Note: Descriptions are shown in the official language in which they were submitted.
CA 02599797 2007-09-12
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THIN PRESTRESSED CONCRETE PANEL AND
APPARATUS FOR MAKING THE SAME
The Field of Invention
The present invention relates to the construction and manufacture of thin
prestressed concrete panels useful for architectural cladding of buildings and
other
purposes.
Background of the Invention
Exterior cladding of a building is subjected to attacks from climatic
conditions
such as freeze-thaw cycles, moisture intrusion, ultra-violet rays, wind and
seismic
loading and sometimes vibration from traffic and other sources, amongst other
things.
Precast concrete cladding systems have been used extensively on commercial
buildings because of their durability and architectural appeal. However,
precast
concrete cladding, as used heretofore, is provided typically in heavy elements
and its
use has been limited to reinforced concrete or steel frame structures due to
the load that
it imposes on a building. Consequently, a building designed to carry the
lateral and
gravity loads imposed by the heavy concrete skin system is costly. Moreover,
existing
concrete panel systems are susceptible to permanent deformation from
perpendicularly
applied loads that create surface cracks in the tension face of the panel.
Summary of the Invention
In accordance with the invention, concrete panels are prepared by casting
panels
of about 1.5 inch thickness or less, which contain prestressed tendons. The
tendons are
oppositely positioned between the mid-plane of the panel and each of the
opposite faces
and may be spaced either equidistantly or at different distances from the
adjacent face,
in spaced grids. The positioning of opposing tendons between the mid-plane and
the
opposite faces increases panel resilience and will effect return of a panel to
its original
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shape after being flexurally deformed by loads imposed normal to its faces,
such return
being effected even if a crack has developed in the tension face of the panel.
Objects of the Invention
It is, accordingly, an object of this invention to provide a prestressed
concrete
panel that is thin, light, durable and resilient.
Another object of the invention is to provide a prestressed concrete panel
that
may be field cut and easily installed on a structure.
Still another object of the invention is to provide an improved apparatus for
casting prestressed concrete panels at a reduced cost.
The foregoing and other objects, features and advantages of the present
invention are described further in the following detailed description, which
proceeds
with reference to the accompanying.
Drawings
Fig. 1 is a plan view of the tendon layout in a panel made in accotdance with
the
invention.
Fig. 2 is a fragmentary perspective view of a panel made in accordance with
the
invention.
Fig. 3 is a sectional view taken along line 3-3 of Fig. 1.
Fig. 4 is a sectional view taken along line 4-4 of Fig. 1.
Fig. 5 is a plan view of a molding apparatus for forming a panel in accordance
with the invention showing the position of the reinforcing tendons prior to
the addition
of concrete to the apparatus.
Fig. 6 is an enlarged, fragmentary sectional view of the apparatus taken along
line 6-6 of Fig. 5.
Fig. 7 is a fragmentary sectional view taken along line 7-7 of Fig. 6 showing
the
arrangement for positioning a pair of the tendons which extend lengthwise of
the mold.
Fig. 8 is a view similar to Fig. 7 showing the arrangement for positioning a
pair
of tendons extending transversely of the mold.
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Fig. 9 is a fragmentary view of a panel having a ribbed construction to
provide a
higher strength to weight ratio.
Fig. 10 is a fragmentary sectional view taken along line 10-10 of Fig. 9
showing
tendon placement.
Fig. 11 is a fragmentary sectional view showing one arrangement for securing
panels of the invention to a building surface.
Fig. 12 is a fragmentary sectional view of a different mounting arrangement.
Fig. 13 is a fragmentary sectional view of still another mounting arrangement.
Fig. 14 is a fragmentary sectional view of an arrangement for mounting a panel
utilizing an imbedded plug receiving a threaded bolt.
Fig. 15 is a fragmentary sectional view of an arrangement for securing thin
panels to a building surface.
Fig. 16 is a perspective view of a portion of a panel with another form of
connector.
Fig. 17 is an enlarged view taken generally along the line 17-17 in Fig. 16.
