JP3962424B2 - Column base joint - Google Patents

Description

  The present invention relates to a column base joint joint of a building.

As a column base joint connection of a building, as described in Patent Document 1, there is one that rigidly joins a column base of a building with a foundation. That is, the column base of the column is rigidly connected to the foundation, and the displacement of the crossing angle between the column and the foundation is reduced as compared with the case of the pin connection, and the deformation of the entire building can be reduced.
JP2005-2777

  The subject of this invention is making the deformation | transformation of the whole building into the minimum in a column base joining joint.

  According to the first aspect of the present invention, there is provided a column base joint that joins the column bases of a plurality of columns arranged side by side to a lower structure, and a horizontal member as a structural member is joined to each column base. A base member made of a cross member is rigidly joined to a column base of at least one of the plurality of pillars, and a rod pair made of a combination of at least two rods is provided between the lower structure and the base member, and These rods have their lower ends joined to the lower structure, their upper ends joined to the base member, and the upper end intervals of these rods are narrower than the lower end intervals, and the upper ends of at least one of these rods Is rigidly joined to one end of the base member.

  According to a second aspect of the present invention, in the first aspect of the invention, the building structure is placed on a rigid joint between the base member and the rod.

  According to a third aspect of the present invention, in the first or second aspect of the invention, when a shearing force acts on the pillars of the building structure and an axial force is generated on the constituent rods of the rod pair, the axial force of the rods is reduced. The bending moment Mr generated in the column base due to the shearing force acting on the column is opposite to the bending moment Mc generated in the column base.

  The invention of claim 4 is the invention of claim 3, wherein Mr = Mc.

  The invention of claim 5 is such that Mr> Mc in the invention of claim 3.

  According to a sixth aspect of the present invention, in the fifth aspect of the present invention, a shear force in the same direction as a shear force acting on the column is applied to the base member.

  The invention according to claim 7 is the invention according to any one of claims 1 to 6, wherein the lower structure is a basis.

  The invention according to claim 8 is the invention according to any one of claims 1 to 6, wherein the lower structure is a lower-floor building structure.

(Claim 1)
(a) The base member is rigidly joined to the column base, and a rod pair comprising a combination of two rods is provided between the lower structure and the base member, and the two rods join their lower ends to the lower structure. At the same time, the upper ends of the two rods are joined to the base member, and the distance between the upper ends of the two rods is made smaller than the distance between the lower ends, so that the axial force of the two rods exerts a bending moment on the base member. It works to minimize the deformation of the entire building by reducing the deformation of the column (displacement of the crossing angle between the column and the foundation).

  (b) Since the horizontal members (beams, girders, trunks, foundations, etc.) as the structural material that joins the base member to the column base are made of horizontal members with a different configuration, the base member is The base member can be made to be highly rigid as compared with a horizontal member as a structural material to be joined. Therefore, the bending moment Mr of (a) described above exerted on the base member by the axial force of the two rods can be stably transmitted to the column base and offset with the bending moment Mc generated at the column base. Thereby, the deformation | transformation of the whole building can be minimized stably.

  (c) The length of the base member made of the cross member can be increased regardless of the position of the rigid joint point of the base member determined on the column base (including the floor beam joint piece welded to the column base). This means that the flange length f from the above-mentioned rigid joint point between the base member and the column base to the joint point between the base member and the rod can be increased. As a result, the axial force of the two rods exerts on the base member. This means that the bending moment Mr of (a) can be increased (the reason will be described later). Thereby, the deformation | transformation of the whole building can be minimized reliably.

  (d) By rigidly joining the upper ends of the base member (transverse member) and the rod (oblique member and / or vertical member), fluctuations in the shearing force Q2 acting on the base member can be avoided. Joining point r1 between the lower end of one rod and the lower structure, joining point r2 between the upper end of the rod and the base member (cross member), joining of the lower end of the other rod (diagonal member) and the lower structure Consider a point s1, a joint point s2 between the upper end of the rod and the base member (cross member). At this time, if all r1, r2, s1, and s2 are pin-joined, the bending moment Mr of the above (a) exerted on the base member by the axial force of the two rods will be large, but the strength of the building structure will be The strength of the building structure cannot be specified in advance because the shearing force Q1 acting on the column is greatly different from the ratio of Q2 described above. On the other hand, if the base member (cross member) and the upper end (r2 and / or s2) of the rod (diagonal member and / or vertical member) are rigidly connected, the bending moment Mr will not increase as much as described above. The strength is almost the same due to the ratio of Q1 and Q2, and the strength of the building structure can be specified in advance without being influenced by the plan.

