evan什么意思剪力墙结构论文中英文资料外文翻译文献

2021年1月21日发(作者：services)
中英文资料外文翻译文献


一
.
英文原文

A NEW STAGGERED SHEAR WALL
STRUCTURE FOR HIGH-RISE BUILDING
ABSTRACT
Shear wall structure has been widely used in tall buildings. However, there are still
two
obvious
disadvantages
in
this
structure:
first
of
all,
space
between
two
shear
wall
could not too big and the plane layout is not flexible, so that serviceability requirements
are
dissatisfied
for
public
buildings;
secondly,
the
bigger
dead
weight
will
lead
to
the
increase
of
constructional
materials
and
seismic
force
which
cause
desigh
difficulty
of
super-structures
and
foundations.
In
this
paper,
a
new
type
tall
building
structure-staggered
shear
wall
structure-is
presented
in
order
to
overcome
above
disadvantages of traditional shear wall, which not only provide big space for architectural
design but also has lighter dead weight and high capacity of resistance to horizontal load.
REINFORCEMENT CONCRETE STAGGERED SHEAR WALL
STRUCTURAL SYSTEM IN TALL BUILDINGS
Structure
Style
and
Features
of
New
Type
Shear
Wall
Structural
System
：
In
this
new-type
shear
wall
structural
system,every
shear
wall
is
at
staggered
location
on
adjacent floor, as well as adjacent shear walls are staggered with each end of
floor
slab
is
supported
on
top
edge
of
one
shear
wall;
the
other
end
of
floor
slab
is
supported
on
bottom
edge
of
adjacent
shear
wall.
The
edge
column
and
beam
are
set
beside
every
shear
wall.
The
embedded
column
and
connected
beam
are
set
on
every
floor. The advantage of this structural system is its big use space with small span floor
shear wall arrangement can be staggered or not according to use requirement,
shown in Figure 1. As a result, the width of one bay is increased from L to 2L or 3L. In
addition,
the
dead
weigh
of
staggered
shear
wall
is
smaller
than
that
of
traditional
down-to-ground shear wall, so the material cost is reduced. The structural analysis result
indicates
the
wall
amount
decreases
by
25%
and
the
dead
weigh
decreased
by
20%

1
comparing
the
new- type
shear
wall
with
traditional
shear
wall,
while
both
have
same
lateral stiffness. Two main obvious disadvantages of traditional shear wall are overcome
and
the
use
space
of
shear
wall
structures
is
enlarged
effectively.
Besides
the
architectural
convenience, the staggered shear wall has other advantages. Although the
stiffness
of
every
shear
wall
is
changed
along
vertical
direction,
the
sum
stiffness
of
whole
structure
is
even
along
vertical
direction
when
adjacent
shear
walls
are
set
on
staggered
locations.
The
whole
structural
deformation
is
basically
bending
style.
Form
the
analysis
of
reference,the
staggered
shear
wall
has
stronger
whole
stiffness,
less
top-storey displacement(decreasing by about 58%),and less relative storey displacement
comparing
with
traditional
coupled
shear

the
same
horizontal
load,
the
staggered shear wall structure could effectively
cut
down the internal
force of coupled
beam
and
embedded
column,
at
the
same
time
the
structural
seismic
performance
is
improved.
1
2

Working Mechanism of New Type Shear Wall Structure

Under the vertical load, this structure effect is the same as ordinary frame- shear wall
structure,
that
is,
the
shear
wall
and
column
act
together
to
resist
the
vertical
load.
Because the stiffness of every span shear wall is large and the deformation is small, the
bending
deformation
and
moment
of
columns
are
very
small.
Under
lateral
load,
the
structure deformation is uniform, thereby it can improve the whole stiffness effectively
and the higher capability resisting lateral load is main cause is the particular
arrangement
method
of
walls,
which
could
be
explained
as
follows:
firstly,
the
lateral

