U.S. patent number 3,899,152 [Application Number 05/434,827] was granted by the patent office on 1975-08-12 for concrete form including extruded aluminum support structure.
This patent grant is currently assigned to Aluma Building Systems Incorporated. Invention is credited to Peter J. Avery.
United States Patent |
3,899,152 |
Avery |
* August 12, 1975 |
Concrete form including extruded aluminum support structure
Abstract
Concrete forming structures are provided particularly for use as
horizontal floor forms or vertical wall forms. All such forms have
a plurality of beam members placed across and secured to additional
structural members such as trusses or stiffeners. Each beam is
usually formed of extruded aluminum, and has an upper portion which
has an open section in which an independent beam stiffening joist
member may be secured. Sheeting, such as plywood panels which are
usually used for concrete forming, may be nailed or screwed to a
concrete forming structure at the independent beam stiffening joist
members, which are usually wood. The deflection resistance of a
beam having a wooden beam stiffening joist member secured in its
upper portion is improved over that of a standard I-beam having an
equal cross-sectionaal area of the same metal. Any of the concrete
forming structures may be removed from the concrete when it is has
sufficiently cured, and "flown" using known construction cranes to
another working position which may be several storeys above the
floor from which it has just been removed.
Inventors: |
Avery; Peter J. (Toronto,
CA) |
Assignee: |
Aluma Building Systems
Incorporated (Toronto, CA)
|
[*] Notice: |
The portion of the term of this patent
subsequent to January 22, 1991 has been disclaimed. |
Family
ID: |
26899214 |
Appl.
No.: |
05/434,827 |
Filed: |
January 18, 1974 |
Related U.S. Patent Documents
|
|
|
|
|
|
|
Application
Number |
Filing Date |
Patent Number |
Issue Date |
|
|
204132 |
Dec 12, 1971 |
3787020 |
Jan 22, 1974 |
|
|
Current U.S.
Class: |
249/18;
249/189 |
Current CPC
Class: |
E04G
11/50 (20130101); E04G 11/38 (20130101); E04G
19/003 (20130101); E04G 17/14 (20130101); E04G
2011/505 (20130101) |
Current International
Class: |
E04G
11/38 (20060101); E04G 11/00 (20060101); E04G
17/14 (20060101); E04G 11/50 (20060101); F04g
011/50 () |
Field of
Search: |
;249/18,23-29,210,33,189
;425/62 ;52/376,372,375,729 |
References Cited
[Referenced By]
U.S. Patent Documents
Foreign Patent Documents
|
|
|
|
|
|
|
560,461 |
|
1944 |
|
GB |
|
934,715 |
|
1948 |
|
FR |
|
Primary Examiner: Baldwin; Robert D.
Assistant Examiner: McQuade; John
Attorney, Agent or Firm: Hewson; Donald E.
Parent Case Text
CROSS REFERENCE TO OTHER APPLICATIONS
This application is a continuation-in-part application of U.S. Pat.
application No. 204,132 filed Dec. 12, 1971, now U.S. Pat. No.
3,787,020 dated Jan. 22, 1974.
Claims
I claim:
1. For use in the construction of buildings, a concrete forming
structure having a concrete forming panel comprising a plurality of
substantially planar sheets of material secured to a plurality of
beams, each of which is formed of extruded aluminum and has base,
web and upper portions;
said base portion of each said beam having a pair of laterally
extending flanges and a centrally located, generally T-shaped slot
formed longitudinally therein, and having substantially parallel
side walls said slot having upper and lower sections where the
width of said upper section is greater than the width of said lower
section;
said web portion of each said beam being formed between said upper
portion and said base portion substantially along the entire length
of said beam so as to be able to transfer load forces from said
upper portion to said base portion at any place along the length of
said beam;
said upper portion of each said beam being in the form of an
inverted top hat portion which is open upwardly and being defined
by a horizontally extending bottom, a pair of substantially
parallel side walls extending vertically upwardly from said bottom,
and a flange extending horizontally outwardly at the top of each
said side wall;
where the width and height of said inverted top hat portion of said
beam are each substantially greater than the width and height of
the upper section of said generally T-shaped slot;
and the width of each laterally extending flange of said base
portion is substantially greater than the width of each of the
flanges of said inverted top hat portion;
and an independent beam stiffening joist member of substantially
rectangular cross-section with a crosswise dimension substantially
equal to the average crosswise dimension between said side walls of
said upper, inverted top hat portion of said beam being secured in
said upper section of each of said beams by means projecting
inwardly from at least one of said side walls in each respective
upper section and forced into said beam stiffening joist member so
as to preclude upward movement therefrom, and so as to increase the
deflection resistance of each of said beams;
said planar sheets being secured to said beams by driveable
fastening means driven through said sheets and into said
independent beam stiffening joist members;
said beams being further secured by bolts having heads in said
generally T-shaped slots of said beams to additional structural
members so that said concrete forming structure can be moved as an
integral unit.