DETAILED DESCRIPTION
Referring first to Figs. 1-4, there is therein illustrated a preferred
embodiment of
the invention comprising a thin prestressed, reinforced concrete panel 10,
which may
be, for example, approximately 50 inches in length, 25 inches in width and
have a 5/8
inch thickness. This size is only illustrative since the panel may be made in
a wide
variety of sizes. A thin panel as used herein refers to a panel with a maximum
thickness
of approximately 1.5 inches.
The illustrated panel 10 is formed with an exposed face 12 and an opposite
back
face 14 each of which faces are flat and parallel to one another.
Alternatively, the
exposed face 12 may be textured rather than flat to achieve a desired
architectural
appearance on the panel. Panel 10 is shown as formed with a pair of opposite
end faces,
or edges, 16, 18, and a pair of opposite side faces, or edges, 20, 22. In the
illustrated
embodiment the side and end faces are beveled such that the back face 14 is of
larger
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dimensions in length and breadth than the exposed face 12. Such beveled faces
are
advantageous in that the exposed face 12 of the panel is less likely to chip
during
handling than is a panel having exposed and back faces that are perpendicular
to the
side and end faces. It therefore should be appreciated that the likelihood of
chipping
occurring is reduced as the angle between the exposed face 12 and an end or
side face is
increased. The beveled faces also facilitate removal of a cast panel from the
mold in
which it is formed.
Extending through the panel 10 between the end faces 16, 18 is a set of
prestressed, parallel tendons, which may comprise a plurality of
longitudinally
extending pairs 30 of stainless steel wire ropes. Similarly, a second set of
tendons is
provided extending between the side faces 20, 22 which also may comprise a
plurality
of pairs 32 of pre-tensioned stainless steel wire ropes.
Referring more particularly to Fig. 4, each of the tendon pairs 30 comprises a
first wire rope 34 which is spaced a distance d' (as measured to its center
line) from the
exposed face 12 and a second wire rope 36 which is positioned the identical
distance d'
from the back face 14. The distance d' is preferably approximately equal to
two times
the diameter of the wire ropes, which in the case of a 5/8 inch thick panel,
are
preferably 1/16 inch diameter, 7 x 7 strand stainless steel wire rope. In
thicker panels
the wire ropes, or tendons, may have a diameter up to approximately 1/8 inch.
Such
rope configuration facilitates formation of a secure bond between the concrete
and the
rope, and the positioning of the ropes no less than two diameters from the
adjacent face
will assure that no bond failure will result in the event of extreme loading
upon the
panel. The ropes 34, 36 of each pair 30 are spaced apart laterally, i.e.,
relative to the
side faces 20, 22. In a 5/8 inch panel a lateral spacing of about 1/2 inch is
preferred. In
thicker panels the lateral spacing between such ropes, or tendons, may be 1
inch or
greater.
As best shown in Fig. 3, pairs 32 of wire ropes extend laterally with respect
to
the panel between the side faces 20, 22. Each pair 32 comprises a first rope
40 and a
second rope 42. The first rope 40 of each pair 32 is positioned from the
exposed face
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12 by a distance d 2 which is greater than the distance d' by a distance equal
to the
diameter of the ropes so that the ropes 40 extend in a straight line from side
face 20 to
side face 22 and tangentially contact the ropes 34. Similarly, the second
ropes 42 are
positioned from the back face 14 of the panel by the distance d2 such that the
ropes 42
5 tangentially contact the ropes 36.
Prestressing of the wire ropes during the casting process should be limited so
that the wire ropes do not excessively relax and lose their prestress over
time. In the
case of a 5/8 inch thick panel using 7 x 7, 1/16 inch diameter stainless steel
wire ropes,
a satisfactory panel is obtained by prestressing the wire ropes to 315 lbs.,
which is
approximately 70 percent of their breaking strength. This will result in a
prestress in the
panel of about 250 psi both longitudinally and crosswise of the panel.