(Claim 2)
(e) When the building structure is placed on the rigid joint between the base member (cross member) and rod (diagonal and / or vertical member) described in (d) above, it is joined to the column base of the building structure. It is possible to strengthen the fixing degree of horizontal members (beams, girders, torches, foundations, etc.) as structural materials. When transmitting the bending moment Mr of (a) above, which the axial force of the two rods exerts on the base member, to the column base (floor beam) of the building structure, the column of the building structure and the base member of the building structure The distance of the fulcrum fulcrum (mounting point) is increased and the fulcrum reaction force is reduced (however, when the bending moment Mr is applied to the fulcrum instead of the support pressure of the building structure, the fulcrum reaction force is reduced. There is no effect, and a reaction force is applied to a separate beam fixing bolt.)

(Claim 3)
(f) When a shearing force acts on the column of the building structure and an axial force is generated on the two rods, a bending moment Mr generated on the column base due to the axial force of the two rods acts on the column. The bending moment Mc is generated in the column base due to the shearing force. Therefore, the deformation of the column due to the bending moment Mc and the deformation of the column due to the bending moment Mr cancel each other, thereby reducing the deformation of the column and minimizing the deformation of the entire building.

  (g) Since the deformation of the column can be reduced by the bending moments Mr and Mc acting on the base member as described in (a) and (f) above, the lower ends of the two rods are not rigidly joined to the lower structure and simplified. Even when it is pin-joined, the deformation of the column can be reduced and the deformation of the entire building can be minimized.

(Claim 4)
(h) By setting the bending moment Mr and the bending moment Mc to Mr = Mc, the column base is rigidly connected to the lower structure (the column base does not rotate and the intersection angle between the column and the foundation does not change). Therefore, the deformation of the pillar can be reduced. There is no movement of the base member.

(Claim 5)
(i) By setting the bending moment Mr and the bending moment Mc to Mr> Mc, the column base is deformed by Mc in the opposite direction, and becomes a super-rigid joint state. Can be less. The base member moves in the shear direction.

(Claim 6)
(j) By causing a shear force Q2 in the same direction as the shear force Q1 acting on the column to act on the base member, the fulcrum reaction force Q = Q1 + Q2 exerted by the lower structure on the two rods is increased, As a result, the axial force of the two rods can be increased, the bending moment Mr can be increased, and the effect of providing the two rods can be further improved.

(Claim 7)
(k) The above-mentioned (a) to (j) can be realized in the joint joint that is based on the lower structure and is joined to the column of the building structure.

(Claim 8)
(l) The above-mentioned (a) to (j) can be realized at the joint joint where the lower structure is a lower-floor building structure and the columns of the upper-floor building structure are joined to the heads or beams of the lower-floor building structure. . High rigidity can be obtained in the beam winning method.

  1 is a schematic diagram showing a building structure of Example 1, FIG. 2 is an enlarged view of a main part of FIG. 1, FIG. 3 is a plan view of FIG. 2, FIG. 4 is a schematic diagram showing a modification of FIG. Is a perspective view seen from the outside, (B) is a perspective view seen from the inside, FIG. 6 is an external view showing the column base joining base, and FIG. 7 is a column base joining base. Fig. 8 is a plan view showing the column base joint mount, Fig. 9 is a schematic diagram showing horizontal force acting on the column base joint, and Fig. 10 is a schematic diagram showing bending moment acting on the column base joint. FIG. 11, FIG. 11 is a schematic diagram showing the frame structure of Example 2, FIG. 12 is a schematic plan view showing the building structure of Example 3, and FIG. 13 is a schematic diagram showing the column base joint joint of Example 4. FIG. 14 is a schematic diagram illustrating a column base joint connection according to the fifth embodiment, and FIG. 15 is a schematic view illustrating a column base joint connection according to the sixth embodiment.