2. The concrete forming structure of claim 1 where said additional
structural members are a plurality of spaced apart stiffener
members secured to said beams.
3. The concrete forming structure of claim 1 where said additional
structural members are at least a pair of spaced apart trusses
secured to said beams.
4. The concrete forming structure of claim 3 where said pair of
spaced apart trusses, said beams and beam stiffening joist members,
and said sheets of material comprise an integral structure where
said trusses are upwardly extending and substantially parallel,
each truss having upper and lower chord members and truss members
rigidly secured to and extending between said chord members;
each of said beams being secured transversely across said
trusses;
each said truss member and chord member being formed of extruded
aluminum.
5. The concrete forming structure of claim 4, where the thickness
of each said horizontally extending flange is greater than the
thickness of each said side wall, at least at its juncture
therewith.
Description
FIELD OF THE INVENTION
This invention relates to a concrete forming structure. In
particular, the invention relates to a concrete forming structure
for use in construction of buildings which have poured concrete
floors or walls, and is of the sort of concrete forming structure
known as "flying forming". The present invention provides beam
members for use in concrete forming structures, and contemplates
such structures particularly being comprised of extruded aluminum
members.
BACKGROUND OF THE INVENTION
Very often buildings which are being constructed, particularly
high-rise buildings such as apartments and office buildings, have
poured concrete floors; and such buildings may also have poured
concrete pillars, columns and walls, as well as special
poured-in-place drop-beams and spandrels. The thickness or amount
of concrete which is poured to form a floor may be up to eight
inches, depending on the span of the floor between supporting walls
or columns and sometimes more. In any event, in most instances,
concrete floors are poured in spans of 11 to 26 feet, usually about
20, which are between supporting walls or columns. Usually, at
about the same time as a floor is poured, the walls or columns for
the next higher floor are also placed or poured. However, during
the construction of a high-rise building, it is necessary to
provide forming structures particularly to support each of the
concrete floors and walls as they are poured, and for the next few
days following when they are poured, so as to permit the concrete
to cure sufficiently in order to remove the forming structure
therefrom. In the case of poured concrete floors, the floors may
then be re-shored with temporary single-point jacks or pillars to
assist in carrying floor loading as the concrete continues to cure
to its ultimate strength.
Most often, a concrete floor in a high-rise building is made by
pouring the concrete on a form which is supported on the floor
beneath the one being poured, which form provides a substantially
flat or planar upper deck on which the concrete is poured. When the
concrete forming structure is subsequently removed after the
flooring has cured, each span of the floor is carried between
columns or shear walls, with spans up to eighteen feet and
sometimes greater, and having a depth which is the front-to-back
dimension of the building being constructed. Very often, therefore,
concrete floors are poured in bays having dimensions of twenty feet
by eighty feet or more between columns or supporting walls. As
noted, the floors may at first be re-shored when the concrete
forming structures are removed from beneath them, but the
re-shoring is only temporary. An entire floor may have a number of
bays.
It is desirable to move the concrete forming structure on which a
concrete floor is poured as easily as possible; and this is most
easily accomplished by moving the concrete forming structure
substantially as one integral structure. Otherwise, it is necessary
to provide a plurality of forms including steel or wooden crib-like
structures, or scaffolding, and individual plywood sheeting to form
the deck on which the concrete is poured, etc. The same is also
true of wall forming structures.