The positioning of the prestressed tendons equidistantly from and on opposite
sides of the mid-plane M of the panels, rather than in the mid-plane, greatly
increases
the panel's loading capacity and its resilience. A panel constructed as
described with a
minimum prestress of 200 psi on the tendons, should return to its original
flat shape
after being flexurally deformed even to the extent that a crack forms in the
tension face
of the panel. The tendons on the opposite sides of the mid-plane M of the
panel may be
spaced equidistantly therefrom so as to avoid an eccentric load which could
cause
warping of the panel. In the forming of the panel the surface textures and
finishes
should be accounted for in the positioning of the tendons.
Referring to Fig. 16, another embodiment of a thin prestressed reinforced
concrete panel 10A is illustrated. This panel may have a thickness T of about
one inch
between its opposed faces 12 and 14. Mid-plane M is indicated intermediate
faces 12,
14. As mentioned previously thin panels according to the invention may have
thicknesses up to about 1.5 inches.
In this embodiment tendon pairs 30 again are denoted having a first wire rope
34
and a second wire rope 36. Tendon pairs 32 include a first wire rope 40 and a
second
wire rope 42.
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In this embodiment although the wire ropes, or tendons, in each pair are
disposed on opposite sides of mid-plane M, between the mid-plane and their
associated
face of the panel, their spacing relative to their associated face of the
panel, and relative
to the mid-plane, are not equidistant.
By way of example, and for a specific application which may require
compensating prestressing forces in the panel, the distance d7 between
tendons, or
ropes, 34 and face 12 of the one inch thick panel may be about .4844 inch.
Distance d8
between wire rope, or tendon, 36 from its associated panel surface 14 may be
on the
order of .3281 inch. The distance d9 between wire rope, or tendon, 42 and its
adjacent
surface 12 of the panel may be on the order of .3906 inch, and the distance
d10 between
wire rope, or tendon, 40 and its associated face 14 of the panel may be on the
order of
.2344 inch. From this it will be seen that tendons 34, 36 in one set and 40,
42 in a
second set are positioned at different, unequal, distances from the mid-plane
M.
Depending on concrete mix characteristics and methods of pouring and vibrating
the concrete, the concrete density may not be uniform throughout the thickness
of the
panel and the panel may bow or warp under prestress. To compensate for the
variable
density of the concrete and ensure that the panel does not bow or warp, the
resultant
force of the tendons should be slightly offset from the mid-plane of the
panel. The
amount of offset from the mid-plane can be determined by trial and error or
calculated
with standard engineering principles for a homogeneous material once a
prototype panel
has been constructed and warping is measured.
Explaining further, in pouring a panel such as that indicated at 10A face 14
may
be at the bottom of the mold (i.e., adjacent plate 60 of the mold as described
below) and
face 12 may be directed upwardly. In such process the panel may have a greater
density
near face 14, than near face 12.
To compensate for such varying density the tendons, as in Fig. 16, are offset
toward face 14, rather than being equidistant from the mid-plane. Typically,
the
centerline between a pair of tendons may be offset from the mid-plane toward
face 14
by a distance of a much as 10 percent of the total thickness of the panel.
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Also, the tendons of each pair, while it is desirable they be close to one
another
laterally, should not be positioned in the same plane normal to the surfaces
of the panel
but should be offset therefrom to avoid creating a weak plane in the concrete.
In
addition, minimizing spacing between pairs of tendons increases the resilience
and
strength of the panel. Thus, the pairs of tendons should be spaced close
enough
together such that a reinforcing grid is created to disperse point loads and
reinforce
corners and edges of the panel. A maximum spacing of eight times the panel
thickness
between each pair of tendons is preferred.
For panels which are exposed to moist atmospheres, it is desirable that the
tendons be non-corrosive. In place of stainless steel wire rope, carbon fiber
tendons or
glass fiber tendons or others could be used. In any event, a tendon must have
a surface
suitable for forming a firm bond between the tendon and the concrete. The
tendon
material should also be strong enough to limit relaxation over time so as not
to lose the
prestress applied thereto. High strength stainless steel of approximately 200
ksi has
proved to be satisfactory.
