U.S. patent application number 11/995219 was filed with the patent office on 2009-03-05 for joint connection.
This patent application is currently assigned to SEKISUI CHEMICAL CO., LTD.. Invention is credited to Chika Iri, Katsunori Ohnishi.
Application Number | 20090060642 11/995219 |
Document ID | / |
Family ID | 37668757 |
Filed Date | 2009-03-05 |
United States Patent
Application |
20090060642 |
Kind Code |
A1 |
Ohnishi; Katsunori ; et
al. |
March 5, 2009 |
JOINT CONNECTION
Abstract
In a joint connection 20 in which a beam end and a column base
of a structure 10, or a peripheral member rigidly joined thereto,
are joined to an other structure 13 capable of receiving a bending
moment through supporting means 22, a deformation due to a very
small geometric movement within a resilient range is generated in
the supporting means 22 by a reaction force generated at a joint
portion with the other structure 13 due to an external force
exerted on a beam or a column, thereby being capable of generating
a bending moment Mr in a reverse direction to a bending moment Mc
generated in the column base or the beam end.
Inventors: |
Ohnishi; Katsunori; (Tokyo,
JP) ; Iri; Chika; (Tokyo, JP) |
Correspondence
Address: |
SUGHRUE MION, PLLC
2100 PENNSYLVANIA AVENUE, N.W., SUITE 800
WASHINGTON
DC
20037
US
|
Assignee: |
SEKISUI CHEMICAL CO., LTD.
Osaka-shi, OSAKA
JP
|
Family ID: |
37668757 |
Appl. No.: |
11/995219 |
Filed: |
July 14, 2006 |
PCT Filed: |
July 14, 2006 |
PCT NO: |
PCT/JP2006/314104 |
371 Date: |
January 10, 2008 |
Current U.S.
Class: |
403/178 |
Current CPC
Class: |
E04B 2001/2454 20130101;
E04B 2001/2463 20130101; E04B 2001/2484 20130101; Y10T 403/349
20150115; E04B 1/24 20130101 |
Class at
Publication: |
403/178 |
International
Class: |
E04B 1/58 20060101
E04B001/58 |
Foreign Application Data
Date |
Code |
Application Number |
Jul 15, 2005 |
JP |
2005-207831 |
Sep 1, 2005 |
JP |
2005-254142 |
Jun 12, 2006 |
JP |
2006-162545 |
Jun 12, 2006 |
JP |
2006-162548 |
Claims
1. A joint connection in which a beam end and a column base of a
structure, or a peripheral member rigidly joined thereto, are
joined to another structure capable of receiving a bending moment
via supporting means, wherein a deformation due to a very small
geometric movement within a resilient range is generated in the
supporting means by a reaction force generated at a joint portion
with the other structure due to an external force exerted on a beam
or a column, thereby being capable of generating a bending moment
Mr in a reverse direction to a bending moment Mc generated in the
column base or the beam end.
2. The joint connection of the beam end according to claim 1,
wherein the supporting means is a combination of at least two rods,
each rod having one end joined to the beam end or the peripheral
member and the other end joined to a lateral structure; and the one
end and the other end of each of the rods being separated
respectively, and an interval between the one end of each of the
rods is narrower than an interval between the other end of each of
the rods.
3. The joint connection of the beam end according to claim 1,
wherein the supporting means is a combination of at least two rods,
each rod having one end coupled by a coupling member, the coupling
member being joined to the beam end or the peripheral member, and
the other end of each rod is joined to a lateral structure; and the
one end and the other end of each of the rods being separated
respectively, and an interval between the one end of each of the
rods is narrower than an interval between the other end of each of
the rods.
4. The joint connection of the column base according to claim 1,
wherein the supporting means is a combination of at least two rods,
each rod having a lower end joined to a lower structure and an
upper end joined to the column base or the peripheral member; and
the upper ends and the lower ends of the rods are separated
respectively, and an upper end interval is made narrower than a
lower end interval.
5. The joint connection of the column base according to claim 1,
wherein the supporting means is a combination of at least two rods,
each rod having a lower end joined to a lower structure, an upper
end coupled by a coupling member, and the coupling member joined to
the column base or the peripheral member; and the upper ends and
the lower ends of the rods being separated respectively, and an
upper end interval being made narrower than a lower end
interval.
6. The joint connection of the column base according to claim 5,
wherein the building structure is placed on a coupling portion of
the coupling member and the rods.
7. The joint connection of the column base according to claim 5,
wherein one of joint portions of the coupling member and the rods
is a rigid joint.
8. The joint connection of the column base according to claim 5,
wherein the joint of the column base or the peripheral member and
the coupling member is of a tensile joint where introduction
tensile force is exerted therebetween.
9. The joint connection of the column base according to claim 8,
wherein the tensile joint is provided with a resilient bridging
member at the bottom of the coupling member, the resilient bridging
member having both ends supported to the coupling member or the
rods, the resilient bridging member having an intermediate portion
which is separated from the coupling member to be a rational cross
section with small deformation, and the intermediate portion of the
resilient bridging member and the coupling member is passed through
by a bolt which is joined to the column base or the peripheral
member.
10. The joint connection according to claim 1, wherein the moments
are Mr=Mc.
11. The joint connection according to claim 1, wherein the moments
are Mr>Mc.
12. The joint connection of the column base according to claim 1,
wherein the lower structure is a foundation.
13. The joint connection of the column base according to claim 1,
wherein the lower structure is a lower story building
structure.
14. A building comprising a frame structure which includes a
plurality of columns, at least one of the columns being joined to a
lower structure by the joint connection of the column base
according to claim 1.
15. A building comprising beams, at least one of the beams being
joined to a lateral structure by the joint connection of the beam
end according to claim 1.
16. A bridge comprising beams, at least one of the beams being
joined to a lateral structure by the joint connection of the beam
end according to claim 1.
17. The joint connection of the column base according to claim 6,
wherein one of joint portions of the coupling member and the rods
is a rigid joint.
18. The joint connection of the column base according to claim 6,
wherein the joint of the column base or the peripheral member and
the coupling member is of a tensile joint where introduction
tensile force is exerted therebetween.
19. The joint connection of the column base according to claim 7,
wherein the joint of the column base or the peripheral member and
the coupling member is of a tensile joint where introduction
tensile force is exerted therebetween.
20. The joint connection according to claim 2, wherein the moments
are Mr=Mc.
Description
TECHNICAL FIELD
[0001] The present invention relates to joint connections in which
beam ends and column bases of a structure, or peripheral members
rigidly joined thereto are joined to another structure via
supporting means.
BACKGROUND ART
[0002] As a column base joint connection for a building, there is
one which rigidly joints column bases of columns that the building
has to a foundation, as described in patent document 1. That is,
the column base of the column is rigidly joined to the foundation;
displacement of an intersecting angle between the column and the
foundation is made smaller than that in the case of a pin joint;
and consequently, deformation of the entire building can be
reduced.
[0003] In addition, when a simple beam is hung over a large span, a
beam having a large cross section is required in order to reduce
bending deformation of the beam. In this case, the beam has a large
size and a large weight.
[0004] Consequently, in the prior art, there have been methods
adopted in which a beam is of a trussed structure or a lattice
structure and the beam is reduced in weight by converting a bending
force exerted on the beam to an axial force, the beam is reduced in
cross-section by applying prestress on the beam, or the beam is
reduced in cross-section by forming the beam to be a suspension
structure.
[0005] [Patent Document 1] Japanese Patent Application Laid-Open
(JP-A) No. 2005-2777
DISCLOSURE OF THE INVENTION
Problems to be Solved by the Invention
[0006] An object of the present invention is to minimize
deformation of the entire building in a joint connection of a
column base.
[0007] Another object of the present invention is to be capable of
keeping up with a large span by a small cross section in a joint
connection of a beam end.
Means for Solving Problem
[0008] According to the present invention of claim 1, there is
provided a joint connection in which a beam end and a column base
of a structure, or a peripheral member rigidly joined thereto, are
joined to other structure capable of receiving a bending moment via
supporting means, wherein deformation due to a very small geometric
movement within a resilient range is generated in the supporting
means by a reaction force generated at a joint portion with the
other structure due to an external force exerting on a beam or a
column, thereby being capable of generating a bending moment Mr in
a reverse direction to a bending moment Mc generated in the column
base or the beam end.
[0009] According to the present invention of claim 2, in the
present invention of claim 1, the supporting means is a combination
of at least two rods, each rod having one end joined to the beam
end or the peripheral member and having the other end joined to a
lateral structure; and the one end and the other end of each of the
rods being separated respectively, and an interval between the one
end of each of the rods is narrower than an interval between the
other end of each of the rods.
[0010] According to the present invention of claim 3, in the
present invention of claim 1, the supporting means is a combination
of at least two rods, each rod having one end coupled by a coupling
member, the coupling member being joined to the beam end or the
peripheral member, and the other end of each of the rods being
joined to a lateral structure; and the one end and the other end of
each of the rods being separated respectively, and an interval
between the one end of each of the rods is narrower than an
interval between the other end of each of the rods
[0011] According to the present invention of claim 4, in the
present invention of claim 1, the supporting means is a combination
of at least two rods, the rods having lower ends joined to a lower
structure and having upper ends joined to the column base or the
peripheral member; wherein the upper ends and the lower ends of the
rods are separated respectively, and an upper end interval is
narrower than a lower end interval.
[0012] According to the present invention of claim 5, in the
present invention of claim 1, the supporting means is of a
combination of at least two rods, the rods having lower ends joined
to a lower structure, upper ends of the rods being coupled by a
coupling member, and the coupling member being joined to the column
base or the peripheral member; and the upper ends and the lower
ends of the rods are separated respectively, and an upper end
interval is narrower than a lower end interval.
[0013] According to the present invention of claim 6, in the
present invention of claim 5, the building structure is placed on a
coupling portion of the coupling member and the rods.
[0014] According to the present invention of claim 7, in the
present invention of claims 5 or 6, one of joint portions of the
coupling member and the rods is a rigid joint.
[0015] According to the present invention of claim 8, in the
present invention of any of claims 5 to 7, the joint of the column
base or the peripheral member and the coupling member is of a
tensile joint where introduction tensile force is exerted
therebetween.
[0016] According to the present invention of claim 9, in the
present invention of claim 8, the tensile joint is provided with a
resilient bridging member at the bottom of the coupling member, the
resilient bridging member having both ends which are supported to
the coupling member or the rods, the resilient bridging member
having an intermediate portion which is separated from the coupling
member to be a rational cross section with small deformation, and
the intermediate portion of the resilient bridging member and the
coupling member being passed through by a bolt which is joined to
the column base or the peripheral member.
[0017] According to the present invention of claim 10, in the
present invention of any one of claims 1 to 9, the moments are
Mr=Mc.
[0018] According to the present invention of claim 11, in the
present invention of any one of claims 1 to 9, further, the moments
are Mr>Mc.
[0019] According to the present invention of claim 12, in the
present invention of any one of claims 1, or 4 to 11, the lower
structure is a foundation.
[0020] According to the present invention of claim 13, in the
present invention of any one of claims 4 to 11, the lower structure
is a lower story building structure.
[0021] According to the present invention of claim 14, there is
provided a building including a frame structure which includes a
plurality of columns, at least one of the columns being joined to a
lower structure by the joint connection of the column base as set
forth in any one of claims 1, or 4 to 13.
[0022] According to the present invention of claim 15, there is
provided a building including beams, at least one of the beams
being joined to a lateral structure by the joint connection of the
beam end as set forth in any one of claims 1 to 3, 10, or 11.
[0023] According to the present invention of claim 16, there is
provided a bridge including beams, at least one of the beams being
joined to a lateral structure by the joint connection of the beam
end as set forth in any one of claims 1 to 3, 10, or 11.