2
shearing
force
transfer
mechanism
is
different
from
traditional
shear
wall.
The
lateral
shearing force on top edge of shear wall is transferred to under layer floor slab though the
bottom edge of wall, then to under storey adjacent shear wall through the under storey
floor slab. At last, the lateral shearing force is transferred to ground floor shear wall and
this way,the lateral shearing force transfer mechanism is special, in which
every floor slab transfer the lateral shearing force of itself floor and above in
traditional shear wall directly. This structure makes the best use of the peculiarity that the
slab stiffness is very strong to transfer and resist lateral shear. Although the shear walls
are not up bottom in sequence, the slabs which has larger stiffness participate in the work
transferring
and
resisting
lateral
shear
force
from
the
top
to
the
down,from
the
floor
middle part to edge, and from the edge to middle part in whole corresponds to
a space integer structure with
large lateral
stiffness
connected
all shear
walls by
slabs,
which have been cut in every story and span. It has been proved in author
’
s paper that
the
whole
structure
will
occur
integer-bending
deformation
under
lateral
force
action,while every storey shear walls will occur integer bending without local bending.
Secondly,
in
every
piece
of
staggered
shear
wall
(shown
in
Figure
2),the
shear
wall
arrangement
forms
four
large
X
diagonal
brace
along
adcb,cfed,
ehgf,
gjih
(dashed
as
shown in Figure 2).Because the shear walls forming X diagonal brace have large stiffness
and strength, the X diagonal brace stiffness is strong. In addition, both the edge beams
and columns around the boundary form bracing
‘
frame
”

with large lateral stiffness.
Hence, the structural integer stiffness is greatly improved.
Due
to
the
above
main
reasons,
this
structure
is
considered
to
have
particular
advantages compared with traditional shear wall structure in improving structural lateral
stiffness. It can provide larger using space, and reduce the material, earthquake action as
well
as
dead
,
it
can
provide
larger
lateral
stiffness,
which
will
benefit
the
structural lateral capability. In author
’
s paper and in this paper the example calculating
results
indicates that lateral
stiffness of this
structure are double of
coupled shear wall
structure ,and nearly equal to integer shear wall structure (light small than the latter).
Aseismic analysis and construction measures in a building
example
In
order
to
study
dynamic
characteristics
and
aseismic
performances
in
this
structural system, the staggered shear wall will be used as all cross walls in the large bay
shear wall structure without internal longitudinal walls.

3
Example. Thereis a nine-storey reinforcement concrete building, which is large bay
shear
wall
struvture,
shown
in
figure3.
here,walls
columns,
beams,
and
slabs
are
all
cast-in-situ.
The
thickness
t=240mm
is
used
for
shear
walls
from
1
to
3
stories,
while
thickness
t=200mm
is
used
for
shear
walls
from
4
to
9
stories.
Given
the
section
of
columns of width b=500mm and depth h=600mm . Given the section of beams of width
b=300mm and depth h=700mm . The modulus of elasticity is assumed to be E=2.1*10E7
2
2
kN/
m

and G=1.05*10E7 kN /
m
. The external longitudinal walls are cast-in-situ wall
frame,
and
the
cross
walls
are
staggered
shear
walls
,
showm
in
Figure
3
(a)
(scheme
I) ,intensity 8 zones near earthquake, 2type site ground
。
The aseismic analysis is given
by using the computer program FWD with wallboard element based on modal ayalysis
response spectrum method
。

In order to compare
，
the aseismic analysis of others are
given at the same time
，

which are the cross walls used integer walls
（
scheme 2
）
and
coupled walls (scheme3), shown in Figure 3 (a) and (b) ,respectively. The related results
are listed in Table 1 and Table 2, where the seismic shear and displacement are all adopt
from the SRSS result of formal three modal shapes.
3

Table1PeriodT(s) top- storey displancement
△
(cm) bottom seismic shearV(KN)