The concrete mix utilized should be one that will have durability under the
climatic conditions to which the panel will be exposed such as freeze/thaw
cycles, and
should be resistant to shrinkage so that prestress will not be lost and the
panel's
architectural appearance will be maintained. To optimize the properties of the
concrete,
the aggregate size preferably should not exceed one-third the panel thickness
and the
concrete mix should have a low water-cement ratio. A mixture of aggregates can
be
used to provide the desired architectural look.
Depending on the coarseness of the concrete mix, it may be difficult to obtain
a
flat back face 14 on a panel. In such a case, a layer of sand and cement
backing mix,
which preferably should be between 1/16 and 1/8 inch in thickness, may be
applied to
the casting form to provide a back face and achieve a flat surface. Tables 1
and 2 below
detail a suitable concrete mix and a backing mix which I have found to form
suitable
panels.
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------------------------------ --- -------------------------.....--------------
----------------------:
Table 1
Concrete Mix
_%-laterials Brand Percelit ofToLal Speciiic
by lVeiL,ht Gr'n~ity
White cement Riverside 18.0% 3.15
-~-- - Silica Fume Master Builders Rheomac SF100 0.0% 2.2
Total Cementitious 18.0%
Material
- - --------- -
Fine silica sand #70 10.0% 2.273
=------------ _- ---- --------- - --= --- --...------- -----=
Silica sand #30 10.0% 2.346
~----- -- -~---.-....----------- ------ ----------; ----------------------:
Silica sand #8 10.0% 2.353
-- ------- ---------- - ------- =--- - -
3/16" Black basalt 14.0% 2.700
No. 2 Crushed Granite
30.6% 2.514
(1/4 inch)
------ ------------....---------------~-- --------~--- ----- -------
------------Y------------------------~--------, ------- --------....-=--- -----
--
I Water 7.2% 1
.---- ---_.-.__-e..-. -..--------_--_-.-..--__..-_-__---..-_---!-----_-...----
;
Color Davis 860 - black 0.09%
--- - ----i..---- --
High range super Master Builders Rheobuild 3000 FC 3.080 OZ/1001bs
< <
plastizier cement
Entrained Air Master Builders MB AE 90 1.030 OZ/1001bs
cement
Water/Cement ratio Including Silica Fume 40.0%
Water/Cement ratio W/O Silica Fume 40.0%
( -- -. -- _ ~--.-._.-- J
Total Wgt 100.0%
-- - -- -'
----------------~------- ------ '-- ----=----------------=
Mix unit wgt 144.4 lb/cuft
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------------------------------ --------------------------..__...__...-------_--
----------------------------------
Table 2
Backing Mix (when required for leveling of back face)
N4aterials Brand Pcrcent afTotal by tiI)ecific Gravitp
tiVei~~t~t
~, - _ - __ _ - _ _ - - - _ _ _ - -- -- -- White cement 24.5% 3.15
_---------- -- --------- ----~---------._...----+-------------:
Silica Fume 0.0 /a 2.2
=---------- ------- -- - o Total Cement 24.5% r---------------- ----=----- ----
--- -----------' _.._...-- -- -- ------ ---
~.-----.._...-- - -------- =--...----------=-----......---------=
Fine silica sand #70 21.0%' 2.273
:----------- -------------- --------;--------._....-------~..---.._..._...-----
------:
Silica sand #30 21.0% 2.346
~.--------------------' ----- - ---._... ---._._...-- ---.-...------~----------
--..._._...__._._.._.._.__.._,
Silica sand #8 21.5% 2.353
:----._.._..---- ------ --- ~-------...--- -~----------------
Water 12.0% 1.000
- ------- --_- _-----~ -------
High range super ~ Master Builders Rheobuild 3000 FC 3.41 OZ/100 lbs cement
{ plastizier
Entrained Air Master Builders MB AE 90 OZ/1001bs cement
---------- ----=----------._...---------..~---- ------...------------!