[0024] In the building structure according to the present
invention, each column base of a plurality of mutually parallel
arranged columns is joined to a lower structure. However, for
example, a column base for one of the columns may be the joint
connection characteristic of the present invention, and a column
base for the other column may be a joint connection not
characteristic of the present invention, a simple pin joint
connection may be applied.
[0025] In the column base joint connection according to the present
invention, a pair of rods provided between the lower structure and
the column base is not limited to those composed of two rods. For
example, those composed of four rods may be used, wherein two rods
are provided on the gable side, and the other two rods are provided
on the girder side in the column base of one column.
[0026] In the joint connection according to the present invention,
joints of the upper ends or the lower ends of two rods and the
column base or the lower structure may be pin-jointed or rigidly
jointed.
[0027] In the present invention, "rod" is not limited to a rod-like
shape, but, a steel-like shape and a plate-like shape are
included.
EFFECT OF THE INVENTION
Claim 1
[0028] (a) In a joint connection in which a beam end and a column
base of a structure, or a peripheral member rigidly joined thereto
are joined to other structure via supporting means, a bending
moment Mr in a reverse direction to a bending moment Mc generated
in the column base or the beam end due to a force orthogonally
exerting on the axis of the beam or the column can be generated by
deformation of the supporting means (deformation due to a very
small geometric movement within a resilient range of the supporting
means), whereby deformation of the beam end or the column base
(displacement of an intersecting angle between the beam or the
column and other structure) is reduced and deformation of the
entire structure is minimized.
Claim 2
[0029] (b) A pair of rods combined of two rods is provided between
a lateral structure and ends of a beam, each of the two rods have
one end joined to the lateral structure and have their other end
joined to the ends of the beam, an interval on one end sides of the
two rods is made narrower than an interval on the other end sides;
whereby axial forces of the two rods exert a bending moment on the
ends of the beam, and the bending moment reduces deformation of the
beam (displacement of an intersecting angle between the beam and
the lateral structure) and operates so as to minimize deformation
of the entire beam.
[0030] (c) When a shear force exerts on the beam and the axial
forces are generated in the two rods, a bending moment Mr generated
at the ends of the beam due to the axial forces of the two rods is
in a reverse direction to a bending moment Mc generated at the ends
of the beam due to the shear force exerting on the beam. Therefore,
deformation of the beam due to the bending moment Mc and
deformation of the beam due to the bending moment Mr are balanced
out with each other, deformation of the beam is reduced, and
deformation of the entire beam is minimized.
[0031] (d) As described above in (b) and (c), the deformation of
the beam can be reduced by the bending moments Mr and Mc exerting
on the ends of the beam; therefore, the other ends of the two rods
are not rigidly joined to the lateral structure, but, deformation
of the beam is reduced even in the case of easily pin-jointing, and
deformation of the entire beam can be minimized.
Claim 3
[0032] (e) A coupling member is joined to the beam end, a pair of
rods combined of two rods is provided between a lateral structure
and a coupling member, the two rods have their other ends joined to
the lateral structure and have their one end joined to the coupling
member, and one end interval between the two rods is made narrower
than the other end interval therebetween; accordingly, axial forces
of the two rods exert a bending moment on the coupling member, and
the bending moment reduces deformation of the beam and operates so
as to minimize deformation of the entire structure.
[0033] (f) The coupling member is made of different composition
material from a structural member joined to the beam end; and
therefore, the coupling member can be high stiffness as compared
with a horizontal member as a structural member in which the
coupling member is joined to the beam end. Therefore, the above
described (e) bending moment Mr in which the axial forces of the
two rods exert on the coupling member is stably transferred to the
beam end; and consequently, this can be balanced out with the
bending moment Mc generated in the beam end. With this
configuration, deformation of the entire building can be stably
minimized.
[0034] (g) The length of the coupling member can be prolonged
irrespective of a position of the joint point of the coupling
member fixed to the beam end. This means that a flange length f
from the above described joint point of the coupling member and the
beam end to a joint point of the coupling member and the rod can be
prolonged; therefore, the previously described (e) bending moment
Mr in which the axial forces of the two rods exert on the coupling
member can be increased. With this configuration, deformation of
the entire building can be minimized.
Claim 4
[0035] (h) A pair of rods combined of two rods is provided between
a column base and a lower structure, the two rods have their lower
ends joined to the lower structure and also have their upper ends
joined to the column base, an upper interval between the two rods
is made narrower than a lower interval therebetween; accordingly,
axial forces of the two rods exert a bending moment on the column
base, and the bending moment reduces deformation of the column
(displacement of the intersecting angle between a column and a
foundation) and operates so as to minimize deformation of the
entire building.
[0036] (i) When shear force exerts on the column of the building
structure and the axial forces are generated in the two rods, a
bending moment Mr generated in the column base due to the axial
forces of the two rods is in a reverse direction to a bending
moment Mc generated in the column base due to the shear force
exerting on the column. Therefore, deformation of the column due to
the bending moment Mc and deformation of the column due to the
bending moment Mr are balanced out with each other, deformation of
the column is reduced, and deformation of the entire building is
minimized.
[0037] (j) As described above in (h) and (i), the deformation of
the column can be reduced by the bending moments Mr and Mc exerting
on the base member; therefore, the lower end of the two rods are
not rigidly joined to the lower structure, but, deformation of the
column is reduced even in the case of easily pin-jointing, and
deformation of the entire building can be minimized.
Claim 5
[0038] (k) A coupling member is joined to a column base, a pair of
rods combined of two rods is provided between a lower structure and
the coupling member, the two rods have their lower ends joined to
the lower structure and have their upper ends joined to the
coupling member, an upper interval between the two rods is made
narrower than a lower interval therebetween; accordingly, axial
forces of the two rods exert a bending moment on the coupling
member, and the bending moment reduces deformation of the column
(displacement of an intersecting angle between a column and a
foundation) and operates so as to minimize deformation of the
entire building.
[0039] (l) The coupling member is made of a different material
composition from the structural member joined to the column base;
therefore, the coupling member can have a high stiffness as
compared with a horizontal member as a structural member in which
the coupling member is joined to the column base. Therefore, the
above described (k) bending moment Mr in which the axial forces of
the two rods exert on the coupling member is stably transferred to
the column base; consequently, this can be balanced out with the
bending moment Mc generated in the column base. With this
configuration, deformation of the entire building can be stably
minimized.
[0040] (m) The length of the coupling member made up of a cross
member can be prolonged irrespective of a position of a rigid joint
point of the coupling member fixed to the column base (including a
floor beam joint piece welded to the column base). This means that
a flange length f from the above described rigid joint point of the
coupling member and the column base to a joint point of the
coupling member and the rod can be prolonged; therefore, the
previously described (a) bending moment Mr in which the axial
forces of the two rods exert on the coupling member can be
increased. With this configuration, deformation of the entire
building can be minimized.
Claim 6
[0041] (n) When a building structure is placed on rigid joint
portions of the above described (n) coupling member (cross member)
and the rods (diagonal member and/or vertical member), a degree of
fixation of a horizontal member (beam, girder, girth, ground sill,
and the like) as a structural member joined to a column base of the
building structure can be strengthened. When the previously
described (k) bending moment Mr, which the axial forces of two rods
exert on the coupling member, is transferred to the column base
(floor beam) of the building structure, a distance between the
column of the building structure and a bearing supporting point
(placing point) to the coupling member of the building structure
becomes large, and the supporting point reaction force is reduced
(in this regard, however, when the bending moment Mr is not bearing
the weight of the building structure, but a pull-out force is
exerted on the supporting point, there is no effect of the
reduction in the supporting point reaction force, and consequently,
the reaction force is exerted on other beam fixing bolt).
Claim 7
[0042] (o) Joint portions of the above described (k) coupling
member and the rods can be of a rigid joint.
[0043] (p) Variation in shear force Q2 exerting on the coupling
member can be avoided by rigidly jointing the coupling member
(cross member) and the upper ends of the rods (diagonal member
and/or vertical member). A joint point r1 of the lower end of one
rod and a lower structure, a joint point r2 of the upper end of the
one rod and the coupling member (cross member), a joint point s1 of
the lower end of the other one rod (diagonal member) and the lower
structure, and a joint point s2 of the upper end of the other rod
and the coupling member (cross member) will be considered. At this
time, if all the r1, r2, s1, and s2 are pin joints, the previously
described (a) bending moment Mr in which axial forces of the two
rods exert on the coupling member becomes large; however, the
strength of a building structure is largely dependent on a ratio
between the shear force Q1 exerting on a column and the above
described Q2, and therefore, the strength of the building structure
cannot be preliminarily specified. On the other hand, if the
coupling member (cross member) and the upper ends (r2 and/or s2) of
the rods (diagonal member and/or vertical member) are rigidly
joined, the bending moment Mr does not become large to such an
extent as mentioned above; however, the difference in the strength
of the building structure due to the ratio between Q1 and Q2 is
almost eliminated, and therefore, the strength of the building
structure can be preliminarily specified without depending on
plans.
Claim 8
[0044] (q) A coupling member is tensionally joined to a column
base, a pair of rods combined of two rods is provided between a
lower structure and the coupling member, the two rods have their
lower ends joined to the lower structure and also have their upper
ends joined to the coupling member, an upper interval between the
two rods is made narrower than a lower interval therebetween;
accordingly, the axial forces of the two rods exert a bending
moment on the coupling member, and the bending moment reduces
deformation of a column (displacement of an intersecting angle
between the column and a foundation) and operates so as to minimize
deformation of the entire building.
[0045] (r) Tensile force tensionally jointing the coupling member
to the column base is introduced between the column base and the
coupling member. As a result, the introduction tensile force
becomes a resistance force (tear-off resistance force) against a
tear-off force that tears off the column base from the coupling
member; rotation of a building structure with respect to the
coupling member (rotation of the column with respect to a vertical
line, and rotation of a floor beam with respect to a horizontal
line) is reduced; and therefore, deformation of the entire building
can be stably minimized.
[0046] (s) The length of the coupling member made up of a cross
member can be prolonged irrespective of a position of a tensile
joint point of the coupling member fixed to the column base
(including a floor beam joint piece welded to the column base).
This means that a flange length f from the above described tensile
joint point of the coupling member and the column base to a joint
point of the coupling member and the rod can be prolonged;
therefore, the previously described (a) bending moment Mr, which
the axial forces of the two rods exert on the coupling member, can
be increased. With this configuration, deformation of the entire
building can be surely minimized.
[0047] (t) Variation in shear force Q2 exerting on the coupling
member can be avoided by rigidly jointing the coupling member
(cross member) and the upper ends of the rods (diagonal member
and/or vertical member). A joint point r1 of the lower end of one
rod and a lower structure, a joint point r2 of the upper end of the
one rod and the coupling member (cross member), a joint point s1 of
the lower end of the other one rod (diagonal member) and the lower
structure, and a joint point s2 of the upper end of the other rod
and the coupling member (cross member) will be considered. At this
time, if all the r1, r2, s1, and s2 are pin joints, the previously
described (q) bending moment Mr, which axial forces of the two rods
exert on the coupling member, becomes large; however, the strength
of a building structure is largely dependent on a ratio between
shear force Q1 exerting on a column and the above described Q2, and
therefore, the strength of the building structure cannot be
preliminarily specified. On the other hand, if the coupling member
(cross member) and the upper ends (r2 and/or s2) of the rods
(diagonal member and/or vertical member) are rigidly joined, the
bending moment Mr does not become large to such an extent as
mentioned above; however, the difference in the strength of the
building structure due to the ratio between Q1 and Q2 is almost
eliminated, and the strength of the building structure can be
preliminarily specified without depending on plans.
Claim 9
[0048] (u) Both ends of a resilient bridging member are supported
to a coupling member or rods, an intermediate portion of the
resilient bridging member is made apart from the coupling member,
and a bolt passing through the intermediate portion of the
resilient bridging member and the coupling member is tensionally
joined to a column base of a column; accordingly, the coupling
member can be tensionally joined to the column base by a simple
structure.