Wall

layout
Scheme
Ⅰ

Scheme
Ⅱ

Scheme
Ⅲ

T1
0.417
0.376
0.811
T2
0.128
0.110
0.205
T3
0.089
0.057
0.092





4
△

0.89
0.78
1.94
V
4088.3
6181.3
2519.9
G
56610
67500
60660
?
?
V
G

0.071
0.092
0.042




Table 2

Every-story displancement
△
(cm)
Number

of stories
9
8
7
6
5
4
3
2
1
Scheme
Ⅰ

0.890
0.812
0.686
0.604
0.472
0.372
0.239
0.161
0.056
Scheme
Ⅱ

0.780
0.695
0.605
0.512
0.415
0.315
0.220
0.133
0.059
Scheme
Ⅲ

1.940
1.647
1.381
1.143
0.909
0.658
0.426
0.233
0.074
From the abve calculated results , it can be observed, firstly , that the building bay
increased
from
7.2m(scheme
2,3)
to
7.2*2=14.4m
(scheme
1
) .Therefore,
the
useable
floor area is increased greatly while dead weight is decreased 2093kN, and concrete of
shear walls is saved (40% compared with scheme 2 or about 25% compared with scheme
3).
Because
the
structural
stiffness
based
on
the
arrangement
method
of
shear
walls
is
uniform, the whole lateral stiffness is increased a lot than that of schene 3 and close to
scheme 2 , however, the seismic force is decreased greatly due to the decrease of dead
weight
,which
reduce
the
bottom
shear
coefficient
a
from
0.092
(scheme
2)
to
0.071,
thereby it can solve problems in traditional shear wall structures with light increase of the
top-storey
displancement
(
scheme
1
only
increases
0.11
cm
than
scheme
2
),
such
as
larger bottom
shear seismic coefficient . Compared with
coupled wall (scheme 3), this
structure
obviously
advances
lateral
stiffness
that
the
top-storey
displancement
?
=0.89cm is about 45% of the coupled wall
?
=1.94cm .However, the concrete amount
and dead weight reduce 25 % than that of coupled wall. This result shows that the new
type struvture can adjust the structural stiffness and reduce eigher dead weight or seismic
force
when
the
solid
shear
wall
with
small
opening,
which
has
large
stiffness
,
dead
weight , seismic force , and material amount , is dissatisfied because the section of shear

5
walls
and
height
of
coupied
beams
are
limited
in
design .In
this
structure,
the
lateral
shear force cannot be transferred to bottom directly but though slabs because the shear
walls are cut in ecery storey. Due to the large shear force transferred to the bottom slabs ,
as a result , the slabs in first storey should be strengthened to ensure that the adequate
strength and stiffness would be obtained to transfer the lateral shear force the structure
need .
In
general,
the
slabs
are
cast-in-situ.
The
concrete
used
for
slabs
normally
should
have
grade
strength
of
no
less
than
C20 .The
thickness
of
slabs
should
not
less
than
180mm
,
especially
in
bottom
stories
in
which
the
distribution
bars
are
two-way
reinforcement
ф
8
@200.
It
is
emphasized
that
the
shear
constructions
should
be
strengthened
at
the
joints- shear
walls
and
slabs
.
In
order
to
ensure
shear
strength
between walls and slabs ,the wall bars should extend into the above and below spans for
a
distance
according
to
related
Code
avout
development
length .Furthermore,
the
joint
stresses
of
above
and
below
shear
walls
are
so
complex
that
the
shear
failure
or
the
lailure caused by the used except the embedded column and connected beam to ensure
the joint strength and stiffness. At the above and below walls intersects the fillet measure
must be used . Other aseismic constructional details should be carried out in accordance
with the Code involved in shear wall structure.
Conclusions
From the above analysis and research, the following conclusions can be drawn : (1)
Compare
with
traditional
shear
wall
structures
,
the
staggered
shear
wall
structure
has
many
advantages,
such
as
providing
bigger
space
and
lateral
stiffness
,reducing
dead
weight and seismic force , and saving constructional materials . therefore, this structural
system has good economic benefits .




(2) the structural
stiffness
and deformation is
uniform,
thereby it can improve the
whole
stiffness
effectively
and
enable
it
to
appear
wholly
bending
state,
which
are
beneficial to increase the capacity of resistance to horizontal force and ductility.
(3)
This
structure
can
reduce
the
bottom
shear
seismic
coefficient
of
shear
wall
structures, thereby it can solve many problems in ordinary shear wall structures , such as
bigger
space
and
lateral
stiffness
,
and
higher
seismic
force
which
will
lead
to
bigger
bottom shear seismic coefficient . It
also can be a efficient method adjusting structural
stiffness and dead weigh in design .




(4)This structure can be used in longitudinal wall of big- space shear wall structure

6