2021年1月23日发(作者：光棍节英文)
外文文献及译文



文献、资料题目：
The Structure Form of
High-Rise Buildings

外文文献
:
The Structure Form of High-Rise Buildings
ABSTRACT
：
High-rise building is to point to exceed a certain height and layers
multistory
buildings.
In
the
United
States,
24.6
m
or
7
layer
above
as
high-rise
buildings; In Japan, 31m or 8 layer and above as high-rise buildings; In Britain, to have
equal
to
or
greater
than
24.3
m
architecture
as
high- rise
buildings.
Since
2005
provisions
in
China
more
than
10
layers
of
residential
buildings
and
more
than
24
meters tall other civil building for high-rise buildings.

KEYWARD
：
High-Rise Buildings
；
Shear-Wall Systems
；
Rigid-Frame Systems
1. High- rise building profiles
Although the basic principles of vertical and horizontal subsystem design remain
the
same
for
low-
,
medium-
,
or
high-rise
buildings,
when
a
building
gets
high
the
vertical
subsystems
become
a
controlling
problem
for
two
reasons.
Higher
vertical
loads
will
require
larger
columns,
walls,
and
shafts.
But,
more
significantly,
the
overturning
moment
and
the
shear
deflections
produced
by
lateral
forces
are
much
larger and must be carefully provided for.
The vertical subsystems in a high-rise building transmit accumulated gravity load
from
story
to
story,
thus
requiring
larger
column
or
wall
sections
to
support
such
loading. In addition these same vertical subsystems must transmit lateral loads, such as
wind or seismic loads, to the foundations. However, in contrast to vertical load, lateral
load effects on buildings are not linear and increase rapidly with increase in height. For
example
under
wind
load
,
the
overturning
moment
at
the
base
of
buildings
varies
approximately as the square of a buildings may vary as the fourth power of buildings
- 1 -
height , other things being equal. Earthquake produces an even more pronounced effect.
When the structure for a low-or medium-rise building is designed for dead and live
load,
it
is
almost
an
inherent
property
that
the
columns,
walls,
and
stair
or
elevator
shafts can carry most of the horizontal forces. The problem is primarily one of shear
resistance. Moderate addition bracing for rigid frames in
“short”
buildings can easily be
provided by filling certain panels (or even all panels) without increasing the sizes of the
columns and girders otherwise required for vertical loads.
Unfortunately,
this
is
not
is
for
high-rise
buildings
because
the
problem
is
primarily resistance to moment and deflection rather than shear alone. Special structural
arrangements
will
often
have
to
be
made
and
additional
structural
material
is
always
required for the columns, girders, walls, and slabs in order to made a high-rise buildings
sufficiently resistant to much higher lateral deformations.

As
previously
mentioned,
the
quantity
of
structural
material
required
per
square
foot of floor of a high- rise buildings is in excess of that required for low-rise buildings.
The vertical components carrying the gravity load, such as walls, columns, and shafts,
will
need
to
be
strengthened
over
the
full
height
of
the
buildings.
But
quantity
of
material required for resisting lateral forces is even more significant.
With reinforced concrete, the quantity of material also increases as the number of
stories increases. But here it should be noted that the increase in the weight of material
added
for
gravity
load
is
much
more
sizable
than
steel,
whereas
for
wind
load
the
increase for lateral force resistance is not that much more since the weight of a concrete
buildings
helps
to
resist
overturn.
On
the
other
hand,
the
problem
of
design
for
earthquake forces. Additional mass in the upper floors will give rise to a greater overall
lateral force under the of seismic effects.

In the case of either concrete or steel design, there are certain basic principles for
providing
additional
resistance
to
lateral
to
lateral
forces
and
deflections
in
high-rise
buildings without too much sacrifire in economy.

(1) Increase the effective width of the moment-resisting subsystems. This is very
useful because increasing the width will cut down the overturn force directly and will
reduce
deflection
by
the
third
power
of
the
width
increase,
other
things
remaining
- 2 -
cinstant. However, this does require that vertical components of the widened subsystem
be suitably connected to actually gain this benefit.
(2) Design subsystems such that the components are made to interact in the most
efficient manner. For example, use truss systems with chords and diagonals efficiently
stressed,
place
reinforcing
for
walls
at
critical
locations,
and
optimize
stiffness
ratios
for rigid frames.

(3) Increase the material in the most effective resisting components. For example,
materials
added in the lower
floors to
the flanges of columns and connecting
girders
will directly decrease the overall deflection and increase the moment resistance without
contributing mass in the upper floors where the earthquake problem is aggravated.

(4)
Arrange
to
have
the
greater
part
of
vertical
loads
be
carried
directly
on
the
primary
moment-resisting
components.
This
will
help
stabilize
the
buildings
against
tensile overturning forces by precompressing the major overturn- resisting components.