Claim 10
[0049] (v-1) A bending moment Mr and a bending moment Mc are set to
Mr=Mc, and accordingly, a column base is in a rigid joint state
with respect to a lower structure (the column base does not rotate,
and an intersecting angle between a column and a foundation is not
displaced); consequently, deformation of the column can be reduced.
The column base does not move.
[0050] (v-2) The bending moment Mr and the bending moment Mc are
set to Mr=Mc, and accordingly, the end of a beam is in a rigid
joint state with respect to a rigid body (the end of the beam does
not rotate, and an intersecting angle between the beam and the
rigid body is not displaced); consequently, deformation of the beam
can be reduced. The end of the beam does not move.
Claim 11
[0051] (w-1) A bending moment Mr and a bending moment Mc are set to
Mr>Mc, and accordingly, a column base has deformation due to Mc,
which is moved back in a reverse direction by Mr, and becomes in a
super rigid joint state, so that deformation of the column can be
reduced as compared with the above mention (v-1). A base member
moves in a shear direction.
[0052] (w-2) The bending moment Mr and the bending moment Mc are
set to Mr>Mc, and accordingly, the end of a beam has deformation
due to Mc, which is moved back in a reverse direction by Mr, and
becomes in a super rigid joint state, so that deformation of the
beam can be reduced as compared with the above mention (v-2). The
end of the beam moves in a shear direction.
Claim 12
[0053] (x) In a joint connection in which a lower structure is a
foundation and a column of a building structure is joined to the
foundation, the above mentioned (h) to (w) can be realized.
Claim 13
[0054] (y) In a joint connection in which a lower structure is a
lower story building structure and a column of an upper story
building structure is joined to a capital or a beam of the lower
story building structure, the above mentioned (h) to (w) can be
realized, and high stiffness can be obtained in the beam-priority
work method.
Claim 14
[0055] (z-1) In a building, the above mentioned (a), and (h) to (y)
can be realized.
Claim 15
[0056] (z-2) In a building, the above mentioned (a) to (g), (v),
and (w) can be realized.
Claim 16
[0057] (z-3) In a bridge, the above mentioned (a) to (g), (v), and
(w) can be realized.
BRIEF DESCRIPTION OF THE DRAWINGS
[0058] FIG. 1 is a schematic view showing a gate frame structure of
an embodiment 1;
[0059] FIG. 2 is a front view showing the gate frame structure;
[0060] FIG. 3 is a schematic view showing horizontal force exerting
on a column base joint connection;
[0061] FIG. 4 is a schematic view showing a bending moment exerting
on the column base joint connection;
[0062] FIG. 5 is a schematic view showing a frame unit structure of
an embodiment 2;
[0063] FIG. 6 is a front view showing the frame unit structure;
[0064] FIG. 7 is a schematic view showing a gate frame structure of
an embodiment 3;
[0065] FIG. 8 is a schematic plan view showing a building structure
of an embodiment 4;
[0066] FIG. 9 is a schematic view showing a column base joint
connection of an embodiment 5;
[0067] FIG. 10 is a schematic view showing a column base joint
connection of an embodiment 6;
[0068] FIG. 11 is a schematic view showing a column base joint
connection of an embodiment 7;
[0069] FIG. 12 is a schematic view showing a building structure of
an embodiment 8;
[0070] FIG. 13 is a relevant part enlarged view of FIG. 12;
[0071] FIG. 14 is a plan view of FIG. 13;
[0072] FIG. 15 is a schematic view showing a variant of FIG.
13;
[0073] FIG. 16 shows a column base joint trestle, (A) is a
perspective view seen from outside, and (B) is a perspective view
seen form inside;
[0074] FIG. 17 is an external view showing the column base joint
trestle;
[0075] FIG. 18 is an internal view showing the column base joint
trestle;
[0076] FIG. 19 is a plan view showing the column base joint
trestle;
[0077] FIG. 20 is a schematic view showing horizontal force
exerting on a column base joint connection;
[0078] FIG. 21 is a schematic view showing a bending moment
exerting on the column base joint connection;
[0079] FIG. 22 is a schematic view showing a frame structure of an
embodiment 9;
[0080] FIG. 23 is a schematic view showing a building structure of
an embodiment 10;
[0081] FIG. 24 is a relevant part enlarged view of FIG. 23;
[0082] FIG. 25 is a plan view of FIG. 24;
[0083] FIG. 26 a perspective view showing a column base joint
trestle;
[0084] FIG. 27 is a schematic view showing a frame structure of an
embodiment 11;
[0085] FIG. 28 is a schematic view showing a beam joint connection
of an embodiment 12;
[0086] FIG. 29 is a schematic view showing a specific embodiment of
the beam joint connection; and
[0087] FIG. 30 is a schematic view showing a bending moment
exerting on the beam joint connection.
DESCRIPTION OF REFERENCE NUMERALS
[0088] 10, 30, and 50 Building structure [0089] 11, 31, and 51
Column [0090] 11A, 31A, and 51A Column base [0091] 13 and 34
Foundation (Lower structure) [0092] 20, 40, and 60 Column base
joint connection [0093] 21, 41, and 61 Base member [0094] 22, 42,
and 62 Pair of rods [0095] 22A, 22B, 42A, 42B, 62A, and 62B Rod
[0096] 70 Lower story building structure [0097] 72 Beam (Lower
structure) [0098] Q1 and Q2 Shear force [0099] Ta and Tb Axial
force [0100] Mc and Mr Bending moment [0101] 110 and 160 Building
structure [0102] 111 Column [0103] 111A Column base [0104] 113 and
163 Floor beam (Horizontal member) [0105] 114 Foundation (Lower
structure) [0106] 120 Column base joint connection [0107] 121 Base
member [0108] 122 Pair of rods [0109] 122A and 122B Rod [0110] 150
Resilient bridging member [0111] 151 Bolt [0112] 170 Lower story
building structure (Lower structure) [0113] 210 Beam structure
[0114] 211 Beam [0115] 211A Beam end [0116] 212 Rigid body [0117]
220 Beam joint connection [0118] 222 Pair of rods [0119] 222A and
222B Rod
BEST MODE FOR CARRYING OUT THE INVENTION
[0120] Embodiments according to the present invention will be
described below based on the drawings.
EMBODIMENTS
Embodiment 1
FIGS. 1 to 4
[0121] As shown in FIGS. 1 and 2, a building structure 10 is of a
gate frame structure in which mutually parallel arranged columns 11
and 11 are coupled by a beam 12 that is rigidly joined to the upper
ends of the columns. The building structure 10 has respective
column bases 11A of the columns 11 and 11, each of column bases 11A
being joined to a foundation 13 (lower structure) by a column base
joint connection 20. Composition of the column base joint
connection 20 will be described below.
[0122] The column base joint connection 20 rigidly joints mounting
members 21A to the column base 11A, and the mounting members 21A
serve as a base member 21 as a peripheral member rigidly joined to
the column base 11A.
[0123] The column base joint connection 20 is provided with a pair
of rods 22 combined of two rods 22A and 22B as supporting means
between the foundation 13 and the base member 21. The two rods 22A
and 22B each have their lower end pin-jointed (applicable even in a
rigid joint) to the foundation 13, and their upper end pin-jointed
(applicable even in the rigid joint) to the base member 21. An
upper interval between the two rods 22A and 22B is made narrower
than a lower interval therebetween (the rods 22A and 22B are formed
in a truncated chevron shape with each other, and the upper
interval on the column 11 side is made narrower than the lower
interval on the foundation 13 side). In the present embodiment, the
rod 22A on the shear forward side, along a direction of horizontal
shear force Q1 exerted on the column 11, is tilted backward, and
the rod 22B on the shear backward side is tilted forward.
[0124] A supporting mechanism by the column base joint connection
20 of the building structure 10 will be described below (FIGS. 3
and 4).
[0125] (1) The horizontal shear force Q1 is exerted on the column
11. Further, in the present embodiment, horizontal shear force Q2
(wall load, wind pressure, and the like corresponding to lower half
of the column 11) in the same direction as that of the shear force
Q1 exerted on the column 11, is exerted on the base member 21. In
addition, the shear forces Q1 and Q2 are shear forces virtually
exerted on one column.
[0126] At this time, supporting point reaction force Q=Q1+Q2 is
exerted on joint portions of the two rods 22A and 22B to the
foundation 13.
[0127] (2) A bending moment Mc due to the shear force Q1 exerted on
the column 11 is generated in the column base 11A (a rigid joint
point with the base member 21).
[0128] (3) Axial forces Ta and Tb are generated in the respective
rods 22A and 22B by the supporting point reaction force Q(Q1+Q2)
exerted on the two rods 22A and 22B. In addition, the axial forces
Ta and Tb are generated when the base member 21 moves towards the
same shear direction by the shear forces Q1 And Q2 exerted on the
column 11.
[0129] Then, a bending moment Mr, due to 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 a reverse direction to the direction of the bending moment
Mc. The bending moment Mr lowers the upper end of the rod 22A on
the shear forward side, and raises the upper end of the rod 22B on
the shear backward side, so that the base member 21 is slightly
rotated.
[0130] The following equations (1) to (5) are formed when
horizontal components of the axial forces Ta and Tb are Ha and Hb,
vertical components thereof are Va and Vb, arm lengths of the
moments with respect to the column base 11A (the rigid joint point
with the base member 21) of the axial forces Ta and Tb are a and b,
a flange length from a joint point with the column base 11A to a
joint point with the rod 22A in the base member 21 is f and a
flange length therefrom to a joint point with the rod 22B is f, an
intersecting angle made by the rod 22A with respect to the
foundation 13 is .theta.a (FIG. 4), and an intersecting angle made
by the rod 22B with respect to the foundation 13 is .theta.b (FIG.
4). In addition, an axial force of the column 11 is
disregarded.
Q1+Q2=Ha+Hb (1)
Va+Vb=0 (2)
Mr=Ta.times.a+Tb+b (3)
Mr=(Ha/cos .theta.a).times.a+(Hb/cos .theta.b).times.b (4)
a=fsin .theta.a,b=fsin .theta.b (5)
[0131] Therefore, in order to increase the bending moment Mr, there
is required an increase in angles .theta.a and .theta.b of the rods
22A and 22B, an increase in the flange length f of the base member
21, or an increase in the shear force Q2 exerted on the base member
21.
[0132] The increase in the shear force Q2 exerted on the base
member 21 can be realized by receiving floor load and wind pressure
by beam members and furring strips and transferring the same to the
base member 21.
[0133] Furthermore, in the case where the joint of the rod 22A
(22B) and the base member 21 or the foundation 13 is pin-jointed, a
resistance against movement of the base member 21 is small;
therefore, the base member 21 is largely moved, and Mr can also be
increased. In the case of a rigid joint, since the resistance
against movement of the base member 21 is large, Mr is small as
compared with the pin joint; however, deformation of the rod 22A
(22B) is very small, and therefore, generation of microvibration
can be suppressed.
[0134] (4) In the case of Mr=Mc, the column base 11A is in a rigid
joint state (the column base 11A does not rotate, and a relative
angle between the column 11 and the foundation 13 is
invariance).
[0135] (5) In the case of Mr>Mc, the column base 11A is moved
back in a reverse direction to a deformation direction due to Mc.
This is referred to as a super rigid joint state. The base member
21 moves to the shear direction (direction of Q1).
[0136] (6) In the case of Mr<Mc, the column base 11A is in a
semi rigid joint state (weaker than the rigid joint). The base
member 21 moves in a reverse direction to the shear direction.
[0137] According to the present embodiment, the following operation
effects are achieved.