When the concrete forming structure can be moved in substantially
one operation as one integral structure, labour costs can be
considerably reduced -- both in respect of set-up time and
knock-down time -- as well as in the use of labourers rather than
semi-skilled or skilled tradesmen and journeymen. Thus, flying
forming systems have been developed whereby a concrete forming
structure is built as a single, monolithic or integral structure
having trusses, beams and a deck which all comprise a single
structural entity. For wall forming, the form comprises stiffeners,
beams and a face. The flying form is so called because it can be
flown from one bay to another using tower, mobile, or self-climbing
cranes of the types well known in the construction industry. A
high-rise building may therefore be constructed using a plurality
of flying forming structures as concrete forming structures in the
following manner:
When the first floor at or slightly above ground level has been
poured on suitable concrete forming structures, a plurality of
horizontal flying forms for floor forming are placed on it, one or
more for each bay as discussed hereafter, depending on the type of
flying form and depending on the materials to be used. Forming for
poured walls or columns is also put in place. Thus, the first floor
to be poured using the flying forms -- together with the
appropriate walls or columns for the next floor -- is then poured
using flying concrete forming structures. In the usual case, a
second set of flying forms -- as noted, generally one for each bay
being formed -- is then placed on the concrete floor after
sufficient time has passed that the curing concrete will at least
support the weight of the concrete forming structure or flying form
to be placed on it, as well as the weight and impact of boots, etc.
of the workers. Suitable column or flying wall forms are also
placed, and the next poured concrete floor is formed. At this time,
the first poured concrete floor may be sufficiently cured to permit
removal from beneath it of the first set of concrete forming
structures -- the flying forms -- on which that floor was poured.
Otherwise, a third set of flying forms may be placed on the second
poured floor using suitable tower, mobile, or self-climbing cranes
-- together with the appropriate column or wall forms -- and a
third concrete floor is than poured. Usually, by this time, the
first floor which was poured will have sufficiently cured to permit
removal of the first set of flying forms, if they have not already
been removed for construction of the third floor. When very large
floors are being poured, one set of forms may be used for the
entire floor by pouring it in sections and flying the forms
sideways to a new section after the concrete has sufficiently
cured. In all events, the poured floors are re-shored while
construction continues above them.
In order to remove the flying forms for concrete floors, they are
first lowered from the underside of the concrete floor which was
poured by them, and then they are pushed outwardly from the
building and secured to suitable cables extending downwardly from
the outwardly extending arm of a crane. Each form is then flow by
lifting it upwardly with the crane and placing it on the most
recently poured concrete floor, together with appropriate column or
wall forms, for use as a concrete forming structure on which yet
another concrete floor is to be poured. Therefore, in the usual
case, a flying form is used as a concrete forming structure in a
bay which may be many storeys high, by "leapfrogging" the flying
form past one or two other flying forms and placing it on the then
uppermost poured concrete floor in order that yet another floor can
be poured on it, and so on. Thus, as few as one -- but usually two
-- flying floor forms per bay may be required for the construction
of a multi-storeyed high-rise building. Similarly, one or more sets
of flying wall forms per bay may be used.
It should be noted, however, that flying forms may be very heavy,
and that tower, mobile or self-climbing cranes are restricted as to
the weight that they can handle -- particularly when the lifting
point is considerably far out on the horizontal lifting arm of the
crane. However, these problems can be overcome by the use of flying
forms as concrete forming structures where the truss, chord, and
beam members are formed of aluminum. In any event, this invention
provides a flying form as a concrete forming structure wherein the
deck on which a concrete floor is to be poured or the facing for a
wall form, is easily and readily secured to the upper edges of a
plurality of beams. For floor forming, the beams are set
transversely across a pair of truss members; and for wall forming,
the beams are secured to stiffeners.