(5) The local shear in each story can be best resisted by strategic placement if solid
walls
or
the
use
of
diagonal
members
in
a
vertical
subsystem.
Resisting
these
shears
solely
by
vertical
members
in
bending
is
usually
less
economical,
since
achieving
sufficient bending resistance in the columns and connecting girders will require more
material and construction energy than using walls or diagonal members.

(6) Sufficient horizontal diaphragm action should be provided floor. This will help
to bring the various resisting elements to work together instead of separately.

(7) Create mega- frames by joining large vertical and horizontal components such
as two or more elevator shafts at multistory intervals with a heavy floor subsystems, or
by use of very deep girder trusses.
Remember that all high-rise buildings are essentially vertical cantilevers which are
supported at the ground. When the above principles are judiciously applied, structurally
desirable schemes can be obtained by walls, cores, rigid frames, tubular construction,
and other vertical subsystems to achieve horizontal strength and rigidity.
2. Shear-Wall Systems
Shear wall structure is reinforced concrete wallboard to replace with beam-column
frame structure of, can undertake all kinds of loads, and can cause the internal force of
- 3 -
the
structure
effectively
control
the
horizontal
forces
with
reinforced
concrete
wallboard, the vertical and horizontal force to bear the structure called the shear wall
structure. This structure was in high-rise building aplenty, so, homebuyers can need not
be blinded by its terms. Shear wall structure refers to the vertical of reinforced concrete
wallboard, horizontal direction is still reinforced concrete slab of carrying the wall, so
big
a
system,
that
constitutes
the
shear
wall
structure.
Why
call
shear
wall
structure,
actually, the higher the wind load building to its push is bigger, so the wind direction of
pushing that level,
such
as promoting the
house, below was a binding, the above the
wind
blows
should
produce
certain
swing
floating,
swing
floating
restrictions
on
the
very small, vertical wallboard to resist, the wind over, wants it has a force on top, make
floor
do
not
produce
swing
or
shift
float
degrees
small,
in
particular
the
bounds
of
structure, such as: the wind from one side, then there is a considerable force board with
it braved along the vertical wallboard, the height of the force, is equivalent to a pair of
equivalent shearing, like a with scissors cut floor of force building and the farther down,
accordingly, the shear strength of such wallboard that shear wall panels, also explains
the wallboard vertical bearing of vertical force also not only should bear the horizontal
wind loading, including the horizontal seismic forces to one of its push wind.
When shear walls are compatible with other functional requirements, they can be
economically
utilized
to
resist
lateral
forces
in
high-rise
buildings.
For
example,
apartment buildings naturally require many separation walls. When some of these are
designed to be solid, they can act as shear walls to resist lateral forces and to carry the
vertical
load
as
well.
For
buildings
up
to
some
20storise,
the
use
of
shear
walls
is
common. If given sufficient length, such walls can economically resist lateral forces up
to 30 to 40 stories or more.
However, shear walls can resist lateral load only the plane of the walls ( in a
diretion
perpendicular
to
them) .
Therefore,
it
is
always
necessary
to
provide
shear
walls
in
two
perpendicular
directions
can
be
at
least
in
sufficient
orientation
so
that
lateral force in any direction can be resisted. In addition, that wall layout should reflect
consideration of any torsional effect.

In design progress, two or more shear walls can be connected to from L-shaped or
- 4 -
channel-shaped
subsystems.
Indeed,
internal
shear
walls
can
be
connected
to
from
a
rectangular shaft that will resist lateral forces very efficiently. If all external shear walls
are
continuously
connected
,
then
the
whole
buildings
acts
as
tube
,
and
connected
,
then the whole buildings acts as a tube , and is excellent Shear-Wall Systems resisting
lateral loads and torsion.
Whereas
concrete
shear
walls
are
generally
of
solid
type
with
openings
when
necessary, steel shear walls are usually made of trusses. These trusses can have single
diagonals, “X”
diagonals, or
“K”
arrangements. A trussed wall will have its members
act essentially in direct tension or compression under the action of view, and they offer
some
opportunity
and
deflection-limitation
point
of
view,
and
they
offer
some
opportunity
for
penetration
between
members.
Of
course,
the
inclined
members
of
trusses must be suitable placed so as not to interfere with requirements for windows and
for circulation service penetrations though these walls.

As
stated
above,
the
walls
of
elevator,
staircase,
and
utility
shafts
form
natural
tubes and are commonly employed to resist both vertical and lateral forces. Since these
shafts are normally rectangular or circular in cross-section, they can offer an efficient
means for resisting moments
and shear in
all directions due to
tube structural
action.
But a problem in the design of these shafts is provided sufficient strength around door
openings
and
other
penetrations
through
these
elements.
For
reinforced
concrete
construction,
special
steel
reinforcements
are
placed
around
such
opening .In
steel
construction,
heavier
and
more
rigid
connections
are
required
to
resist
racking
at
the
openings.