-- - -- -
Water/Cement ratio w/o fume 49.0%;
--- ---------- --- ---- --------~
Total Wgt 100.0%
Referring now to Figs. 5 and 6, therein is shown an example of a suitable
molding apparatus for forming a panel containing prestressed wire rope in
accordance
with the invention. The illustrated apparatus comprises a frame 50, comprising
opposite
longitudinal side members 52, 54 and end members 56, 58. A preferred
embodiment of
the molding apparatus is provided with a frame dimensioned to cast a panel
measuring
approximately 50 inches in length, 25 inches in width and 5/8 inch in
thickness.
Alternatively, larger panels, which may be, for example, of 15 feet or more in
length,
6 feet or more in width, 1.5 inches thick may be cast and field cut into
smaller usable
panels. The frame may be reinforced with suitable bracing (not shown) to
maintain the
rigidity of the frame members 52-58 as tension is applied to the wire ropes.
CA 02599797 2007-09-12
Suitably supported on the frame 50 is the bottom plate 60 of a mold. The upper
surface 66 of the plate 60 may be flat and smooth or may be textured so as to
form a
desired texture on the cast panel. A continuous bulkhead 62 comprising
opposite side
portions 68, 68' and opposite end portions 70, 70' is mounted to the sides and
ends of
5 the plate 60 and will define the side faces and end faces, respectively, of
the panel cast
therein.
As best shown in Fig. 6, the top edge 72 of the bulkhead defines a plane
parallel
to the upper surface 66 of the plate 60 and is spaced therefrom by a distance
equal to the
desired thickness of the panel 10. In the embodiment shown, the bulkhead 62 is
formed
10 so that the casting surface 64 thereof slopes upwardly from the upper
surface 66 of the
plate 60 at an included angle of about 105 degrees. The inclined casting
surface 64 is
desirable in that it forms the beveled side and end faces of the panel and
facilitates the
removal of the panel from the mold once the concrete has cured. It should be
appreciated, however, that mold walls of a different inclination or walls that
are
perpendicular to the bottom plate could be utilized in the present invention.
In any case,
a mold release material is preferably applied to the upper plate surface 66
and the
bulkhead casting surface 64 to assist in removing the panel once the concrete
has cured.
As best shown in Fig. 7, the bulkhead end portions 70, 70' are each provided
with a plurality of pairs of slots 74, 76 through which the ropes 34 and 36,
respectively,
can be threaded prior to pouring the concrete into the mold. The bottoms of
the slots 74
are each spaced from the plane of the bottom plate upper surface 66 by a
distance d3,
which is equal to one and a half times the diameter of the ropes. The bottoms
of the
slots 76 are each spaced from the plane defined by the top edge 72 by a
distance d4,
which is equal to two and a half times the diameter of the ropes. This spacing
will
position the ropes supported thereby equidistantly from the adjacent face of
the cast
panel and equidistantly from the mid-plane M of the cast panel, see Figs. 3
and 4.
Referring to Fig. 8, slots 78, 79 are similarly formed in the side portions 68
to
properly position the wire ropes 40, 42, respectively, that extend laterally
with respect
to the mold. The bottoms of slots 78 are each spaced from the plane of the
upper
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surface 66 by a distance d5, which is equal to two and one half times the
diameter of the
ropes, and the bottoms of slots 79 are each spaced from the plane defined by
the top
edge 72 by a distance d6, which is three and a half times the diameter of the
ropes.
Thus, the depths of the slots 78, 79 are such that the wires 40 will be
positioned above
the wires 34 in tangential engagement therewith, and the wires 42 will be
positioned
beneath the wires 36 in tangential engagement therewith, as best shown in Fig.
6.
The above-noted dimensioning and positioning of the slots for receiving and
holding the wire ropes during the panel forming process would be modified as
needed
to properly position the wire ropes, or tendons, for different panels, such as
described
above in regard to Fig. 16.