As noted, the horizontal flying forms which are used for forming
concrete floors comprise a deck which is secured to a plurality of
beams which are set transversely across a pair of truss members. A
vertical form which is used for wall forming comprises a face which
is secured to a plurality of horizontal beams which are secured to
vertical stiffeners. The decks and the faces of such flying forms
are generally plywood, which may be treated for use in concrete
forming structures, and in a flying form the sheets of plywood are
all secured by fastening them in a convenient manner to the beams
which are beneath or behind the plywood sheeting. However, it is
difficult to secure wooden sheeting to metal beams in a manner so
that the sheeting can be replaced from time to time. Thus, this
invention provides a beam which has an upper section which is
generally in the form of a inverted top hat which is open at its
upper end. Because the beams are subjected to deflection forces,
and may have a fairly wide span between trusses or stiffeners, this
invention further provides that the beam has an independent beam
stiffening joist member -- generally, of rectangular cross-section
-- and having a crosswise dimension which is substantially equal to
the average crosswise dimension of the open top hat section, and
where the independent beam stiffening joist member is secured
within the open inverted top hap section. The independent beam
stiffening joist member is of a material -- usually wood -- so that
the decking or facing may be secured to the beam by driveabl
fastening means such as nails or screws.
It should also be noted that decking which is secured across a
plurality of beams according to this invention may be placed on
other supporting structures than truss structures which are
integral with the beams, for use below ground level, and for use in
non-standard ceiling height areas or areas where there may be
varying or sloping ceiling heights -- such as underground parking
areas for apartment and office buildings. In such circumstances,
however, panels may in any event be formed which can be more easily
and expeditiously handled or flown than a plurality of plywood
sheets and separate beams might, for example, be handled.
BRIEF DISCUSSION OF THE PRIOR ART
Previously, devices such as the forming structure disclosed in
Gostling U.S. Pat. No. 3,438,160, issued Apr. 15, 1969, have
included a plurality of scaffold members on which a wooden
superstructure is constructed, including a plurality of lengthwise
load-bearing timbers, across which are secured a number of
crosswise beams or joists to which a decking or sheeting material
may be nailed. However, because of the limited load-bearing
capacities of wood, a considerable number of wooden joist or beam
members are required; and as well, a special lifting device is
required because it is not possible to move such a structure with
scaffolding supports lengthwise, without collapsing the same.
It has been suggested that the crosswise joists of a structure such
as the Gostling structure might be replaced with metallic framing
structures of the sort disclosed in Riddle U.S. Pat. No. 1,475,409
issued Nov. 27, 1923 or Roush U.S. Pat. No. 2,085,472 issued June
29, 1937. Those framing structures, however, are formed of sheet
metal which may be bent and otherwise worked in the usual manner of
sheet metal working, and have nailing compounds which may include
re-hydrated calcined gypsum, wood fibre and adhesive, or some other
suitable nailing compound which can be placed in a channel while in
a fluid or plastic state and which hardens after it has been
placed. However, such nailing compounds are not generally adapted
to permit removal of a nail or screw therefrom while maintaining
the structural integrity of the nailing compound. More
particularly, the load bearing capacities of structural members
formed of sheet metal are very low, so that a very great number of
such framing members would be required in a concrete forming
structure, and each member could only have a very limited span
because of the load forces which would be imposed upon it.
H.S. Dunn, in U.S. Pat. No. 3,027,984 issued Apr. 3, 1962, teaches
a beam which embodies a composite shape that functions as both a
channel and an I-beam. The beam, in its lower portion, has all of
the characteristics of an I-beam, and in its upper portion
comprises an upward facing channel into which it is contemplated
that the ends of a downward facing channel and supporting tubular
braces might be inserted and held, either by bolts or gusset plates
which would be welded in place. However, beams such as those
contemplated by Dunn have no contemplation of any form of joist
stiffening member nor of any form of member which might be inserted
as a nailing or fastening member. Further, the Dunn beams lack
flanges, and are not intended to support sheeting or decking and to
distribute their load-bearing area against such sheeting over a
wider area than simply that of the channel. Indeed, Dunn
contemplates the use of additional channels together with extruded
vinyl beading to secure screening in place below the upper channel
so as to cover a patio or a swimming pool, or the like; and the
anchoring channels are held by the lower, I-beam portion of the
Dunn beam.
Snyder, in U.S. Pat. No. 1,586,053 issued May 25, 1926, discloses a
number of alternatives for a metal beam, which, however, can be
formed in two halves which are secured together such as by rivets.