[0138] (a) The base member 21 is rigidly joined to the column base
11A, a pair of rods 22 combined of two rods 22A and 22B is provided
between the foundation 13 and the base member 21, the two rods 22A
and 22B each have their lower end joined to the foundation 13 and
also have their upper end joined to the base member 21, the upper
interval between the two rods 22A and 22B is narrower than the
lower interval therebetween; accordingly, the axial forces Ta and
Tb of the two rods 22A and 22B exert a bending moment Mr on the
base member 21, and the bending moment Mr reduces the deformation
of the column 11 (displacement of the intersecting angle between
the column 11 and the foundation) and operates so as to minimize
deformation of the entire building.
[0139] (b) When the shear force Q1 is exerted on the column 11 of
the building structure 10 and the axial forces Ta and Tb are
generated in the two rods 22A and 22B, the bending moment Mr,
generated in the column base 11A due to the axial forces Ta and Tb
of the two rods 22A and 22B, is in a reverse direction to the
bending moment Mc, generated in the column base 11A due to the
shear force Q1 exerted on the column 11. Therefore, the deformation
of the column 11 due to the bending moment Mc and deformation of
the column 11 due to the bending moment Mr are balanced out with
each other, deformation of the column 11 is reduced, and
deformation of the entire building is minimized.
[0140] (c) As described above in (a) and (b), the deformation of
the column 11 can be reduced by the bending moments Mr and Mc
exerted on the base member 21; therefore, the lower end of the two
rods 22A and 22B are not rigidly joined to the foundation 13, but,
deformation of the column 11 is reduced even in the case of
pin-jointing, and the deformation of the entire building can be
minimized.
[0141] (d) When the bending moment Mr and the bending moment Mc are
set to Mr=Mc, and accordingly, the column base 11A is in a rigid
joint state with respect to the foundation 13 (the column base 11A
does not rotate, and the intersecting angle between the column 11
and the foundation 13 is not displaced), and deformation of the
column 11 can be reduced.
[0142] (e) When the bending moment Mr and the bending moment Mc are
set to Mr>Mc; and accordingly, the column base 11A has
deformation due to Mc, which is moved back in a reverse direction
by Mr, and becomes in a super rigid joint state, so that
deformation of the column 11 can be reduced as compared with the
above mention (d). The base member 21 moves in the shear
direction.
[0143] (f) When the shear force Q2 having the same direction as the
shear force Q1 exerting on the column 11 is exerted on the base
member 21; and accordingly, supporting point reaction force Q=Q1+Q2
in which the foundation 13 exerts on the two rods 22A and 22B is
increased; therefore, the axial forces Ta and Tb of the two rods
22A and 22B are increased, the bending moment Mr is increased, and
effect due to providing the two rods 22A and 22B can be further
improved.
[0144] (g) The above mentioned (a) to (f) can be realized in the
joint connection 20 in which the lower structure is the foundation
13 and the column 11 of the building structure 10 is joined to the
foundation 13.
Embodiment 2
FIGS. 5 and 6
[0145] As shown in FIGS. 5 and 6, a building structure 30 is of a
frame unit structure in which mutually parallel arranged columns 31
and 31 are coupled by a ceiling beam 32 that is rigidly joined to
the upper ends of the columns, and are coupled by a floor beam 33
that is rigidly joined to the lower ends of the columns. The
building structure 30 has respective column bases 31A of the
columns 31 and 31, each of the column bases 31A being joined to a
foundation 34 (lower structure) by a column base joint connection
40. The composition of the column base joint connection 40 will be
described below.
[0146] The column base joint connection 40 rigidly joints the floor
beam 33 (flange 41A) to the column bases 31A, and the floor beam 33
serves as a base member 41 as a peripheral member rigidly joined to
the column base 31A.
[0147] The column base joint connection 40 is provided with a pair
of rods 42 combined of two rods 42A and 42B between the foundation
34 and the base member 41. The two rods 42A and 42B each have their
lower end pin-jointed (applicable even in a rigid joint) to the
foundation 34 and their upper end pin-jointed (applicable even in
the rigid joint) to the base member 41. An upper interval between
the two rods 42A and 42B is narrower than a lower interval
therebetween (the rods 42A and 42B are formed in a truncated
chevron shape with each other, and the upper interval on the column
31 side is made narrower than the lower interval on the foundation
34 side). In the present embodiment, the rod 42A on the shear
forward side, along a direction of horizontal shear force Q1
exerted on the column 31, is vertically arranged, and the rod 42B
on the shear backward side is tilted forward.
[0148] A supporting mechanism according to the column base joint
connection 40 of the building structure 30 is substantially the
same as the supporting mechanism according to the column base joint
connection 20 of the building structure 10. Therefore, when the
shear force Q1 is exerted on the column 31 of the building
structure 30 and the axial forces Ta and Tb are generated in the
two rods 42A and 42B, and as a result, the base member 41 is moved
in the same shear direction by the shear force Q1, a bending moment
Mr generated in the column base 31A (a rigid joint point with the
base member 41) due to the axial forces Ta and Tb of the two rods
42A and 42B is in a reverse direction to a bending moment Mc
generated in the column base 31A (the rigid joint point with the
base member 41) due to the shear force Q1 exerting on the column
31. In addition, a shear force Q2 (wall load, wind pressure, and
the like corresponding to lower half of the column 31), in the same
direction as that of the shear force Q1 exerted on the column 31 is
exerted on the base member 41.
[0149] According to the present embodiment, the following operation
effects are achieved.
[0150] (a) The base member 41 is rigidly joined to the column base
31A, a pair of rods 42 combined of two rods 42A and 42B is provided
between the foundation 34 and the base member 41, the two rods 42A
and 42B each have their lower end joined to the foundation 34 and
their upper end joined to the base member 41, the upper interval
between the two rods 42A and 42B is narrower than the lower
interval therebetween; accordingly, the axial forces Ta and Tb of
the two rods 42A and 42B exert the bending moment Mr on the base
member 41, and the bending moment Mr reduces the deformation of the
column 31 (displacement of an intersecting angle between the column
31 and the foundation 34) and operates so as to minimize
deformation of the entire building.
[0151] b) When the shear force Q1 is exerted on the column 31 of
the building structure 30 and the axial forces Ta and Tb are
generated in the two rods 42A and 42B, the bending moment Mr,
generated in the column base 31A due to the axial forces Ta and Tb
of the two rods 42A and 42B, is in a reverse direction to the
bending moment Mc generated in the column base 31A due to the shear
force Q1 exerted on the column 31. Therefore, the deformation of
the column 31 due to the bending moment Mc and deformation of the
column 31 due to the bending moment Mr are balanced out with each
other, the deformation of the column 31 is reduced, and the
deformation of the entire building is minimized.
[0152] (c) As described above in (a) and (b), the deformation of
the column 31 can be reduced by the bending moments Mr and Mc
exerted on the base member 41; therefore, the lower end of the two
rods 42A and 42B are not rigidly joined to the foundation 34, but,
deformation of the column 31 is reduced even in the case of
pin-jointing, and deformation of the entire building can be
minimized.
[0153] (d) When the bending moment Mr and the bending moment Mc are
set to Mr=Mc, the column base 31A is in a rigid joint state with
respect to the foundation 34 (the column base 31A does not rotate,
and the intersecting angle between the column 31 and the foundation
34 is not displaced), and deformation of the column 31 can be
reduced.
[0154] (e) When the bending moment Mr and the bending moment Mc are
set to Mr>Mc, the column base 31A has a deformation due to Mc,
which is moved back in a reverse direction by Mr, and becomes in a
super rigid joint state, so that the deformation of the column 31
can be reduced as compared with the above mentioned (d). The base
member 41 moves in the shear direction.
[0155] (f) When the shear force Q2 having the same direction as the
shear force Q1 exerted on the column 31 is exerted on the base
member 41, supporting point reaction force Q=Q1+Q2 which the
foundation 34 exerts on the two rods 42A and 42B is increased;
therefore, the axial forces Ta and Tb of the two rods 42A and 42B
are increased, the bending moment Mr is increased, and the effect
due to providing the two rods 42A and 42B can be further
improved.
[0156] (g) The above mentioned (a) to (f) can be realized in the
joint connection 40 in which the lower structure is the foundation
34 and the column 31 of the building structure 30 is joined to the
foundation 34.
Embodiment 3
FIG. 7
[0157] As shown in FIG. 7, a building structure 50 is of a gate
frame structure in which mutually parallel arranged columns 51 and
51 are coupled by a beam 52 that is rigidly joined to the upper
ends of the columns. The building structure 50 has respective
column bases 51A of the columns 51 and 51, each of the column bases
51A being joined to a lower story building structure 70 by a column
base joint connection 60. The lower story building structure 70 is
of a frame structure in which columns 71 and a beam 72 are rigidly
joined, and the column base 51A of the column 51 of its upper story
building structure 50 is joined to the beam 72 by the column base
joint connection 60. The composition of the column base joint
connection 60 will be described below.
[0158] The column base joint connection 60 rigidly joints a flange
61A to the column base 51A, and the flange 61A serves as a base
member 61 as a peripheral member rigidly joined to the column base
51A.
[0159] The column base joint connection 60 is provided with a pair
of rods 62 combined of two rods 62A and 62B between the beam 72 and
the base member 61. The two rods 62A and 62B each have their lower
end pin-jointed (applicable even in a rigid joint) to the beam 72,
and their upper end pin-jointed (applicable even in the rigid
joint) to the base member 61. An upper interval between the two
rods 62A and 62B is narrower than a lower interval therebetween
(the rods 62A and 62B are formed in a truncated chevron shape with
each other, and the upper interval on the column 51 side is made
narrower than the lower interval on the beam 72 side). In the
present embodiment, the rod 62A on the shear forward side along a
direction of horizontal shear force Q1 exerted on the column 51 is
vertically arranged, and the rod 62B on the shear backward side is
tilted forward.
[0160] A supporting mechanism according to the column base joint
connection 60 of the building structure 50 is substantially the
same as the supporting mechanism according to the column base joint
connection 20 of the building structure 10. Therefore, when the
shear force Q1 is exerted on the column 51 of the building
structure 50 and the axial forces Ta and Tb are generated in the
two rods 62A and 62B, and as a result, the base member 61 is moved
in the same shear direction by the shear force Q1, a bending moment
Mr generated in the column base 51A (a rigid joint point with the
base member 61) due to the axial forces Ta and Tb of the two rods
62A and 62B is in a reverse direction to a bending moment Mc
generated in the column base 51A (the rigid joint point with the
base member 61) due to the shear force Q1 exerting on the column
51. In addition, shear force Q2 (wall load, wind pressure, and the
like corresponding to lower half of the column 51), in the same
direction as that of the shear force Q1 exerted on the column 51,
is exerted on the base member 61.
[0161] According to the present embodiment, the following operation
effects are achieved.
[0162] (a) The base member 61 is rigidly joined to the column base
51A, a pair of rods 62 combined of two rods 62A and 62B is provided
between the beam 72 and the base member 61, the two rods 62A and
62B each have their lower end joined to the beam 72 and their upper
end joined to the base member 61, the upper interval between the
two rods 62A and 62B is made narrower than the lower interval
therebetween; accordingly, the axial forces Ta and Tb of the two
rods 62A and 62B exert the bending moment Mr on the base member 61,
and the bending moment Mr reduces deformation of the column 51
(displacement of an intersecting angle between the column 51 and
the beam 72) and operates so as to minimize deformation of the
entire building.
[0163] (b) When the shear force Q1 is exerted on the column 51 of
the building structure 50 and the axial forces Ta and Tb are
generated in the two rods 62A and 62B, the bending moment Mr,
generated in the column base 51A due to the axial forces Ta and Tb
of the two rods 62A and 62B, is in a reverse direction to the
bending moment Mc generated in the column base 51A due to the shear
force Q1 exerted on the column 51. Therefore, the deformation of
the column 51 due to the bending moment Mc and the deformation of
the column 51 due to the bending moment Mr are balanced out with
each other, the deformation of the column 51 is reduced, and the
deformation of the entire building is minimized.