Example 1 (FIGS. 1 to 10)
The building structure (building unit) 10 has a rectangular frame-shaped frame structure as shown in FIG. 1 to FIG. The ceiling beam 12 is rigidly joined to a joint piece 12A that is rigidly joined to the upper end of the column 11, thereby connecting the upper ends of the columns 11 and 11 and the lower end (column base 11A) of the columns 11 and 11 arranged side by side. By rigidly joining the floor beam 13 (horizontal material) to the joint piece 13A that is rigidly joined to each other, the lower ends of the columns 11 and 11 are connected.

  In the building structure 10, the column bases 11 </ b> A of the columns 11 and 11 are joined to the foundation 14 (lower structure) by the column base joint joint 20 of the column base joint mount 20 </ b> A on each of the girder face and the end face. .

Hereinafter, the column base joint 20 of the column base joint 20A will be described.
As shown in FIG. 5 to FIG. 8, the column base joining frame 20 </ b> A is a single rod arranged immediately below the column base 11 </ b> A of the column 11 provided at a corner portion where the girder surface and the wife surface of the building structure 10 are orthogonal to each other. 22A, one rod 22B arranged immediately below the floor beam 13 of each of the spar surface and the wife surface, and joined to the upper end portions of both rods 22A and 22B in each of the spar surface and the wife surface. And a base member 21 to be connected. The two rods 22 </ b> A and 22 </ b> B constitute a rod pair 22 on each of the girder face and the end face, and the upper end interval thereof is narrower than the lower end interval.

  As shown in FIG. 9, the column base joining base 20 </ b> A is a horizontal member in which the base member 21 is reinforced with a shape steel and a reinforcing piece, the rod 22 </ b> A is a vertical material made of a square steel pipe, and the rod 22 </ b> B is reinforced with a shape steel and a reinforcing piece. Diagonal material. Joining point r1 of the lower end of the rod 22A and the base 14, joining point r2 of the upper end of the rod 22A and one end of the base member 21, joining point s1 of the lower end of the rod 22B and the base 14, the upper end of the rod 22B and the base A joining point s2 at the other end of the member 21 is provided. At least one of the four junction points r1, r2, s1, and s2 is a rigid junction point, and the remaining junction points are pin junction points. In this embodiment, s2 is a rigid junction point, and r1, r2, and s1 are pin junction points.

  The column base joining base 20A forms the column base joint 20 as follows. Hereinafter, the girder face (the same for the wife face) will be described.

  (1) The column base joining base 20A is placed on the foundation 14, and a rod pair 22 comprising a combination of two rods 22A and 22B is provided between the foundation 14 and the base member 21. The two rods 22A and 22B have their lower ends (r1, s1) pin-connected to the base 14 by anchor bolts 23 and 24 (or rigid connections are possible), and the upper end (r2) of the rod 22A is welded (welding length). Is short-joined to the base member 21 (rigid joining is also possible), and the upper end (s2) of the rod 22B is rigidly joined to the base member 21 by welding (welding length is long). The distance between the upper ends of the two rods 22A and 22B is made smaller than the distance between the lower ends (the rods 22A and 22B are arranged so as to form a square shape with each other, and the upper end distance on the column 11 side is made narrower than the lower end distance on the foundation 14 side). . In this embodiment, the rod 22A on the shear front side along the direction of the horizontal shearing force Q1 acting on the column 11 is vertically arranged, and the rod 22B on the shear rear side is tilted forward.

  (2) The building structure 10 is placed on the joint between the base member 21 and the rods 22A and 22B of the column base joining base 20A. In this embodiment, the lower end plate 11B of the column base 11A is placed on the upper end plate 31 of the rod 22A, and the lower surface 13B on the free end side of the joint piece 13A is placed on the upper end plate 32 of the rod 22B. At this time, the outer distance L between the column base 11A of the building structure 10 and the joint piece 13A is made smaller than the outer distance K between the upper end plate 31 and the upper end plate 32 of the rods 22A and 22B. Further, the upper end plate 31 of the rod 22A and the upper end plate 32 of the rod 22B are located on the same level surface, and the upper surface of the base member 21 is lower than the level surface by a gap G. A gap G is formed between the lower surface of the piece 13A.

  (3) The bolt 41 is inserted into the upper end plate 31 of the rod 22A through the washer 41A, and fastened to the fastening block 41B welded to the back surface side of the lower end plate 11B of the column base 11A.