One of the primary purposes of the Snyder beam is to provide a pair
of upwardly extending flanges from a channel or a pair of
overhanging shoulders which are formed by bending the upstanding
flanges downwards to overlie a depressed portion. Various other
alternative embodiments comprise combinations of different types of
channels, and they may be formed by riveting, bolting or spot
welding. In any event, a beam such as that shown by Snyder might
accept the head of a bolt in certain embodiments in a depressed
portion or channel, or it might accept a nailing compound or member
in other embodiments; but the Snyder beam either has no load
bearing flanges or no substantially open channel into which a beam
stiffening member might be inserted. Further there is no
contemplation by Snyder of the use of the beam other than for
tieing other beams to it if the right embodiment is used, or
welding, riveting or bolting other structural members to it.
Use of beam members in concrete forming structures, when the beam
members are formed of extruded aluminum and have an independent
beam stiffening member secured into an upper portion thereof,
substantially overcomes all of the difficulties of the prior art.
In particular, beam deflection resistance is enhanced by the
independent beam stiffening member which is secured within the
upper channel portion of a beam according to this invention; and at
the same time, there is no working at or around welds, bolts or
rivets or various elements that have been secured together to form
the beam. Further, driveable fastening means may be inserted and
removed from the beam stiffening member without destroying the
same, and the beams themselves may be easily attached to other
structural members simply by bolting them directly or by the use of
clamping elements. Still further, a number of different ways -- or
a combination of them -- may be used to secure an independent beam
stiffening member in the upper channel or top hat section without
destroying the integrity of either the beam stiffening member or
the beam itself. Finally, considerable weight advantages from the
use of extruded aluminum can be realized as discussed in greater
detail hereafter.
BRIEF SUMMARY OF THE INVENTION
It is a purpose of this invention to provide concrete forming
structures which comprise beams and other structural elements,
together with a substantially planar sheeting on or against which
concrete may be poured, and which may be moved substantially as
integral structures; wherein the beam structures are provided so
that the substantially planar sheeting can be readily and easily
secured thereto.
A further object of this invention is to provide concrete forming
structures which are useful as "flying forms" for use in the
construction of high-rise buildings, and to teach a method of
construction using such concrete forming structures.
A still further object of this invention is to provide concrete
forming structures which may be made of extruded aluminum, and
whose size may be greatly increased over similar structures formed
of steel or wood.
Yet another object of this invention is to provide concrete forming
structures in which means are provided to support the structures
and to adjust them for desired levels, heights or thicknesses of
the concrete to be placed.
BRIEF DESCRIPTION OF THE DRAWINGS
These and other purposes, objects and features of this invention
are discussed in greater detail hereafter in association with the
accompanying drawings, in which
FIG. 1 is a perspective view showing a portion of a concrete
forming structure according to this invention, and being used as a
flying form;
FIG. 2 is a side view of a portion of a truss of a concrete forming
structure according to this invention;
FIG. 3 is a perspective view to a much larger scale showing details
of a truss and beam assembly of a concrete forming structure
according to this invention;
FIG. 4 is a sectional view along the line 4--4 in FIG. 3 and
showing a typical supporting structure in alternate positions;
FIG. 5 is a sectional view of a beam, taken along the line 5--5 in
FIG. 4;
FIG. 6 is a sectional view similar to that shown in FIG. 5 of an
alternative embodiment of a beam according to this invention;
FIG. 7 is a sectional view similar to FIG. 5, but looking generally
in the opposite direction;
FIG. 8 is a sectional view of the lower portion of FIG. 7, but with
a clamp in place;
FIG. 9 is a perspective view of another concrete forming structure
according to this invention using several types of beams;
FIG. 10 is a sectional view of an alternative beam in accordance
with this invention; and
FIG. 11 is a perspective view of yet another concrete forming
structure according to this invention.