Tensioning means are provided for applying tension to the wire ropes during
the
casting and hardening of the panel. Referring more particularly to Figures 5,
6 and 7,
the illustrated tensioning devices are each arranged to apply tension to a set
of three
pairs of wire ropes. Since the tensioning devices are substantially identical,
only the
devices for a single set of wire ropes will be described in detail. Suitably
mounted to
the frame element 58, as by welding, is a dead head 80 into which are threaded
three
pairs of bolts 82, 84; 86, 88; and 90, 92, which define posts around which a
wire rope is
reeved as more particularly described hereinafter. A bushing 100 (indicated in
dotted
lines in Fig. 6) is disposed on each of the posts 84, 86, 88 and 90 to
facilitate movement
of the wire rope around the posts with minimal friction.
Attached, as by welding, to the opposite frame element 56 is a pair of
brackets
94 and 96 in which is journaled a shaft 98. Secured to the shaft 98 are three
posts 95,
97, and 99, around which a tension element is reeved. Each post 95, 97, and 99
has a
bushing 101 to minimize the sliding friction of the wire rope as it is
tensioned. Secured
to one end of the shaft 98 is a stressing drum 102, which is adapted to be
releasably
engaged by a pair of ratchets 104, 106, pivotally mounted to the bracket 96.
The
opposite end of the shaft 98 is formed with a hex head 108 adapted to be
engaged by a
torque wrench (not shown) for effecting rotation of the shaft when tension is
to be
applied to the wire rope engaged thereon.
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Referring more particularly to Fig. 5, in the embodiment shown it is
convenient
first to position in place the wire ropes forming the laterally extending
pairs 32 and
thereafter the wire ropes forming the longitudinally extending pairs 30. Thus,
one end
of a rope is secured to a post 82, of a side mounted dead head by tightening a
nut 109 on
the bottom end of the post 82 so that the rope end is securely held between
the upper
surface of the dead head 80 and a washer 111 disposed on the upper end portion
of the
post. The rope is then laid in a notch 78 of the adjacent bulkhead side
portion 68 and
transversely of the mold and into the opposing notch 78 in the opposite side
portion 68',
thus forming the first course 40 of one of the pairs 32 of tendons. The rope
is carried
around the post 95 and thence laced back across the mold positioning it in the
notches
79, 79 adj acent the notches 78, 78' in which the first course 40 was
positioned, thereby
forming the course 42. It is then passed around the posts 84 and 86 as shown
in Fig. 5,
and back again to the opposite side of the mold, positioning the rope in the
notch 78
adjacent the post 86, and the similar notch positioned opposite thereto
adjacent post 97.
The rope is then passed around post 97 and back across the mold positioning it
in the
notches 79, around the posts 88 and 90; thence back across the mold and around
the
post 99, and finally back to post 92 to which it is secured in a conventional
manner. In
similar fashion three additional wire ropes are laid laterally of the mold,
between the
other deadheads 80 and stressing drums 102 along the mold sides.
Thereafter the wire ropes extending lengthwise of the mold can be laid in
place
so as to provide the pairs 30 of ropes 34, and 36. Deadheads and stressing
drums, as
described above, are mounted to the frame and side members, as may be seen in
Fig. 5.
Two ropes in the illustrated embodiment are reeved around the posts in the
deadheads
and stressing drums, but in this instance the portion of a rope forming the
course 34 of a
set is passed under the previously stretched ropes 40 and a rope forming a
course 36 is
passed over the ropes 42, as best seen in Figs. 3 and 4. As previously
mentioned, the
rope courses 34, 36 extend through slots 74, 76, and 74', 76', formed in the
end portions
70, 70', respectively, of the bulkhead 62, the slots being dimensioned so that
when the
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ropes are stressed and taut the longitudinal and lateral runs of the rope are
tangential to
one another in their straight and stressed condition.