[0164] (c) As described above in (a) and (b), the deformation of
the column 51 can be reduced by the bending moments Mr and Mc
exerted on the base member 61; therefore, the lower end of the two
rods 62A and 62B are not rigidly joined to the beam 72, but,
deformation of the column 51 is reduced even in the case of
pin-jointing, and deformation of the entire building can be
minimized.
[0165] (d) When the bending moment Mr and the bending moment Mc are
set to Mr=Mc, the column base 51A is in a rigid joint state with
respect to the beam 72 (the column base 51A does not rotate, and
the intersecting angle between the column 51 and the beam 72 is not
displaced), and deformation of the column 51 can be reduced.
[0166] (e) When the bending moment Mr and the bending moment Mc are
set to Mr>Mc, the column base 51A has deformation due to Mc,
which is moved back in a reverse direction by Mr, and becomes in a
super rigid joint state, so that deformation of the column 51 can
be reduced as compared with the above mention (d). The base member
61 moves in the shear direction.
[0167] (f) When the shear force Q2 having the same direction as the
shear force Q1 exerted on the column 51 is exerted on the base
member 61, supporting point reaction force Q=Q1+Q2 which the beam
72 exerts on the two rods 62A and 62B is increased; and therefore,
the axial forces Ta and Tb of the two rods 62A and 62B are
increased, the bending moment Mr is increased, and the effect due
to providing the two rods 62A and 62B can be further improved.
[0168] (g) The above mentioned (a) to (f) can be realized in the
joint connection 60 in which a lower structure is the beam 72 of
the lower story building structure 70 and the column 51 of the
upper story building structure 50 is joined to the beam 72.
Embodiment 4
FIG. 8
[0169] As shown in FIG. 8, a building structure 80 is of a gate
frame structure in which four mutually parallel arranged columns 81
are coupled by beams 82 (ceiling beam) that are rigidly joined to
the upper ends of the columns. In addition, the building structure
80 may have four mutually parallel arranged columns 81 coupled
along with beams (floor beam) that are rigidly joined to the lower
ends of the columns. In each of the long-side sides and the
short-side sides, which are intersected at the column 81 shown in
FIG. 8 seen from the top, the building structure 80 has a column
base 81A which is joined to a foundation or a lower story structure
by column base joint connections 83 and 84. The column base joint
connections 83 and 84 can be made of the same composition as the
previously described column base joint connections 20, 40, and 60
or a column base joint connection 120 to be described later.
Embodiment 5
FIG. 9
[0170] A column base joint connection 90A shown in FIG. 9 is
provided with a pair of rods 90 combined of three rods 92A, 92B,
and 92C between a lower structure and a column base (base member)
91A of a column 91. The three rods 92A to 92C each have their lower
end pin-jointed (applicable even in a rigid joint) to the lower
structure and their upper end pin-jointed (applicable even in the
rigid joint) to the column base 91A. With regard to a direction
along the horizontal shear force 9 exerted on the column 91 seen
from the top of the column base joint connection 90A, the two rods
92A and 92B and the one rod 92C are located on opposite sides with
the column 91 being put therebetween; and the two rods 92A and 92B
are located on the shear forward side along a direction of the
horizontal shear force 9 and located on the opposite sides of a
vertical surface including the shear force 9 with each other, and
arranged to be tilted backward. The one rod 92C is located on the
shear backward side along the direction of the horizontal shear
force 9 and within the vertical surface including the shear force
9, and arranged to be tilted forward. An upper interval between the
two rods 92A and 92C is narrower than a lower interval
therebetween, and an upper interval between the two rods 92B and
92C is narrower than a lower interval therebetween.
[0171] A supporting mechanism according to the column base joint
connection 90A is substantially the same as the supporting
mechanisms of the previously described column base joint
connections 20, 40, and 60.
Embodiment 6
FIG. 10
[0172] A column base joint connection 90B shown in FIG. 10 is
provided with a pair of rods 92 combined of four rods 92A, 92B,
92C, and 92D between a lower structure and a column base (base
member) 91A of a column 91. The four rods 92A to 92D each have
their lower end pin-jointed (applicable even in a rigid joint) to
the lower structure and their upper end pin-jointed (applicable
even in the rigid joint) to the column base 91A. With regard to a
direction along horizontal shear force Q exerted on the column 91
seen from the top of the column base joint connection 90B, the two
rods 92A and 92B and the two rods 92C and 92D are located on
opposite sides with the column 91 being put therebetween; and the
two rods 92A and 92B are located on the shear forward side along a
direction of the horizontal shear force Q and located on the
opposite sides of a vertical surface including the shear force Q
with each other, and are arranged to be tilted backward. The two
rods 92C and 92D are located on the shear backward side along the
direction of the horizontal shear force Q and located on the
opposite sides of a vertical surface including the shear force Q
with each other, and are arranged to be tilted forward.
[0173] An upper interval between the two rods 92A and 92C is
narrower than a lower interval therebetween. An upper interval
between the two rods 92B and 92D is narrower than a lower interval
therebetween.
[0174] A supporting mechanism according to the column base joint
connection 90B is substantially the same as the supporting
mechanisms of the previously described column base joint
connections 20, 40, and 60.
Embodiment 7
FIG. 11
[0175] A column base joint connection 100 shown in FIG. 11 is
provided with a pair of rods 102 combined of four rods 102A to 102D
between a lower structure and a column base (base member) 101A of a
column 101 arranged in a standing condition at corners of a
building structure 100A. The four rods 102A to 102D each have their
lower end pin-jointed (applicable even in a rigid joint) to the
lower structure and their upper end pin-jointed (applicable even in
the rigid joint) to the column base 101A. The respective rods 102A
to 102D are diagonally arranged in a radially downward direction
disposed at an angle of 45 degrees with respect to the respective
side surfaces of the column base 101A from the respective corners
of the column base 101A having a square cross section.
[0176] With regard to a direction along the girder direction
horizontal shear force QA exerted on the column 101 seen from the
top of the column base joint connection 100, two rods 102A and 102B
and two rods 102C and 102D are located on opposite sides with the
column 101 therebetween. The two rods 102A and 102B are located on
the shear forward side along the girder direction horizontal shear
force QA and located on the opposite sides of a vertical surface
including the shear force QA with each other, and are arranged to
be tilted backward. The two rods 102C and 102D are located on the
shear backward side along the direction of the girder direction
horizontal shear force QA and located on the opposite sides of the
vertical surface including the shear force QA with each other, and
are arranged to be tilted forward. An upper interval between the
two rods 102A and 102D is narrower than a lower interval
therebetween. An upper interval between the two rods 102B and 102C
is narrower than a lower interval therebetween.
[0177] With regard to a direction along the gable direction
horizontal shear force QB exerted on the column 101 seen from the
top of the column base joint connection 100, two rods 102B and 102C
and two rods 102A and 102D are located on opposite sides with
column 101 therebetween. The two rods 102B and 102C are located on
the shear forward side along a direction of the gable direction
horizontal shear force QB and located on the opposite sides of a
vertical surface including the shear force QB with each other, and
are arranged to be tilted backward. The two rods 102A and 102D are
located on the shear backward side along the direction of the gable
direction horizontal shear force QB and located on the opposite
sides of the vertical surface including the shear force QB with
each other, and are arranged to be tilted forward. An upper
interval between the two rods 102A and 102B is narrower than a
lower interval therebetween. An upper interval between the two rods
102C and 102D is narrower than a lower interval therebetween.
[0178] A supporting mechanism according to the column base joint
connection 100 is substantially the same as the supporting
mechanisms of the previously described column base joint
connections 20, 40, and 60. The column base joint connection 100
includes, along with the functions of the previously described,
column base joint connections 83 and 84, and can keep up with the
girder direction horizontal shear force QA and the gable direction
horizontal shear force QB.
Embodiment 8
FIGS. 12 to 21
[0179] As shown in FIGS. 12 to 15, a building structure (building
unit) 110 is of a frame structure of a rectangular box frame
structure. In each of the long-sides and short-sides that are
mutually orthogonal as seen from the top, a ceiling beam 112 is
rigidly joined to joint pieces 112A that are rigidly joined to the
upper ends of mutually parallel arranged columns 111 and 111;
accordingly, the upper ends of the columns 111 and 111 are coupled.
At the same time, a floor beam 113 (horizontal member) is rigidly
joined to joint pieces 113A that are rigidly joined to the lower
ends (column base 111A) of the mutually parallel arranged columns
111 and 111; accordingly, the lower ends of the columns 111 and 111
are coupled.
[0180] In each of the long-sides and short-sides, the building
structure 110 has respective column bases 111A of the columns 111
and 111, each of the column bases 111A being joined to a foundation
114 (lower structure) by a column base joint connection 120 of a
column base joint trestle 120A.
[0181] The column base joint connection 120 of the column base
joint trestle 120A will be described below.
[0182] As shown in FIGS. 16 to 19, the column base joint trestle
120A has one rod 122A arranged just beneath the column base 111A of
the column 111 that is provided at a corner where the long-side and
the short-side of the building structure 110 are intersected; each
one rod 122B arranged just beneath each floor beam 113 of the
long-side and the short-side; and each coupling member 121 couples
122A and 122B by being joined to the upper ends of both rods 122A
and 122B in the long-side and the short-side. Two rods 122A and
122B constitute a pair of rods 122 in the long-side and the
short-side respectively, and their upper intervals are made
narrower than their lower intervals.
[0183] As shown in FIG. 20, the column base joint trestle 120A is a
cross member in which the coupling member 121 is reinforced by
shape steels and reinforced pieces; the rod 122A is a vertical
member made of square steel pipe; and the rod 122B is a diagonal
member reinforced by shape steels and reinforced pieces. There are
provided a joint point r1 of the lower end of the rod 122A and the
foundation 114, a joint point r2 of the upper end of the rod 122A
and one end of the coupling member 121, a joint point s1 of the
lower end of the rod 122B and the foundation 114, and a joint point
s2 of the upper end of the rod 122B and the other end of the
coupling member 121. At least one of the four joint points r1, r2,
s1, and s2 is a rigid joint point, and the remaining joint points
are pin joint points. In the present embodiment, s2 is the rigid
joint point; and r1, r2, and s1 are the pin joint points.
[0184] The column base joint trestle 120A forms the column base
joint connection 120 as follows. The long-side (the short-side is
also the same) will be described below.
[0185] (1) The column base joint trestle 120A is placed on the
foundation 114, and a pair of rods 122 combined of two rods 122A
and 122B is provided between the foundation 114 and the coupling
member 121. The two rods 122A and 122B each have their lower end
(r1 and s1) pin-jointed (applicable even in a rigid joint) to the
foundation 114 by anchor bolts 123 and 124; the upper end (r2) of
the rod 122A is pin-jointed (applicable even in the rigid joint) to
the coupling member 121 by welding (welding length is short); and
the upper end (s2) of the rod 122B is rigidly joined to the
coupling member 121 by welding (welding length is long). An upper
interval between the two rods 122A and 122B is narrower than a
lower interval therebetween (the rods 122A and 122B are formed in a
truncated chevron shape with each other, and the upper interval on
the column 111 side is made narrower than the lower interval on the
foundation 114 side). In the present embodiment, the rod 122A on
the shear forward side, along a direction of horizontal shear force
Q1 exerted on the column 111, is vertically arranged, and the rod
122B of the shear backward side is tilted forward.