DESCRIPTION OF THE PREFERRED EMBODIMENTS
A flying form which is useful as a concrete forming structure for
forming floors, as discussed above, is shown in FIG. 1 and is
indicated generally at 10. That concrete forming structure is a
flying form in accordance with this invention, and comprises a
plurality of trusses indicated generally at 12, a plurality of
beams indicated generally at 14, and an upper deck indicated
generally at 16. Each truss has upper and lower chord members 18
and 20, vertical and diagonal truss members 22 and 24, and
cross-tierods 26. The flying form 10 has pickup points indicated at
28 in openings or ports 30, and is adapted to be picked up by a
saddle comprising tables 32 suspended from hook 4. Each end of a
truss 12 may have a diagonal member 24 as shown at the right end of
a truss in FIG. 1, or a vertical member 22 as shown at the left end
of the same structure, depending on the length of the truss and
other design considerations. In any event, it will be seen that the
flying form 10 is an integral structure comprising in this case,
two substantially parallel trusses 12 having beams 14 placed
transversely across the upper ends of the trusses on upper chord
members 18, and with an upper deck 16 secured to the upper edges of
the beams 14.
FIG. 2 is a partial view showing the side of a truss portion of a
concrete forming structure 10 according to this invention, wherein
the bottom of each truss 12 is supported by screwjacks 36 which are
in place beneath the lower chord member 20. The screwjacks 36 are
shown placed substantially beneath the lower ends of the vertical
truss members 22 and below the points where vertical members 22 and
diagonal members 24 attach to the lower chord member 20, in order
to take up vertical loading. Screwjacks such as 36 are used beneath
the trusses 12 of a flying form 10 in order to adjust the height of
the upper deck 16 above the floor -- such as that indicated at 38
in FIG. 2 -- on which the flying form 10 is located; thereby
accommodating adjustment of the height of the lower side of a
poured concrete floor above the upper side of the next lower poured
concrete floor. The screwjacks are shown swung up for movement or
flying of the form 10, in FIG. 1.
It will also be noted in FIG. 1 that the outer ends of the beams 14
extend beyond the upper chord members 18 of trusses 12. The
sideways span of the concrete forming structure 10 -- and thus, of
the concrete floor which may be poured on that structure -- may
thus be determined by the allowable limit to which the beams 14 may
be permitted to extend or cantilever beyond the beam members 18
plus the permissible distance between trusses 12, considering the
concrete and other static loads which the structure is designed to
withstand.
Turning to FIG. 3, the construction of a horizontal concrete
forming structure 10 for floor forming, according to this
invention, is illustrated in greater detail, and the following
discussion is intended as exemplary of such concrete forming
structures according to this invention. As well, certain principles
of the use of beam members 14 in accordance with the present
invention are discussed, and are further discussed and illustrated
hereafter in association with other types of concrete forming
structure in accordance with this invention.
For ease of assembly at the construction site, especially when a
concrete forming structure is fabricated from aluminum as discussed
hereafter, the entire concrete forming structure may be bolted
together using well-known techniques. Thus, each of the truss
members 22 may be bolted to the upper or lower chord members 18 or
20 using bolts 40. A seam is indicated at 42 in FIG. 3 in the lower
beam member 20 of the truss, and a plate 85 is shown in FIG. 1 on
the outside of the individual chord members 20. Alternative
embodiments and arrangements may be made, as discussed hereafter. A
plurality of beams 14 are placed transversely across a pair of
substantially parallel trusses 12, and may be secured to the upper
chord members 18 of the trusses by bolting. Such arrangements may
include bolts passed through the lower flange of the beam 14 and
the upper flange of the chord 18, but in the usual case brackets 44
clamp to the chord 18 and are secured by bolts 46 within channels
48 which are formed in the beam 14. The upper deck 16 is shown
secured to an independent joist member 50 which is secured in the
upper portion of the beam 14. This arrangement is discussed in
greater detail hereafter.
In FIG. 4 there are further details of the bolting arrangements
whereby a truss 12 may be formed; including a truss member 22, an
upper chord member 18, a lower chord member 20 and bolts 40 with
suitable nuts and locking arrangements as are well known in the
art. It will be noted that brackets 44 may be adapted to secure the
beam 14 to the chord member 18 by a substantially hook-like
formation 56 at one end of the brackets 44.