When all of the ropes are in place, and the proper tension applied thereto, a
concrete mix of desired composition may be poured into the mold. If desired, a
texturing composition or element may be applied upon the upper surface 66 of
the
bottom plate 60 prior to mounting the ropes in place. The concrete is
preferably poured
into the mold from a vibrating hopper (not shown) that is moved across the
mold evenly
to distribute the concrete to the desired level. The mold may be mechanically
vibrated
to further ensure even distribution of the concrete in the mold and to effect
release of
entrapped air. Preferably, the top surface of the concrete is leveled with a
vibrating
screed (not shown) which can be drawn across the edges 72 of the bulkheads 62.
If
necessary or desired, a sand and cement backing mix can be applied to the top
surface
to fill any voids and assist in creating a flat surface. Since a panel tends
to warp if
moisture is allowed to escape from one of the surfaces of the panel and not
the other,
the upper surface of the panel in the mold is preferably covered with a wet
mat during
the initial curing of the concrete.
Once the initial set of the concrete has been accomplished, which will occur
in
approximately two hours with the mix described in Table 1 above, the mold and
the
concrete panel therein are preferably steam cured at 120-140 Fahrenheit for
about 18
hours until the panel has developed sufficient strength (approximately 3,000
psi) to
anchor the cables therein to hold their prestress. It should be appreciated
that the actual
time required for setting and curing of any particular panel will vary
depending on panel
thickness and concrete mix. When the panel has developed sufficient strength,
the
tension on the ropes is released by cutting the exposed tension elements
extending
through the bulkhead 62 with wire cutters or a similar device. The panel is
then
removed from the mold which may be facilitated by introducing compressed air
between the casting surface and the panel. As previously mentioned, the
inclined mold
casting surface 64 facilitates the removal of the cast panel from the mold.
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If desired, the panel may be allowed to continue to cure in a moist
environment
for an appropriate time, usually about five days, after being removed from the
mold.
Additional curing is desirable in that it increases the panel's resistance to
shrinkage and
its ability to maintain prestress. After curing of the panel is completed, an
appropriate
finish can be formed thereon by sandblasting or otherwise, and a sealer may be
applied
to the panel surfaces.
Referring now to Figs. 9 and 10, there is illustrated a panel 110 constructed
with
a ribbed configuration with tension elements extending therethrough. The
ribbed
construction is advantageous in that it provides a higher strength to weight
ratio than a
flat faced panel. As will be apparent to those skilled in the art, the panel
110 will be
cast in a mold having a waffle iron type of configuration, so that the cast
panel when
inverted will appear as shown in Fig. 9. The panel 110 has tendons extending
through
longitudinal ribs 112 and lateral ribs 114. Again, the tendons are preferably
stainless
steel wire rope, but can be of any other suitable material giving
consideration to the
environment in which the panel will be utilized. Extending through each of the
longitudinal ribs 112 is a first wire rope 134 and a second wire rope 136 that
is in this
case, positioned vertically beneath the rope 134. The wire ropes 134, 136 are
preferably
positioned substantially equidistantly from the centroidal plane C of the
panel, i.e. a
plane through the centeroid of the panel and parallel to the flat face 12. It
is desired that
the forces exerted by the stressed tendons be centered in such plane and field
experience
with a particular panel configuration may require that particular tendons in a
panel be
relocated closer to or further from the centeroidal plane to achieve such
force centering
and avoid warping of a panel. Extending through each of the lateral ribs 114
is a wire
rope 140 and a wire rope 142 positioned vertically therebeneath. Wire ropes
140, 142
are positioned so that each rope 140 is beneath and tangential to the
uppermost wire
ropes 134, and each wire rope 142 is immediately above and tangential to the
lowermost wire ropes 136. The spacing of wire ropes in each pair at equal
distances
from the centroidal plane C of the panel ensures the panel does not bow or
warp and
CA 02599797 2007-09-12
effects return of the panel to its original shape after being deformed by
perpendicularly
applied loads.
As discussed previously, various characteristics of the panel may warrant
offsetting of the tendons toward one face of the panel, such as they are not
equidistant
5 from the mid-plane. This occurs with a panel such as that described in
relation to
Figs. 9 and 10 also.