[0186] (2) The building structure 110 is placed on joint portions
of the coupling member 121 and the rods 122A and 122B of the column
base joint trestle 120A. In the present embodiment, a lower end
plate 111B of the column base 111A is placed on an upper end plate
131 of the rod 122A; and a lower surface 113B on the free end side
of the joint piece 113A is placed on an upper end plate 132 of the
rod 122B. At this time, an outside measurement distance L between
the column base 111A and the joint piece 113A of the building
structure 110 is made small as compared with an outside measurement
distance K between the upper end plate 131 of the rod 122A and the
upper end plate 132 of the rod 122B. In addition, the upper end
plate 131 of the rod 122A and the upper end plate 132 of the rod
122B are located at the same level surface, and an upper surface of
the coupling member 121 is lower than their level surface by a gap
G; as a result, the gap G is formed between the upper surface of
the coupling member 121 and the lower surface of the joint piece
113A.
[0187] (3) A bolt 141 is passed through the upper end plate 131 of
the rod 122A via a washer 141A, and is fixed to a fixing block 141B
that is welded to the backside of the lower end plate 111B of the
column base 111A.
[0188] (4) A bolt 142 is passed through the joint piece 113A that
is rigidly joined to the column base 111A of the column 111, the
floor beam 113 in the joint piece 113A, and the coupling member 121
via a plate washer 142A; and a nut 142B is fixed on the backside of
the coupling member 121. This rigidly joints the coupling member
121 made of a cross member to the column base 111A (joint piece
113A) of the column 111.
[0189] In addition, in the column base joint connection 120 of the
column base joint trestle 120A, as shown in FIG. 15, a bolt 143 may
be passed through a plate washer 143A, the floor beam 113 that is
rigidly joined to the column base 111A of the column 111 via the
joint piece 113A, the upper end plate 132 of the rod 122B; and a
nut 143B may be fixed on the backside of the upper end plate 132.
The rod 122B and the building structure 110 can be solidly
joined.
[0190] A supporting mechanism of the building structure 110 will be
described below (FIGS. 20 and 21).
[0191] (1) The horizontal shear force Q1 is exerted on the column
111. Further, in the present embodiment, the horizontal shear force
Q2 (wall load, wind pressure, and the like corresponding to lower
half of the column 111), in the same direction as that of the shear
force Q1 exerted on the column 111, is exerted on the coupling
member 121. In addition, the shear forces Q1 and Q2 are shear
forces virtually exerted on one column.
[0192] At this time, supporting point reaction force Q=Q1+Q2 is
exerted on joint portions of the two rods 122A and 122B to the
foundation 114.
[0193] (2) A bending moment Mc due to the shear force Q1 exerted on
the column 111 is generated in the column base 111A (a rigid joint
point with the coupling member 121).
[0194] (3) Axial forces Ta and Tb are generated in the respective
rods 122A and 122B by the supporting point reaction force Q(Q1+Q2)
exerted on the two rods 122A and 122B. In addition, the axial
forces Ta and Tb are generated when the coupling member 121 is made
to move towards the same shear direction by the shear forces Q1 and
Q2 exerted on the column 111.
[0195] Then, a bending moment Mr due to the axial forces Ta and Tb
of the two rods 122A and 122B is generated at the column base 111A
(the rigid joint point with the coupling member 121). The bending
moment Mr is in a reverse direction to that of the bending moment
Mc. The bending moment Mr lowers the upper end of the rod 122A on
the shear forward side, and raises the upper end of the rod 122B on
the shear backward side, so that the coupling member 121 is
slightly rotated.
[0196] The following equations (1) to (5) are formed when
horizontal components of the axial forces Ta and Tb are Ha and Hb,
vertical components thereof are Va and Vb, arm lengths of the
moments with respect to the column base 111A (the rigid joint point
with the coupling member 121) of the axial forces Ta and Tb are a
and b, a flange length from a joint point with the column base 111A
to a joint point with the rod 122A in the coupling member 121 is f
and a flange length therefrom to a joint point with the rod 122B is
f, an intersecting angle made by the rod 122A with respect to the
foundation 114 is .theta.a (FIG. 21), and an intersecting angle
made by the rod 122B with respect to the foundation 114 is .theta.b
(FIG. 21). In addition, the axial force of the column 111 is
disregarded.
Q1+Q2=Ha+Hb (1)
Va+Vb=0 (2)
Mr=Ta.times.a+Tb+b (3)
Mr=(Ha/cos .theta.a).times.a+(Hb/cos .theta.b).times.b (4)
a=fsin .theta.a,b=fsin .theta.b (5)
[0197] Therefore, in order to increase the bending moment Mr, there
is required an increase in angles .theta.a and .theta.b of the rods
122A and 122B, an increase in the flange length f of the coupling
member 121, or an increase in the shear force Q2 exerted on the
coupling member 121.
[0198] The increase in the shear force Q2 exerted on the coupling
member 121 can be realized by receiving a floor load and wind
pressure by beam members and furring strips and transferring the
same to the coupling member 121.
[0199] Furthermore, in the case where the joint of the rod 122A
(122B) and the coupling member 121 or the foundation 114 is
pin-jointed, resistance against movement of the coupling member 121
is small; therefore, the coupling member 121 is largely moved, and
Mr can also be increased. In the case of the rigid joint, since the
resistance against movement of the coupling member 121 is large, Mr
is small as compared with the pin joint; however, deformation of
the rod 122A (122B) is very small, and therefore, generation of
microvibration can be suppressed.
[0200] (4) In the case of Mr=Mc, the column base 111A is in a rigid
joint state (the column base 111A does not rotate, and a relative
angle between the column 111 and the foundation 114 is
invariance).
[0201] (5) In the case of Mr>Mc, the column base 111A is moved
back in a reverse direction to a deformation direction due to Mc.
This is referred to as a super rigid joint state. The coupling
member 121 moves to the shear direction (direction of Q1).
[0202] (6) In the case of Mr<Mc, the column base 111A is in a
semi rigid joint state (weaker than the rigid joint). The coupling
member 121 moves in a reverse direction to the shear direction.
[0203] According to the present embodiment, the following operation
effects are achieved.
[0204] (a) The coupling member 121 is rigidly joined to the column
base 111A, a pair of rods 122 comprised of two rods 122A and 122B
is provided between the foundation 114 and the coupling member 121,
the two rods 122A and 122B each have their lower end joined to the
foundation 114 and their upper end joined to the coupling member
121, and the upper interval between the two rods 122A and 122B is
narrower than the lower interval therebetween; accordingly, the
axial forces Ta and Tb of the two rods 122A and 122B exert the
bending moment Mr on the coupling member 121, and the bending
moment Mr reduces deformation of the column 111 (displacement of
the intersecting angle between the column 111 and the foundation)
and operates so as to minimize deformation of the entire
building.
[0205] (b) The coupling member 121 is made of a cross member;
therefore, the coupling member 121 can be high stiffness as
compared with a flange in which the coupling member 121 is joined
to the column base 111A and the floor beam. Therefore, the above
described (a) bending moment Mr, which the axial forces Ta and Tb
of the two rods 122A and 122B exert on the coupling member 121, is
stably transferred to the column base 111A; consequently, this can
be balanced out with the bending moment Mc generated in the column
base 111A. With this configuration, deformation of the entire
building can be stably minimized.
[0206] (c) The length of the coupling member 121 made up of the
cross member can be lengthened irrespective of a position of the
rigid joint point of the coupling member 121 fixed to the column
base 111A (including the floor beam joint piece 113A welded to the
column base 111A). This means that the flange length f from the
above described rigid joint point of the coupling member 121 and
the column base 111A to the joint point of the coupling member 121
and the rod 122B can be lengthened; therefore, the previously
described (a) bending moment Mr, which the axial forces Ta and Tb
of the two rods 122A and 122B exert on the coupling member 121, can
be increased (the reason is previously described). With this
configuration, deformation of the entire building can be surely
minimized.
[0207] (d) Variation in the shear force Q2 exerted on the coupling
member 121 can be avoided by rigidly joining the coupling member
121 (cross member) and the upper ends of the rods (diagonal member
122B and/or vertical member 122A). The joint point r1 of the lower
end of one rod 122A and the foundation 114, the joint point r2 of
the upper end of the rod 122A and the coupling member 121 (cross
member), the joint point s1 of the lower end of the other one rod
122B (diagonal member) and the foundation 114, and the joint point
s2 of the upper end of the rod 122B and the coupling member 121
(cross member) will be considered. At this time, if all the r1, r2,
s1, and s2 are pin joints, the previously described (a) bending
moment Mr, which the axial forces Ta and Tb of the two rods 122A
and 122B exert on the coupling member 121, becomes large; the
strength of the building structure 110 is largely dependent on a
ratio between the shear force Q1 exerted on the column 111 and the
above described Q2, and the strength of the building structure 110
cannot be preliminarily specified. On the other hand, if the
coupling member 121 (cross member) and the upper ends (r2 and/or
s2) of the rods (diagonal member 122B and/or vertical member 122A)
are rigidly joined, the bending moment Mr does not become large to
the extent mentioned above, the difference in the strength of the
building structure 110 due to the ratio between Q1 and Q2 is almost
eliminated, and the strength of the building structure 110 can be
preliminarily specified without depending on plans.
[0208] (e) When the building structure 110 is placed on rigid joint
portions of the above described (d) coupling member 121 (cross
member) and the rods (the diagonal member 122B and/or the vertical
member 122A), a degree of fixation of the building structure 110
(of the floor beam 113) can be strengthened. When the previously
described (a) bending moment Mr, which the axial forces Ta and Tb
of the two rods 122A and 122B exert on the coupling member 121, is
transferred to the column base 111A (floor beam) of the building
structure 110, a distance between the column 111 of the building
structure 110 and a bearing supporting point (placing point) to the
coupling member 121 of the building structure 110 becomes large,
and the supporting point reaction force is reduced (in this regard,
however, when the bending moment Mr is not bearing the weight of
the building structure 110, but, pull-out force is exerted on the
supporting point, there is no effect of the reduction in the
supporting point reaction force, and consequently, the reaction
force is exerted on other beam fixing bolt).
[0209] (f) When the shear force exerts on the column 111 of the
building structure 110 and the axial forces Ta and Tb are generated
in the two rods 122A and 122B, the bending moment Mr generated in
the column base 111A due to the axial forces Ta and Tb of the two
rods 122A and 122B is in a reverse direction to the bending moment
Mc generated in the column base 111A due to the shear force
exerting on the column 111. Therefore, deformation of the column
111 due to the bending moment Mc and deformation of the column 111
due to the bending moment Mr are balanced out with each other,
deformation of the column 111 is reduced, and deformation of the
entire building is minimized.
[0210] (g) As described above in (a) and (f), the deformation of
the column 111 can be reduced by the bending moments Mr and Mc
exerted on the coupling member 121; therefore, the lower end of the
two rods 122A and 122B are not rigidly joined to the foundation
114, but, deformation of the column 111 is reduced even in the case
of pin-jointing, and deformation of the entire building can be
minimized.
[0211] (h) When the bending moment Mr and the bending moment Mc are
set to Mr=Mc, the column base 111A is in a rigid joint state with
respect to the foundation 114 (the column base 111A does not
rotate, and the intersecting angle between the column 111 and the
foundation is not displaced), and deformation of the column 111 can
be reduced.
[0212] (i) When the bending moment Mr and the bending moment Mc are
set to Mr>Mc, the column base 111A has deformation due to Mc,
which is moved back in a reverse direction by Mr, and becomes in a
super rigid joint state, so that deformation of the column 111 can
be reduced as compared with the above mentioned (d). The coupling
member 121 moves in the shear direction.
[0213] (1) When the shear force Q2 having the same direction as the
shear force Q1 exerted on the column 111 is exerted on the coupling
member 121, supporting point reaction force Q=Q1+Q2, which the
foundation 114 exerts on the two rods 122A and 122B, is increased;
therefore, the axial forces Ta and Tb of the two rods 122A and 122B
are increased, the bending moment Mr is increased, and effect due
to providing the two rods 122A and 122B can be further
improved.
[0214] (k) The above mentioned (a) to (j) can be realized in the
joint connection 120 in which the lower structure is the foundation
114 and the column 111 of the building structure 110 is joined to
the foundation 114.