In many high-rise buildings, a combination of walls and shafts can offer excellent
resistance to lateral forces when they are suitably located ant connected to one another.
It
is
also
desirable
that
the
stiffness
offered
these
subsystems
be
more-or-less
symmertrical in all directions.
3. Rigid- Frame Systems
Frame
structure
is
to
point
to
by
beam
and
column
to
just
answer
or
hinged
connection the structure of bearing system into constitute beam and column, namely the
framework
for
common
resistance
appeared
in
the
process
of
horizontal
load
and
- 5 -
vertical
load.
Using
structure
housing
wall
not
bearing,
only
play
palisade
and
space
effect,
generally
with
the
aerated
concrete
prefabricated,
expansion
perlite,
hollow
bricks or porous brick, pumice, vermiculite, taoli etc lightweight plank to wait materials
bearing or assembly and into.

Frame
structure
shortcoming
for:
frame
node
stress
concentration
significantly;
Frame
structure
of
the
lateral
stiffness
small,
flexible
structure
frame,
in
strong
earthquake effect, horizontal displacement structures result is larger, easy cause serious
non-structural broken sex; The steel and cement contents of the total number of larger,
more
component,
hoisting
number,
joint
workload
big,
procedures,
waste
human,
construction
by
the
seasons,
environmental
impact
is
bigger;
Not
suitable
for
build
high-rise building, the frame is composed of by beam-column system structure, its pole
bearing
capacity
and
rigidity
are
low,
especially
the
horizontal
(even
consider
cast-in- situ
floor
with
beam
to
work
together
to
improve
the
floor
level,
but
is
also
limited stiffness), it the mechanical characteristics similar to vertical cantilever beam,
the overall level of shear displacement on the big with small, but relatively under floors
are concerned, interlayer deformation under the small, how to improve the framework
design
resist
lateral
stiffness
and
control
good
structure
for
important
factors,
lateral
move
for
reinforced
concrete
frame,
when
the
height
of
the
great,
layer
quite
long,
structure of each layer of not only column bottom of axial force are big, and beam and
column generated by the horizontal load the bending moment and integral side move
also
increased
significantly,
leading
to
the
section
size
and
reinforcement
of
architectural
layout
increases,
and
the
treatment
of
space,
may
cause
difficulties,
the
influence
of
rational
use
of
architectural
space
in
materials
consumption
and
cost,
unreasonable,
also
tend
to
be
generally
applied
in
construction,
so
no
more
than
15
layer houses.

In the design of architectural buildings, rigid-frame systems for resisting vertical
and
lateral
loads
have
long
been
accepted
as
an
important
and
standard
means
for
designing
building.
They
are
employed
for
low-and
medium
means
for
designing
buildings. They are employed for low- and medium up to high-rise building perhaps 70
or
100
stories
high.
When
compared
to
shear-wall
systems,
these
rigid
frames
both
- 6 -
within and at the outside of a buildings. They also make use of the stiffness in beams
and columns that are required for the buildings in any case , but the columns are made
stronger when
rigidly
connected to resist
the lateral
as well
as vertical forces
though
frame bending.

Frequently,
rigid
frames
will
not
be
as
stiff
as
shear-wall
construction,
and
therefore
may
produce
excessive
deflections
for
the
more
slender
high-rise
buildings
designs. But because of this flexibility, they are often considered as being more ductile
and
thus
less
susceptible
to
catastrophic
earthquake
failure
when
compared
with
shear-wall designs. For example , if over stressing occurs at certain portions of a steel
rigid frame ( i.e.,near the joint ) , ductility will allow the structure as a whole to deflect
a
little
more
,
but
it
will
by
no
means
collapse
even
under
a
much
larger
force
than
expected
on
the
structure.
For
this
reason,
rigid-frame
construction
is
considered
by
some
to
be
a
“best”

seismic-resisting
type
for
high-rise
steel
buildings.
On
the
other
hand, it is also unlikely that a well-designed share- wall system would collapse.
In the case of concrete rigid frames, there is a divergence of opinion. It true that if
a concrete rigid frame is designed in the conventional manner, without special care to
produce higher ductility, it will not be able to withstand a catastrophic earthquake that
can
produce
forces
several
times
longer
than
the
code
design
earthquake
forces.
Therefore,
some
believe
that
it
may
not
have
additional
capacity
possessed
by
steel
rigid frames . But modern research and experience has indicated that concrete frames
can
be
designed
to
be
ductile,
when
sufficient
stirrups
and
joinery
reinforcement
are
designed in to the frame. Modern buildings codes have specifications for the so- called
ductile
concrete
frames.
However,
at
present,
these
codes
often
require
excessive
reinforcement
at
certain
points
in
the
frame
so
as
to
cause
congestion
and
result
in
construction
difficulties.
Even
so,
concrete
frame
design
can
be
both
effective
and
economical.
Of course, it is also possible to combine rigid-frame construction with shear- wall
systems in one buildings, For example, the buildings geometry may be such that rigid
frames
can
be
used
in
one
direction
while
shear
walls
may
be
used
in
the
other
direction.
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