Refemng now to Fig. 11, there is therein shown an arrangement for securing a
pair of panels made in accordance with the invention to the surface 150 of a
building
wall 152. A vapor barrier 154 may be placed against the surface 150 and the
panels
10 secured in position by means of clips 156, 158 held by screws 160, or other
suitable
fastener to the wall 150 of the building 152. The clips 156, 158 are each
formed with
legs 161,162, respectively, which are adapted to be received in kerfs 164
formed by a
suitable masonry saw in the end walls of the panels. A backing rod 168 may be
positioned between the legs 161, 162 to provide a surface on which a sealant
170 can be
15 applied for sealing the adjacent ends of the panels from the elements.
Spacers 172 may
be positioned between the surface 150 and the panels to allow for air
circulation behind
the panels.
Figure 12 shows still another clip arrangement that could be utilized to
secure a
panel 10 in which a kerf 200 is formed in an end wall thereof to receive a rib
202
provided on a clip 204, and Fig. 13 illustrates still another arrangement in
which a panel
10 can be seated within a channel 206 formed in a clip 208 suitably secured to
a
building wall 152. Fig. 14 illustrates a still further fastening arrangement
utilizing a clip
210 and an imbedded plug 212 for receiving a securing bolt 213.
Fig. 15 discloses an arrangement particularly useful for securing an adjacent
pair
of thin panels 214, 216, i.e. panels less than three-fourths inch in
thickness, to a building
surface 220. With such arrangements a conventional vapor barrier 224 is
suitably
secured to the building surface 220 and thereafter spacers such as hat
channels 226
secured in place. Precast panels are then mounted by means of two part anchor
clips
230 comprising a first part 232 having a base leg 234 which is secured to the
building
CA 02599797 2007-09-12
16
surface by a screw 236 or the like, an outstanding leg 238 and a flange 240
adapted to
seat in a step 244 formed in an edge of the panel 214. The other part of the
clips
comprises a base leg 246 secured to the base leg 234 and the building by a
screw 248,
an outstanding leg 250 and a flange 251 which fits in a step 244 formed in the
adjacent
edge of the panel 216. A sealant 252 may be applied over the flanges 240, 251
and the
opening between the clip parts and panel edges to provide a weather tight
seal.
Figs. 16 and 17 illustrate another connector arrangement, indicated generally
at
270, for connecting a panel to adjacent support structure. Connector 270
includes a
formed sheet metal clip 272 having a substantially planar central portion 274,
a return
bend portion 276 adjacent one side thereof, and a reverse bend portion 278
adjacent an
opposite side thereof. A circular opening 280 extends through main portion
274.
Member 272 is adapted to be connected to an adjacent pair of wire ropes, or
tendons, as
indicated generally at 34, 36 in Figs. 16 and 17.
The connector 270 also includes a screw plug 284. The screw plug has external
threads thereon permitting it to be screwed into opening 280. The screw plug
also is
internally threaded for receiving a screw connector to secure the panel to an
adjacent
support structure.
In the process of forming a panel the clip 272 is connected to wire ropes, or
tendons, such as those indicated at 34, 36, and screw plug 284 is screwed into
opening
280. The screw plug is screwed into member 272 to a position in which its
inner end
engages wire rope 36 to clamp the connector securely to rope 36. The panel
concrete
then is cast about the connector. The connector thus is embedded in the panel
and is
adapted to receive a screw connector. Other fastening arrangements will be
obvious to
those skilled in the art.
In addition to using panels made in accordance with the invention as wall
panels, the panels could be utilized as floor covering, counter tops,
lightweight traffic
surfaces on structures and other surfacing environments.
Having illustrated and described the preferred embodiments of my invention, it
should be apparent to those skilled in the art that the invention permits of
numerous
CA 02599797 2007-09-12
17
modifications and changes in arrangement and detail. I claim all such
modifications
and changes as come within this scope and purview of the appended claims.