Embodiment 9
FIG. 22
[0215] As shown in FIG. 22, a building structure 160 is of a frame
structure of a rectangular box frame structure. In each of the
long-sides and short-sides that are mutually orthogonal as seen
from the top, a ceiling beam 162 is rigidly joined to joint pieces
162A that are rigidly joined to the upper ends of mutually parallel
arranged columns 161 and 161; accordingly, the upper ends of the
columns 161 and 161 are coupled. At the same time, a floor beam 163
(horizontal member) is rigidly joined to joint pieces 163A that are
rigidly joined to the lower ends (column base 161A) of the mutually
parallel arranged columns 161 and 161; accordingly, the lower ends
of the columns 161 and 161 are coupled.
[0216] In each of the long-sides and short-sides, the building
structure 160 has respective column bases 161A of the columns 161
and 161, each of the column bases 161A being joined to a lower
story structure 170 (lower structure) by the column base joint
connection 120 of the column base joint trestle 120A of the
embodiment 8.
[0217] The lower story building structure 170 is of a frame
structure in which columns 171 and a beam 172 are rigidly joined,
and the column base 161A of the column 161 of the upper story
building structure 160 is joined to the beam 172 by the column base
joint connection 120.
[0218] A supporting mechanism of the building structure 160 is
substantially the same as the supporting mechanism of the building
structure 110. Therefore, when shear force Q1 is exerted on the
column 161 of the building structure 160 and axial forces Ta and Tb
are generated in two rods 122A and 122B, and as a result, a
coupling member 121 is moved in the same shear direction by the
shear force Q1, a bending moment Mr generated in the column base
161A (a rigid joint point with the coupling member 121) due to the
axial forces Ta and Tb of the two rods 122A and 122B is in a
reverse direction to a bending moment Mc generated in the column
base 161A (the rigid joint point with the coupling member 121) due
to the shear force Q1 exerting on the column 161. In addition,
shear force Q2 (wall load, wind pressure, and the like
corresponding to lower half of the column 161) in the same
direction as that of the shear force Q1 exerted on the column 161
is exerted on the coupling member 121.
[0219] According to the present embodiment, substantially the same
operation effects as the embodiment 1 are achieved.
Embodiment 10
FIGS. 23 to 26
[0220] A column base joint connection 120 of a column base joint
trestle 120A of an embodiment 10 is different from that of the
embodiment 8 in the following points.
[0221] That is, as shown in FIGS. 23 to 26, in the column base
joint trestle 120A of the embodiment 10, a coupling member 121 is a
cross member made of steel plate, a rod 122A is a vertical member
made of square steel pipe, and a rod 122B is a diagonal member made
of shape steel.
[0222] Then, the column base joint trestle 120A of the embodiment
10 forms the column base joint connection 120 as follows (see FIGS.
20 and 21). The long-side (the short-side is also the same) will be
described below.
[0223] (1) The column base joint trestle 120A is placed on a
foundation 114, and a pair of rods 122 combined of two rods 122A
and 122B is provided between the foundation 114 and the coupling
member 121. The two rods 122A and 122B each have their lower end
(r1 and s1) pin-jointed (applicable even in a rigid joint) to the
foundation 114 by anchor bolts 123 and 124; the upper end (r2) of
the rod 122A is pin-jointed (applicable even in the rigid joint) to
the coupling member 121 by welding (welding length is short); and
the upper end (s2) of the rod 122B is rigidly joined to the
coupling member 121 by welding (welding length is long). An upper
interval between the two rods 122A and 122B is narrower than a
lower interval therebetween (the rods 122A and 122B are formed in a
truncated chevron shape with each other, and the upper interval on
the column 111 side is made narrower than the lower interval on the
foundation 114 side). In the present embodiment, the rod 122A on
the shear forward side along a direction of horizontal shear force
Q1 exerted on the column 111 is vertically arranged, and the rod
122B on the shear backward side is tilted forward.
[0224] (2) A building structure 110 is placed on joint portions of
the coupling member 121 and the rods 122A and 122B of the column
base joint trestle 120A. In the present embodiment, a lower end
plate 111B of a column base 111A is placed on an upper end plate
131 of the rod 122A; and a lower surface 113B on the free end side
of a joint piece 113A is placed on an upper end plate 132 of the
rod 122B. At this time, an outside measurement distance L between
the column base 111A and the joint piece 113A of the building
structure 110 is made small as compared with an outside measurement
distance K between the upper end plate 131 of the rod 122A and the
upper end plate 132 of the rod 122B. In addition, the upper end
plate 131 of the rod 122A and the upper end plate 132 of the rod
122B are located at the same level surface, and an upper surface of
the coupling member 121 is lower than their level surface by a gap
G; s a result, the gap G is formed between the upper surface of the
coupling member 121 and the lower surface of the joint piece
113A.
[0225] (3) A bolt 141 is passed through the upper end plate 131 of
the rod 122A via a washer 141A, and is fixed to a fixing block 141B
that is welded to the backside of the lower end plate 111B of the
column base 111A.
[0226] (4) The coupling member 121 is tensionally joined to a beam
member 113 that is rigidly joined to the column base 111A of the
column 111. Specifically, a resilient bridging member 150 is
provided on the opposite side (backside) with respect to the column
base 111A point piece 113A) in the coupling member 121 that is
tensionally joined to the column base 111A (including the floor
beam joint piece 113A welded to the column base 111A) of the column
111. The resilient bridging member 150 is formed in a V shape. The
one end of the resilient bridging member 150 is supported by being
welded to the upper end plate 131 of the rod 122A, and the other
end of the resilient bridging member 150 is supported by being
welded to the upper end side of the rod 122B. An intermediate
portion of the resilient bridging member 150 is separated from the
backside of the coupling member 121 to form a rational cross
section with small deformation. A bolt 151 passes through an
intermediate portion of the resilient bridging member 150, an
intermediate portion of the coupling member 121, the joint piece
113A rigidly joined to the column base 111A of the column 111, and
the floor beam 113 in the joint piece 113A via a washer 151A; and a
nut 151B is fixed on the inner surface side of the floor beam 113.
The bolt 151 can be a high strength bolt. Tensile force introduced
to the bolt 151 becomes a resistance force (tear-off resistance
force) against a tear-off force that tears off the column base 111A
from the coupling member 121, and the column base 111A and the
coupling member 121 are joined so as to resiliently pull.
[0227] A supporting mechanism according to the column base joint
connection 120 of the building structure 110 of the embodiment 10
is substantially the same as the supporting mechanism of the column
base joint connection 120 of the embodiment 8. Therefore, when
shear force Q1 is exerted on the column 111 of the building
structure 110 and axial forces Ta and Tb are generated in the two
rods 122A and 122B, and as a result, a coupling member 121 is moved
in the same shear direction by the shear force Q1, a bending moment
Mr generated in the column base 111A (a tensile joint point with
the coupling member 121), due to the axial forces Ta and Tb of the
two rods 122A and 122B, is in a reverse direction to a bending
moment Mc generated in the column base 111A (the tensile joint
point with the coupling member 121), due to the shear force Q1
exerting on the column 111. In addition, shear force Q2 (wall load,
wind pressure, and the like corresponding to lower half of the
column 111) in the same direction as that of the shear force Q1
exerted on the column 111 is exerted on the coupling member
121.
[0228] A tear-off prevention mechanism with respect to the column
base joint trestle 120A of the building structure 110
characteristic of the embodiment 10 will be described below (FIG.
24).
[0229] (1) An introduction tensile force P0 is introduced to the
bolt 151 in which the resilient bridging member 150 attached on the
backside of the base member 121 and the column base 111A point
piece 113A) of the column 111 are tensionally joined.
[0230] (2) When a distance between the bolt 151 and the column 111
is d1 and a distance between a contact point of the column base
111A point piece 113A) and the base member 121 (upper end plate
132) and the column 111 is d2, a tear-off resistance force F is
generated at the contact point of the column base 111A point piece
113A) and the base member 121 (upper end plate 132). The tear-off
resistance force F makes the building structure 110 rotate with
respect to the column base joint trestle 120A due to a lateral
force P (FIG. 5) exerted on the building structure 110. The
tear-off resistance force is a resistance force against the
tear-off force that tears off the column base 111A of the building
structure 110 from the base member 121 of the column base joint
trestle 120A, and is F=P0.times.(d1/d2); for example, F is F=1.22
tons provided that P0, d1, and d2 are set: P0=1.97 tons, d1=155 mm,
and d2=250 mm.
[0231] (3) The column base 111A is not torn off from the base
member 121 until the tear-off force exerting on the contact point
of the column base 111A point piece 113A) and the base member 121
(upper end plate 132) due to the lateral force P exceeds the
tear-off resistance force F.
[0232] According to the present embodiment, the following operation
effects are achieved in addition to the operation effects of the
embodiment 8.
[0233] (a) The coupling member 121 is tensionally joined to the
column base 111A, a pair of rods 122 combined of two rods 122A and
122B is provided between the foundation 114 and the coupling member
121, the two rods 122A and 122B each have their lower end joined to
the foundation 114 and their upper end joined to the coupling
member 121, and the upper interval between the two rods 122A and
122B is narrower than the lower interval therebetween; accordingly,
the axial forces Ta and Tb of the two rods 122A and 122B exert the
bending moment Mr on the coupling member 121, and the bending
moment Mr reduces deformation of the column 111 (displacement of
the intersecting angle between the column 111 and the foundation)
and operates so as to minimize deformation of the entire
building.
[0234] (b) Tensile force tensionally jointing the coupling member
121 to the column base 111A is introduced between the column base
111A and the coupling member 121. As a result, the introduction
tensile force becomes a resistance force (tear-off resistance
force) against the tear-off force that tears off the column base
111A from the coupling member 121; rotation of the building
structure 110 with respect to the coupling member 121 (rotation
.theta. of the column 111 with respect to a vertical line, and
rotation .theta. of the floor beam 113 with respect to a horizontal
line shown in FIG. 20) is reduced; and deformation of the entire
building can be stably minimized.
[0235] (c) The length of the coupling member 121 made of the cross
member can be lengthened irrespective of a position of the tensile
joint point of the coupling member 121 fixed to the column base
111A (including the floor beam joint piece 113A welded to the
column base 111A). This means that the flange length f from the
above described tensile joint point of the coupling member 121 and
the column base 111A to the joint point of the coupling member 121
and the rod 122B can be lengthened; therefore, the previously
described (a) bending moment Mr, which the axial forces Ta and Tb
of the two rods 122A and 122B exert on the coupling member 121, can
be increased (the reason is previously described). With this
configuration, deformation of the entire building can be surely
minimized.
[0236] (d) Variation in shear force Q2 exerted on the coupling
member 121 can be avoided by rigidly jointing the upper ends of the
coupling member 121 (cross member) and the rods (diagonal member
122B and/or vertical member 122A). A joint point r1 of the lower
end of one rod 122A and the foundation 114, a joint point r2 of the
upper end of the rod 122A and the coupling member 121 (cross
member), a joint point s1 of the lower end of the other one rod
122B (diagonal member) and the foundation 114, and a joint point s2
of the upper end of the rod 122B and the coupling member 121 (cross
member) will be considered. At this time, if all the r1, r2, s1,
and s2 are pin joints, the previously described (a) bending moment
Mr, which the axial forces Ta and Tb of the two rods 122A and 122B
exert on the coupling member 121, becomes large; however, the
strength of the building structure 110 is largely dependent on a
ratio between the shear force Q1 exerted on the column 111 and the
above described Q2, and the strength of the building structure 110
cannot be preliminarily specified. On the other hand, if the
coupling member 121 (cross member) and the upper ends (r2 and/or
s2) of the rods (diagonal member 122B and/or vertical member 122A)
are rigidly joined, the bending moment Mr does not become large to
the extent mentioned above; however, the difference in the strength
of the building structure 110 due to the ratio between Q1 and Q2 is
almost eliminated, and the strength of the building structure 110
can be preliminarily specified without depending on plans.