Referring to the lower portion of the beam member 14 illustrated in
FIG. 5, it will be seen that a washer 60 may be used with nut 58,
and that tightening of the nut 58 on bolt 46 and against the
bracket 44 brings the bracket 44 into intimate engagement with the
lower side of the lower flange 62 of the beam 14. Movement of the
beam 14 in any direction is thereby substantially precluded. The
slot 48 which is formed longitudinally in beam 14 is generally
T-shaped, with the upper section being wider than the lower section
so as to accommodate the head and shank of bolt 46, respectively.
The upper section of slot 48 may be widened as at 61 in order to
accommodate a washer beneath the head of bolt 46, if necessary, so
as to preclude localized stress beyond the yield point of the
material of the beam 14 beneath the bolt head.
The upper portion of a beam 14 has an upper section in the form of
an inverted top hat which is open at its upper end. This is
indicated generally at 52, and comprises a horizontally extending
bottom 51 and a pair of substantially parallel side walls 53 which
extend vertically upwards from bottom 51. The web portion 15 of
beam 14 is formed between the upper portion 52 and the base portion
47 substantially along the entire length of the beam 14, so that
any load forces which are applied to the beam at the upper portion
52 are transferred to the base portion 47 by the web portion 15 at
any place along the length of the beam 14. The web portion 15 is
beneath the upper portion 52.
A beam 14 in accordance with this invention, has, as noted, its
upper portion 52 in the form of an inverted top hat which is open
at its upper end. A pair of flanges 55 extend horizontally
outwardly at the top of each side wall 53, respectively. In the
usual case, the thickness of each of the flanges 55 is greater than
the thickness of its respective side wall 53, at least at its
juncture therewith as indicated at 57.
A wooden joist member 50 is shown placed in the upper open top hat
portion 52 of the beam 14. A suitable panel such as a sheet of
plywood 17 may be secured to the wooden joist member 50 by
driveable means such as a nail or screw 54. The sheeting 17 may
form the deck 16 of a flying form 10 as discussed above, or the
facing of other concrete forming structures discussed in greater
detail hereafter. FIG. 6 shows an alternative arrangement for an
open inverted top hat section 52 in the upper portion of a beam
14a. In this case, stops 66 are formed to extend into the top hat
section from side walls 53, above the bottom 51, so as to preclude
downward movement of a wooden joist member 50 past the stops 66.
This cross section is used where it is otherwise desired to have a
different web arrangement in the extruded section forming the beam
14a, with a different cross-sectional area, and is particularly
used for drop-beam forming.
The inverted top hat section 52 in the upper portion of a beam 14
(or 14a) may have a plurality of inwardly facing ridges 64 formed
in each side wall 53 thereof. The ridges are shaped so as to grip
the side of the wooden joist member 50; and they may have a
downwardly directed saw tooth configuration, or they may simply be
ridges which extend inwardly into the wooden joist member 50
thereby slightly compressing the material thereof in the vicinity
of the ridges. Further, there may be a fastening device 61 -- such
as a self-tapping screw or a ramset fastener -- projecting through
either or both side walls 53 into the joist member 50. An outwardly
facing groove 59 may be formed in the outer side of each side wall
53, to provide a guide or starting point from which fastener 61 may
be driven through the side wall 53 and into the joist member 50. An
epoxy or other suitable adhesive may also be used to secure the
joist member 50 in upper portion 52 of a beam 14.
Typically, the inverted top hat open section 52 at the upper end of
a beam 14 is dimensioned so as to take a wooden joist member of
construction grade lumber, nominally 2 inches by 2 inches in
cross-section or of such other dimensions as may be desired. The
wooden joist member 50 may be forced into the open top hat section
by hammering the wood downwardly into the section; and in any
event, when it is secured, upward motion thereof is essentially
precluded. As noted, the joist member 50 may be secured by the
interference of the ridge 64 with the sides of the joist member 50
or by fasteners 61, or by an adhesive, or any combination of
them.
It should be noted that the beam members 14 -- which are
essentially I-beams having an open, inverted top hat section in
their upper portion -- will have an increased resistance to
deflection when a joist member 50 is secured in the top hat section
as discussed above, as compared to a standard I-beam configuration
having the identical cross-sectional area of the same metal.
Indeed, the deflection resistance of an extruded aluminum I-beam
section similar to that shown in FIG. 5 -- and as indicated in FIG.