  (4) The bolt 42 is inserted through the joint piece 13A in which the bolt 42 is rigidly joined to the column base 11 of the column 11 via the thick plate washer 42A, the floor beam 13 in the joint piece 13A, and the base member 21, and the back surface of the base member 21 is inserted. The nut 42B is fastened on the side. Thereby, the base member 21 made of a cross member was rigidly joined to the column base 11A (joint piece 13A) of the column 11.

  In the column base joint 20 of the column base joint 20A, as shown in FIG. 4, a bolt 43 is rigidly joined to the thick plate washer 43A and the column base 11A of the column 11 via the joint piece 13A. The floor beam 13 and the upper end plate 32 of the rod 22B may be inserted, and the nut 43B may be fastened on the back surface of the upper end plate 32. The rod 22B and the building structure 10 can be joined firmly.

Hereinafter, the support mechanism of the building structure 10 will be described (FIGS. 9 and 10).
(1) A horizontal shearing force Q1 acts on the column 11. Further, in this embodiment, a horizontal shearing force Q2 (wall load, wind pressure, etc. corresponding to the lower half of the column 11) acts on the base member 21 in the same direction as the shearing force Q1 acting on the column 11. Note that the shearing forces Q1 and Q2 are assumed to be virtually acting on one column.

  At this time, a fulcrum reaction force Q = Q1 + Q2 acts on the joint portion of the two rods 22A, 22B to the base 14.

  (2) A bending moment Mc caused by the shearing force Q1 acting on the column 11 is generated at the column base 11A (the rigid joint point with the base member 21).

  (3) Due to the fulcrum reaction force Q (Q1 + Q2) acting on the two rods 22A, 22B, axial forces Ta, Tb are generated on the rods 22A, 22B. The axial forces Ta and Tb are generated when the base member 21 is about to be moved in the shear direction by the shear forces Q1 and Q2 acting on the column 11.

  A bending moment Mr resulting from the axial forces Ta and Tb of the two rods 22A and 22B is generated at the column base 11A (the rigid joint point with the base member 21). The bending moment Mr is in the opposite direction to the bending moment Mc. The bending moment Mr lowers the upper end of the rod 22A on the shear front side, raises the upper end of the rod 22B on the shear rear side, and slightly rotates the base member 21.

  The horizontal components of the axial forces Ta and Tb are Ha and Hb, the vertical components are Va and Vb, and the arm length of the moment with respect to the column base 11A (the rigid joint point with the base member 21) of the axial forces Ta and Tb is a, b, the flange length from the junction point with the column base 11A to the junction point with the rod 22A in the base member 21 is f, the flange length to the junction point with the rod 22B is f, and the rod 22A is the base 14 When the crossing angle formed with respect to the base 14 is θa (FIG. 10) and the crossing angle formed by the rod 22B with respect to the foundation 14 is θb (FIG. 10), the following formulas (1) to (5) are established. Note that the axial force of the column 11 is ignored.

  Q1 + Q2 = Ha + Hb (1)

  Va + Vb = 0 (2)

  Mr = Ta × a + Tb + b (3)

  Mr = (Ha / cos θa) × a + (Hb / cos θb) × b (4)

  a = f · sin θa, b = f · sin θb (5)

  Therefore, in order to increase the bending moment Mr, the angles θa and θb of the rods 22A and 22B are increased, the flange length f of the base member 21 is increased, and the shearing force Q2 acting on the base member 21 is increased. Is required.

  Increasing the shearing force Q2 acting on the base member 21 can be realized by receiving a floor load or wind pressure with a beam material or a trunk edge and transmitting this to the base member 21.

  In addition, when the rod 22A (22B) and the base member 21 or the base 14 are joined by pin joining, the resistance to the movement of the base member 21 is small, so the base member 21 is moved greatly and Mr is also increased. In the case of rigid joining, the resistance to movement of the base member 21 is increased, so that Mr is smaller than that of the pin joining, but the deformation of the rod 22A (22B) is very small, so that slight vibration is generated. Can be suppressed.

  (4) When Mr = Mc, the column base 11A is in a rigid connection state (the column base 11A does not rotate, the relative angle between the column 11 and the foundation 14 is unchanged). There is no movement of the base member 21.

  (5) When Mr> Mc, the column base 11A is returned in the direction opposite to the direction of deformation by Mc. This is called a super-rigid joint state. The base member 21 moves in the shearing direction (Q1 direction).