[0237] (e) Both ends of the resilient bridging member 150 are
supported to the coupling member 121 or the rods 122A and 122B, the
intermediate portion of the resilient bridging member 150 is made
apart from the coupling member 121, and the bolt 151 passing
through the intermediate portion of the resilient bridging member
150 and the coupling member 121 is tensionally joined to the column
base 111A of the column 111; and accordingly, the coupling member
121 can be tensionally joined to the column base 111A by a simple
structure.
Embodiment 11
FIG. 27
[0238] As shown in FIG. 27, a building structure (building unit)
160 is of a frame structure of a rectangular box frame structure.
In each of the long-sides and short-sides that are mutually
orthogonal as seen from the top, a ceiling beam 162 is rigidly
joined to joint pieces 162A that are rigidly joined to the upper
ends of mutually parallel arranged columns 161 and 161;
accordingly, the upper ends of the columns 161 and 161 are coupled.
At the same time, a floor beam 163 (horizontal member) is rigidly
joined to joint pieces 163A that are rigidly joined to the lower
ends (column base 161A) of the mutually parallel arranged columns
161 and 161; and accordingly, the lower ends of the columns 161 and
161 are coupled.
[0239] In each of the long-sides and short-sides, the building
structure 160 has respective column bases 161A of the columns 161
and 161, each of the column bases 161A being joined to a lower
story structure 170 (lower structure) by the column base joint
connection 120 of the column base joint trestle 120A of the
embodiment 8.
[0240] The lower story building structure 170 is of a frame
structure in which columns 171 and a beam 172 are rigidly joined,
and the column base 161A of the column 161 of the upper story
building structure 160 is joined to the beam 172 by the column base
joint connection 120.
[0241] A supporting mechanism of the building structure 160 is
substantially the same as the supporting mechanism of the building
structure 110. Therefore, when shear force Q1 exerted on the column
161 of the building structure 160 and axial forces Ta and Tb are
generated in two rods 122A and 122B, and as a result, a coupling
member 121 is moved in the same shear direction by the shear force
Q1, a bending moment Mr generated in the column base 161A (a
tensile joint point with the coupling member 121), due to the axial
forces Ta and Tb of the two rods 122A and 122B, is in a reverse
direction to a bending moment Mc generated in the column base 161A
(the tensile joint point with the coupling member 121) due to the
shear force Q1 exerted on the column 161. In addition, shear force
Q2 (wall load, wind pressure, and the like corresponding to lower
half of the column 161) in the same direction as that of the shear
force Q1 exerted on the column 161 is exerted on the coupling
member 121.
[0242] According to the present embodiment, substantially the same
operation effects as the embodiment 1 are achieved.
Embodiment 12
FIGS. 28 to 30
[0243] As shown in FIGS. 28 and 29, a beam structure 210 comprising
a bridge or the like has beam ends 211A on both ends of a simple
beam 211, the beam ends 211A being joined to strong rigid bodies
212 on both sides by beam joint connections 220, respectively. In
addition, a longitudinal direction of the beam 211 is arranged in a
horizontal direction, and a vertical load L is exerted on the beam
211. The composition of the beam joint connection 220 will be
described below (composition of the respective beam joint
connections 220 provided on the beam ends 211A on both ends of the
beam 211 are substantially the same, and mainly, the composition of
the beam joint connection 220 provided on the beam end 211A on one
end will be described).
[0244] The beam joint connection 220 rigidly joints a flange 221A
to the beam end 211A, and the flange 221A serves as a base member
221.
[0245] The beam joint connection 220 is provided with a pair of
rods 222 combined of two rods 222A and 222B between the rigid body
212 and the base member 221. The two rods 222A and 222B each have
one end pin-jointed (applicable even in a rigid joint) to the rigid
body 212 and their other end pin-jointed (applicable even in the
rigid joint) to the base member 221. The other end interval between
the two rods 222A and 222B is narrower than the one end interval
therebetween (the rods 222A and 222B are formed in a truncated
chevron shape with each other, so that the other end interval on
the beam 211 side is made narrower than the one end interval on the
rigid body 212 side). In the present embodiment, the rod 222A on
the shear forward side along a direction of vertical shear force L
exerted on the beam 211 is tilted backward, and the rod 222B on the
shear backward side is tilted forward.
[0246] A supporting mechanism of the beam structure 210 will be
described below about the beam joint connection 220 provided on one
end side of the beam 211 (FIG. 30).
[0247] (1) The vertical shear force L is exerted on the beam 211. A
vertical shear force L1, having the same direction as the shear
force L exerted on the beam 211, is exerted on the base member 221
of the beam joint connection 220 provided on the beam end 211A on
the one end side of the beam 211. In addition, a vertical shear
force L2 having the same direction as the shear force L exerted on
the beam 211 also is exerted on the base member 221 of the beam
joint connection 220 provided on the beam end 211A on the other end
side of the beam 211. The shear force L is L=L1+L2.
[0248] At this time, in the beam joint connection 220, a supporting
point reaction force R1 (R2 in the case of the beam joint
connection 220 provided on the other end side of the beam 211) is
exerted on the joint portions of the two rods 222A and 222B to the
rigid body 212. R1+R2=L and R1.times.a=R2.times.b are made, where
distances between points of action of the shear force L to the beam
211 and a point of action of supporting point reaction forces R1
and R2 to the rigid body 212 are a and b, respectively.
[0249] (2) A bending moment Mc1 (Mc2 in the case of the beam joint
connection 220 provided on the other end side of the beam) due to
the shear force L exerted on the beam 211 is generated in a beam
end 211A (a rigid joint point with the base member 221).
[0250] (3) Axial forces Ta and Tb are generated in the respective
rods 222A and 222B by the supporting point reaction force R1
exerted on the two rods 222A and 222B. In addition, the axial
forces Ta and Tb are generated when the base member 221 is made to
move towards the same shear direction by the shear force L1 exerted
on the beam 211.
[0251] Then, a bending moment Mr1 (Mr2 in the case of the beam
joint connection 220 provided on the other end side of the beam)
due to the axial forces Ta and Tb of the two rods 222A and 222B is
generated at the beam end 211A (the rigid joint point with the base
member 221). The bending moment Mr1 is in a reverse direction to
that of a bending moment Mc1. The bending moment Mr1 lowers the
other end of the rod 222A on the shear forward side, and raises the
other end of the rod 222B on the shear backward side, so that the
base member 221 is slightly rotated.
[0252] The following equations (1) to (5) are formed when
horizontal components of the axial forces Ta and Tb are Ha and Hb,
vertical components thereof are Va and Vb, arm lengths of the
moments with respect to the beam end 211A (the rigid joint point
with the base member 221) of the axial forces Ta and Tb are a and
b, a flange length from a joint point with the beam end 211A to a
joint point with the rod 222A in the base member 221 is f and a
flange length therefrom to a joint point with the rod 222B is f, an
intersecting angle made by the rod 222A with respect to the rigid
body 212 is .theta.a (FIG. 30), and an intersecting angle made by
the rod 222B with respect to the rigid body 212 is .theta.b (FIG.
30). In addition, axial force of the beam 211 is disregarded.
R1=Va+Vb (1)
Ha+Hb=0 (2)
Mr1=Ta.times.a+Tb+b (3)
Mr1=(Va/cos .theta.a).times.a+(Vb/cos .theta.b).times.b (4)
a=fsin .theta.a,b=fsin .theta.b (5)
[0253] Therefore, in order to increase the bending moment Mr1,
there is required an increase in angles .theta.a and .theta.b of
the rods 222A and 222B, an increase in the flange length f of the
base member 221, or an increase in the shear force L1 exerted on
the base member 221.
[0254] The increase in the shear force L1 exerted on the base
member 221 can be realized by receiving the vertical load L by beam
members and transferring the same to the base member 221.
[0255] Furthermore, in the case where the joint of the rod 222A
(222B) and the base member 221 or the rigid body 212 is
pin-jointed, resistance against movement of the base member 221 is
small; therefore, the base member 221 is largely moved, and Mr1 can
also be increased. In the case of the rigid joint, since the
resistance against movement of the base member 221 is large, Mr1 is
small as compared with the pin joint; however, deformation of the
rod 222A (222B) is very small, and therefore, generation of
microvibration can be suppressed.
[0256] (4) In the case of Mr1=Mc1, the beam end 211A is in a rigid
joint state (the beam end 211A does not rotate, and a relative
angle between the beam 211 and the rigid body 212 is
invariance).
[0257] (5) In the case of Mr1>Mc1, the beam end 211A is moved
back in a reverse direction to a deformation direction due to Mc1.
This is referred to as a super rigid joint state. The base member
221 moves to the shear direction (direction of L).
[0258] (6) In the case of Mr1<Mc1, the beam end 211A is in a
semi rigid joint state (weaker than the rigid joint). The base
member 221 moves in a reverse direction to the shear direction.
[0259] According to the present embodiment, the following operation
effects are achieved.
[0260] (a) The base member 221 is rigidly joined to the beam end
211A, a pair of rods 222 combined of two rods 222A and 222B is
provided between the rigid body 212 and the base member 221, the
two rods 222A and 222B each have one end joined to the rigid body
212 and their other end joined to the base member 221, and the
other end interval between the two rods 222A and 222B is made
narrower than one end interval therebetween; and accordingly, the
axial forces Ta and Tb of the two rods 222A and 222B exert the
bending moment Mr1 on the base member 221, and the bending moment
Mr1 reduces deformation of the beam 211 (displacement of the
intersecting angle between the beam 211 and the rigid body) and
operates so as to minimize deformation of the entire beam.
[0261] (b) When the shear force L is exerted on the beam 211 of the
beam structure 210 and the axial forces Ta and Tb are generated in
the two rods 222A and 222B, the bending moment Mr1, generated in
the beam end 211A due to the axial forces Ta and Tb of the two rods
222A and 222B, is in a reverse direction to the bending moment Mc1
generated in the beam end 211A due to the shear force L exerted on
the beam 211. Therefore, the deformation of the beam 211 due to the
bending moment Mc1 and deformation of the beam 211 due to the
bending moment Mr1 are balanced out with each other, the
deformation of the beam 211 is reduced, and the deformation of the
entire building is minimized.
[0262] (c) As described above in (a) and (b), the deformation of
the beam 211 can be reduced by the bending moments Mr1 and Mc1
exerting on the base member 221; therefore, one end of the two rods
222A and 222B are not rigidly joined to the rigid body 212, but,
deformation of the beam 211 is reduced even in the case of easily
pin-jointing, and deformation of the entire building can be
minimized.
[0263] (d) When the bending moment Mr1 and the bending moment Mc1
are set to Mr1=Mc1, the beam end 211A is in a rigid joint state
with respect to the rigid body 212 (the beam end 211A does not
rotate, and the intersecting angle between the beam 211 and the
rigid body 212 is not displaced), and deformation of the beam 211
can be reduced.
[0264] (e) When the bending moment Mr1 and the bending moment Mc1
are set to Mr1>Mc1, the beam end 211A has deformation due to
Mc1, which is moved back in a reverse direction by Mr1, and becomes
in a super rigid joint state, so that deformation of the beam 211
can be reduced as compared with the above mention (d). The base
member 221 moves in the shear direction.
INDUSTRIAL APPLICABILITY
[0265] A beam joint connection according to the present invention
can be applied to a beam hung on a reinforced concrete (referred to
as RC) structure (rigid body), a beam hung on a tunnel wall (rigid
body), a beam hung on a basement wall (rigid body), a bridge hung
on a bridge pier (rigid body), a beam hung on a steel structure
(rigid body), a beam hung on a tower (rigid body), and a beam hung
on a hull (rigid body).
* * * * *