the first embodiment of a gibber using a reinforced steel pipe b) Side view of a) c) From concrete Figure d) shows the state of maximum stress acting on a gibber using a reinforced steel pipe d) Figure showing the state of maximum stress acting on a reinforcing steel plate for supplementing axial force in a gibber using a reinforced steel pipe The figure which shows the state which lets the bolt pass Detailed view of the second embodiment of the gibber using a reinforced steel pipe that penetrates the steel plate and protrudes on both sides a) Front view of the second embodiment of the gibber using a reinforced steel pipe b) Side view of a) c) Reinforced steel pipe The figure which shows the state which lets a bolt pass through Detailed view of an embodiment of a gibber using a reinforced steel pipe penetrating a steel plate and projecting to one side a) Front view of an embodiment of a gibber using a reinforced steel pipe b) Side view of a) Detailed view of the first embodiment of the protrusion with high displacement prevention a) Front view of the first embodiment of the protrusion with high displacement prevention b) Side view of a) Detailed view of the second embodiment of the protrusion with high displacement prevention a) Front view of the second embodiment of the protrusion with high displacement prevention b) Side view of a) Another embodiment of a gibber using a reinforced steel pipe and a projection with high rigidity Another use example of protrusion with high rigidity Detailed view of an example of an embodiment of a CFT-type mega main bar a) Cross-sectional view of an example of an embodiment of a CFT-type mega main bar b) Part of a cross-sectional view taken along line Y6-Y6 in FIG. 45a) Detailed view of striped steel plate Example of joining the created Japanese cross sections

For embodiments of steel / concrete composite members, steel corrugated steel shear walls, gibbels using reinforced steel pipes, protrusions with high detents and CFT mega main bars, see (0006) to (0061) I want to be.

Steel / concrete composite members, corrugated steel shear walls, gibbels using reinforced steel pipes, protrusions with high detents and CFT megabars can be widely used in fields such as the construction industry and civil engineering industry.

3: Steel plate (thin steel plate functioning as outer web and formwork)

Claims (6)

A process in which an outer web of steel is joined to the H-shaped steel to form a steel product having a cross section of a Japanese character, and the steel product is passed between the outer webs or between the outer web and the flange in the day shape of the steel product. A step of installing bolts, a step of filling concrete into the internal space of the day-shaped steel material of the steel product , and a step of introducing tension to the through bolt after the concrete is hardened, comprising an outer web and an inner side A method for producing a steel / concrete composite member, characterized in that a gibber using a reinforced steel pipe is provided in a through hole for a through bolt of a web .
A method of manufacturing a steel / concrete composite column by the manufacturing method according to claim 1 , wherein the relationship between the cross section D of the sun-shaped cross section and the cross section width B is as follows:

As well as the flange width-thickness ratio B / t _f

The width / thickness ratio d / t _wi of the inner web when it satisfies the above and there is no intermediate stiffener

And the width / thickness ratio d / t _wo of the outer web when there is no intermediate stiffener

A method for producing a steel / concrete composite column characterized by satisfying
A process of making a steel product having a cross-section of a cross-section that is processed with a plurality of steel materials, the number of flanges is two, and the number of webs is four or more ; a step of installing a bolt passed through the eye of shaped cross section between between outer webs or between the outer web and flange, and a step of filling concrete into the internal space of the shaped cross section of the eye of the steel products, after curing of the concrete, A method of producing a steel / concrete composite member, comprising: a step of introducing a tension force to the through bolt, and providing a through-hole for the through bolt of the outer web and the inner web with a gibber using a reinforced steel pipe .
Wherein the one or more isolating steel plate in the vertical direction of the shaped cross section of the date of steel products web, comprising the step of attaching to divide the total cross sectional blame D and section width shaped cross section of the date of the steel products B's relationship

And the width / thickness ratio B / t _f of the flange of the original Japanese cross section

The method for producing a steel / concrete composite member according to claim 1 , wherein:
A step of installing stiffening ribs vertically and horizontally on the steel product , a step of attaching a shear connector to the steel product , a step of installing a main reinforcement and a shear reinforcement or a structural reinforcement in a cross section, or all of them 4. The method for producing a steel / concrete composite member according to claim 1 or 3 , comprising a step or a combination of some of these steps .
Combination steel-concrete composite member manufactured by the manufacturing method described in claim 3 steel-concrete composite members and one or more manufactured by the manufacturing method described in one or more of claims 1, more A method of manufacturing a column, characterized by manufacturing a multi-steel tube-type concrete-filled steel tube column having a box.

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