  (6) When Mr <Mc, the column base 11A is in a semi-rigid joint state (weaker than the rigid joint). The base member 21 moves in the direction opposite to the shearing direction.

According to the present embodiment, the following operational effects can be obtained.
(a) The base member 21 is rigidly joined to the column base 11A, and a rod pair 22 composed of a combination of two rods 22A and 22B is provided between the base 14 and the base member 21, and the two rods 22A and 22B The lower ends of the two rods 22A and 22B are joined by joining the lower ends of the two rods 22A and 22B to the base member 14 and joining the upper ends thereof to the base member 21 and making the upper end interval of the two rods 22A and 22B narrower than the lower end interval. The axial forces Ta and Tb exert a bending moment Mr on the base member 21, and this bending moment Mr reduces deformation of the column 11 (displacement of the crossing angle between the column 11 and the foundation) and minimizes deformation of the entire building. Works.

  (b) Since the base member 21 is made of a cross member, the base member 21 can be made highly rigid as compared with a flange or floor beam that joins the base member 21 to the column base 11A. Accordingly, the bending moment Mr of (a) described above that the axial forces Ta and Tb of the two rods 22A and 22B exert on the base member 21 is stably transmitted to the column base 11A, and offset with the bending moment Mc generated in the column base 11A. Can be made. Thereby, the deformation | transformation of the whole building can be minimized stably.

  (c) Regardless of the position of the rigid joint point of the base member 21 defined on the column base 11A (including the floor beam joint piece 13A welded to the column base 11A), the length of the base member 21 made of a cross member is set. Can be long. This means that the flange length f from the above-described rigid joint point of the base member 21 and the column base 11A to the joint point of the base member 21 and the rod 22B can be increased. As a result, the two rods 22A and 22B This means that the bending moment Mr (a) described above (a) exerted on the base member 21 by the axial forces Ta and Tb can be increased (the reason is described above). Thereby, the deformation | transformation of the whole building can be minimized reliably.

  (d) Fluctuation of the shearing force Q2 acting on the base member 21 can be avoided by rigidly joining the upper end of the base member 21 (cross member) and the rod (oblique member 22B and / or vertical member 22A). The joint point r1 between the lower end of one rod 22A and the foundation 14, the joint point r2 between the upper end of the rod 22A and the base member 21 (cross member), the lower end of the other rod 22B (diagonal material) and the foundation 14 Let us consider a joint point s1 and a joint point s2 between the upper end of the rod 22B and the base member 21 (cross member). At this time, if all r1, r2, s1, and s2 are pin-joined, the bending moment Mr of (a) described above exerted on the base member 21 by the axial forces Ta and Tb of the two rods 22A and 22B is increased. The strength of the building structure 10 differs greatly depending on the ratio of the shearing force Q1 acting on the column 11 and the above-described Q2, and the strength of the building structure 10 cannot be specified in advance. On the other hand, if the base member 21 (cross member) and the upper end (r2 and / or s2) of the rod (oblique member 22B and / or vertical member 22A) are rigidly connected, the bending moment Mr will not increase as much as described above. The strength of the structure 10 is hardly different depending on the ratio of Q1 and Q2, and the strength of the building structure 10 can be specified in advance without being influenced by the plan.

  (e) When the building structure 10 is placed on the rigid joint between the base member 21 (cross member) and the rod (oblique member 22B and / or vertical member 22A) of (d), the building structure 10 The degree of fixation (of the floor beam 13) can be strengthened. When the bending moment Mr of (a) described above that the axial forces Ta and Tb of the two rods 22A and 22B exert on the base member 21 is transmitted to the column base 11A (floor beam) of the building structure 10, the column of the building structure 10 11 and the support fulcrum (mounting point) to the base member 21 of the building structure 10 is increased, and the fulcrum reaction force is reduced (however, the bending moment Mr is not the support pressure of the building structure 10; When the pulling force is applied to the fulcrum, there is no effect of reducing the fulcrum reaction force, and a reaction force is applied to a separate beam fixing bolt.

  (f) When a shearing force acts on the pillar 11 of the building structure 10 and the axial forces Ta and Tb are generated on the two rods 22A and 22B, the axial forces Ta and Tb of the two rods 22A and 22B are caused. Thus, the bending moment Mr generated in the column base 11A is opposite to the bending moment Mc generated in the column base 11A due to the shearing force acting on the column 11. Therefore, the deformation of the column 11 due to the bending moment Mc and the deformation of the column 11 due to the bending moment Mr cancel each other, reducing the deformation of the column 11 and minimizing the deformation of the entire building.

  (g) Since the deformation of the column 11 can be reduced by the bending moments Mr and Mc acting on the base member 21 as described above (a) and (f), the lower ends of the two rods 22A and 22B are rigidly joined to the foundation 14. Without deformation, it is possible to reduce the deformation of the column 11 and minimize the deformation of the entire building even when the pins are simply joined.

  (h) By setting the bending moment Mr and the bending moment Mc to Mr = Mc, the column base 11A is rigidly connected to the foundation 14 (the column base 11A does not rotate, and the intersection angle between the column 11 and the foundation is not displaced). ) And deformation of the pillar 11 can be reduced. There is no movement of the base member 21.

  (i) By setting the bending moment Mr and the bending moment Mc to Mr> Mc, the column base 11A is returned to the opposite direction by Mr, and becomes a super-rigid joint state, and the column 11 is deformed as described above. d) can be less. The base member 21 moves in the shear direction.

  (j) A fulcrum reaction force Q = Q1 + Q2 exerted by the foundation 14 on the two rods 22A and 22B by applying a shearing force Q2 in the same direction as the shearing force Q1 acting on the column 11 to the base member 21. , And consequently the axial forces Ta and Tb of the two rods 22A and 22B are increased, the bending moment Mr is increased, and the effect of providing the two rods 22A and 22B can be further improved.

  (k) The above-described (a) to (j) can be realized in the joint joint 20 that uses the lower structure as the foundation 14 and joins the column 11 of the building structure 10 to the foundation 14.

Example 2 (FIG. 11)
As shown in FIG. 11, the building structure 60 has a rectangular frame-shaped frame structure, and is rigidly connected to the upper ends of the columns 61 and 61 that are arranged side by side in a plane orthogonal to each other in plan view. By jointing the ceiling beam 62 to the joint piece 62A, the upper ends of the columns 61 and 61 are connected, and the joint piece is rigidly joined to the lower ends (column bases 61A) of the columns 61 and 61 arranged side by side. By rigidly joining the floor beam 63 (horizontal member) to 63A, the lower ends of the columns 61 and 61 are connected.

  In the building structure 60, the column base 61A of the columns 61 and 61 is connected to the lower floor structure 70 (lower part) by the column base joint joint 20 of the column base joint mount 20A of the first embodiment in each of the girder face and the end face. Structure).

  The lower-floor building structure 70 is a rigid frame structure in which a column 71 and a beam 72 are rigidly joined, and the column base 61A of the column 61 of the upper-floor building structure 60 is joined to the beam 72 by the column base joint 20. .

The support mechanism of the building structure 60 is substantially the same as the support mechanism of the building structure 10. Accordingly, the shearing force Q1 acts on the column 61 of the building structure 60, and the base member 21 is moved in the shearing direction by the shearing force Q1, so that the axial force Ta is applied to the two rods 22A and 22B. , Tb occurs, the bending moment Mr generated at the column base 61A (the rigid joint point with the base member 21) due to the axial forces Ta, Tb of the two rods 22A, 22B is a shear acting on the column 61. The direction is opposite to the bending moment Mc generated at the column base 61A (the rigid joint point with the base member 21) due to the force Q1. The base member 21 is subjected to a shearing force Q2 in the same direction as the shearing force Q1 acting on the column 61 (wall load, wind pressure, etc. corresponding to the lower half of the column 61).
According to the present embodiment, substantially the same functions and effects as those of the first embodiment are obtained.

Example 3 (FIG. 12)
As shown in FIG. 12, the building structure 80 has a rectangular frame-shaped frame structure, and four columns 81 arranged side by side are connected by beams 82 (ceiling beams) rigidly joined to their upper ends. The four columns 81 arranged side by side are connected together by a beam 83 (floor beam) that is rigidly joined to their lower end portions. In the plan view of FIG. 12, the building structure 80 is configured such that each column base 81 </ b> A is formed into a foundation or lower floor structure by the column base joints 84 and 85 on each of the long side and the short side that intersect the column 81. Be joined. The column base joints 84 and 85 may have the same configuration as the above-described column base joints 20, 40, 60, or column base joints 90 </ b> A, 90 </ b> B, 100 described later.

Example 4 (FIG. 13)
A column base joint 90A shown in FIG. 13 is a pair of rods composed of a combination of three rods 92A, 92B, 92C between a lower structure and a base member 91B rigidly joined to a column base 91A of a column 91. 90 is provided. A floor beam 93 is rigidly joined to the column base 91A of the column 91. The three rods 92 </ b> A to 92 </ b> C have their lower ends pin-joined (or rigidly joined) to the lower structure, and their upper ends are pin-joined (or rigidly joined) to the base member 91 </ b> B. The two rods 92A, 92B and one rod 92C are positioned on opposite sides of the column 91 with respect to the direction along the horizontal shearing force Q acting on the column 91 in a plan view of the column base joint 90A. The two rods 92A and 92B are positioned on the opposite side of the vertical plane including the shearing force Q on the front side of the shearing along the direction of the horizontal shearing force Q and are tilted backward. One rod 92 </ b> C is positioned in a vertical direction in a post-shear direction along the direction of the horizontal shearing force Q and positioned in a vertical plane including the shearing force Q. The upper end interval between the two rods 92A and 92C is made smaller than the lower end interval, and the upper end interval between the two rods 92B and 92C is made smaller than the lower end interval.

  The support mechanism by the column base joint 90A is substantially the same as the support mechanism of the column base joint 20 described above.

Example 5 (FIG. 14)
14 includes a combination of four rods 92A, 92B, 92C, and 92D between the lower structure and the base member 91B that is rigidly connected to the column base 91A of the column 91. A rod pair 92 is provided. A floor beam 93 is rigidly joined to the column base 91A of the column 91. The four rods 92A to 92D have their lower ends pin-joined (or rigidly joined) to the lower structure, and their upper ends are pin-joined (or rigidly joined) to the base member 91B. The two rods 92A and 92B and the two rods 92C and 92D are positioned on opposite sides of the column 91 with respect to the direction along the horizontal shearing force Q acting on the column 91 in a plan view of the column base joint 90B. The two rods 92A and 92B are positioned on the opposite side of the vertical plane including the shearing force Q on the front side of the shearing along the direction of the horizontal shearing force Q and are inclined backward. The two rods 92 </ b> C and 92 </ b> D are positioned on the opposite side of the vertical plane including the shearing force Q on the side in the post-shear direction along the direction of the horizontal shearing force Q.

  The upper end interval between the two rods 92A and 92C is made smaller than the lower end interval, and the upper end interval between the two rods 92B and 92D is made smaller than the lower end interval.

  The support mechanism by the column base joint 90B is substantially the same as the support mechanism of the column base joint 20 described above.

Example 6 (FIG. 15)
15 has four rods between a lower structure and a base member 101B rigidly connected to a column base 101A of a column 101 standing at a corner of the building structure 100A. A rod pair 102 comprising a combination of 102A to 102D is provided. The floor beam 103 is rigidly joined to the column base 101A of the column 101. The four rods 102 </ b> A to 102 </ b> D have their lower ends pin-joined (or rigidly joined) to the lower structure, and their upper ends are pin-joined (or rigidly joined) to the base member 101 </ b> B. Each rod 102A to 102D is connected to each side surface of the column base 101A from each corner portion of the base member 101B having a square cross section in the same direction as each corner portion of the column base 101A in the same manner as the column base 101A having a square cross section. It is diagonally arranged in the downward direction of radiation at 45 degrees.

  The two rods 102A and 102B and the two rods 102C and 102D are opposite to each other across the column 101 in the plan view of the column base joint 100 with respect to the direction along the girder horizontal shearing force QA acting on the column 101. Positioned on. The two rods 102A and 102B are positioned on the opposite side of the vertical plane including the shearing force QA on the front side of the shear along the girder-direction horizontal shearing force QA. The two rods 102 </ b> C and 102 </ b> D are positioned forwardly so as to be positioned on opposite sides of the vertical plane including the shearing force QA in the post-shear direction along the direction of the horizontal shearing force QA. The upper end interval between the two rods 102A and 102D is made smaller than the lower end interval, and the upper end interval between the two rods 102B and 102C is made smaller than the lower end interval.

  The two rods 102B and 102C and the two rods 102A and 102D are opposite to each other across the column 101 in a plan view of the column base joint 100 with respect to the horizontal shearing force QB acting on the column 101. Positioned on. The two rods 102B and 102C are positioned on the opposite side of the vertical plane including the shearing force QB on the front side of the shear along the direction of the horizontal shearing force QB in the wife direction. The two rods 102A and 102D are positioned forwardly and positioned on opposite sides of the vertical plane including the shearing force QB in the direction of shearing along the direction of the horizontal shearing force QB in the wife direction. The upper end interval between the two rods 102A and 102B is made smaller than the lower end interval, and the upper end interval between the two rods 102C and 102D is made smaller than the lower end interval.

  The support mechanism by the column base joint opening 100 is substantially the same as the support mechanism of the column base joint joint 20 described above. The column base joint joint 100 includes the functions of the above-mentioned column base joint joints 83 and 84, and can cope with the girder direction horizontal shear force QA and the wife direction horizontal shear force QB.

  The embodiment of the present invention has been described with reference to the drawings. However, the specific configuration of the present invention is not limited to this embodiment, and even if there is a design change or the like without departing from the gist of the present invention. Included in the invention.

FIG. 1 is a schematic diagram illustrating a building structure according to the first embodiment. FIG. 2 is an enlarged view of a main part of FIG. FIG. 3 is a plan view of FIG. FIG. 4 is a schematic diagram showing a modification of FIG. FIGS. 5A and 5B show a column base joining frame, where FIG. 5A is a perspective view seen from the outside, and FIG. 5B is a perspective view seen from the inside. FIG. 6 is an external view showing the column base joining frame. FIG. 7 is an internal view showing the column base joining frame. FIG. 8 is a plan view showing the column base joining frame. FIG. 9 is a schematic diagram showing the horizontal force acting on the column base joint. FIG. 10 is a schematic diagram showing the bending moment acting on the column base joint. FIG. 11 is a schematic diagram showing the frame structure of the second embodiment. FIG. 12 is a schematic plan view showing the building structure of the third embodiment. FIG. 13 is a schematic diagram illustrating a column base joint connection according to a fourth embodiment. FIG. 14 is a schematic diagram illustrating a column base joint connection according to the fifth embodiment. FIG. 15 is a schematic diagram illustrating a column base joint according to the sixth embodiment.

Explanation of symbols

10, 60, 80 Building structure 11, 51, 81, 91, 101 Column 11A, 51A, 81A, 91A, 101A Column base 13, 63, 83, 93, 103 Floor beam (horizontal)
14 Foundation (substructure)
20, 84, 85, 90A, 90B, 100 Column base connection port 21, 91B, 101B Base member 22, 92, 102 Rod pair 22A, 22B, 92A, 92B, 92C, 92D, 102A, 102B, 102C, 102D Rod 70 Lower-floor building structure (lower structure)
Q1, Q2 Shear force Ta, Tb Axial force Mc, Mr Bending moment

Claims (8)

In the column base connection joint that connects each column base of multiple columns of building structures to the lower structure,
A horizontal member as a structural member is bonded to each column base, and a base member made of the horizontal member is rigidly connected to a column base of at least one column among a plurality of columns,
A rod pair consisting of a combination of at least two rods is provided between the lower structure and the base member, and these rods have their lower ends joined to the lower structure and their upper ends joined to the base member. A column-base joint is characterized in that the upper end interval of the rods is made smaller than the lower end interval, and the upper end of at least one of the rods is rigidly joined to one end of the base member.   The column base joint according to claim 1, wherein the building structure is placed on a rigid joint between the base member and the rod.   When a shearing force acts on the column of the building structure and an axial force is generated on the constituent rods of the rod pair, a bending moment Mr generated on the column base due to the axial force of these rods is applied to the column. 3. The column base joint according to claim 1, wherein the column base joint has a direction opposite to a bending moment Mc generated in the column base due to a force.   4. The column base joint according to claim 3, wherein Mr = Mc.   4. The column base joint according to claim 3, wherein Mr> Mc.   The column base joint according to claim 5, wherein a shearing force in the same direction as a shearing force acting on the column acts on the base member.   The column base joint according to any one of claims 1 to 6, wherein the lower structure is a foundation.   The column base joint according to any one of claims 1 to 6, wherein the lower structure is a lower-floor building structure.

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