6 -- and having a wooden joist member secured in the top hat
section, is better than that of a standard I-beam made of steel and
having equal weight per linear foot. It is this latter fact which
leads to the great advantages of concrete forming structures
according to this invention, when they are formed of extruded
aluminum. It should also be noted that a beam 14 (or 14a) will
function in the manner discussed above particularly when it is
formed of extruded aluminum. Sections such as those of beams 14 or
14a -- or as discussed hereafter -- would not normally be possible
to obtain by rolling; and the joining together of rolled or formed
sections such as by welding or riveting would normally result in a
beam having lower ultimate strength and resistance to deflection,
and having a greater likelihood of working failure of the beam in
the vicinity of the places where the halves of such a beam are
joined.
FIGS. 7 and 8 are similar to FIG. 5, but show a further beam
configuration 14b which is substantially identical to beam 14
except that the upper portion 52 has no ridges 64. The independent
beam stiffening joist member 50 is, however, secured in the upper
portion 52 of beam 14b by fasteners 61 projecting inwardly from at
least one of the side walls 53 and forced into the independent
joist member 50. In addition, a suitable adhesive may be spread on
the joist member 50 or on the inside surfaces of side walls 53 and
the upper surface of bottom 51, as at 49, to assist in securing the
independent beam stiffening joist member 50 within the upper
section 52 of beam 14b.
Considering FIGS. 7 and 8 as showing essentially identical features
of beam 14b -- at least in its lower portions -- when viewed in a
direction opposite to that of arrows 5--5 in FIG. 4, there is shown
another feature of a beam such as beam 14b. That is, that the
underside 63 of flanges 62 of the beam 14b may be slightly concave
when the beam 14 is unstressed. Thus, the elevation of the points
65 at the edges of the lower section of slot 48 may be higher than
either of the points 67 at the outer extremity of the flange 62.
However, when the nut 58 is tightened on the shank of bolt 46, so
as to draw the beam 14b downwardly towards the upper surface 69 of
the item 45 -- which may be bracket 44 or some other structural
member -- to which the beam is being attached, the points 65 and
the entire lower surface 63 of the flange 62 are brought
substantially into contact with the surface 69, and a very secure
connection between the beam and the other structural member is
thereby assured. In addition, full load transfer over the entire
area of contact is assured, without risk of localized stress beyond
the yield point of the material of either the beam or the other
structural elements to which it is attached.
It should also be noted that on a long horizontal span with an
element such as an ordinary I-beam, a timber joist or any of the
prior art beams, it is necessary when designing a concrete forming
structure to consider the load bearing strength of the beams in
view of a modified slenderness ratio, i.e. the ratio of the length
of the beam with respect to its radius of gyration in the Y-axis.
However, with a beam such as beam 14, 14a or 4b as illustrated and
discussed above, in accordance with this invention, where the
independent beam stiffening joist member is secured in the upper
portion of the beam, and the beam is used in a concrete forming
structure where the decking or facing is secured to the beam
stiffening joist member, it is possible to ignore the modified
slenderness ratio and to consider the full strength of the material
of the beam. In other words, it is possible to design a concrete
forming structure according to this invention using a beam
according to this invention where the design is made having
consideration of the yield strength of the material of the beam --
usually extruded aluminum -- without modifying or reducing the
considered yield strength because of an adverse slenderness
ratio.
The use of the flanges 55 on beams 14, 14a or 14b, gives a much
wider area for reactionn forces to be transferred from the decking
or facing of a concrete forming structure to the beam, compared
with the identical beam without flanges. In addition, the
unsupported span of sheeting between beams is lessened to some
extent. Also, when the flange 55 is of a greater thickness than the
side wall 53 of a beam such as beam 14, 14a or 14b according to
this invention, there is a greater moment of inertia realized
because there is a greater mass of extruded aluminum at the
furthest possible distance from the neutral axis of the beam. Thus,
a beam having thicker flanges may have substantially the same
moment of inertia as a higher beam whose flanges are not thicker
than the side walls of the upper portion of the beam.
It has been disclosed that wood is the material which is used as
the independent beam stiffening joist member 50; and it is an
important feature of this invention that the beam stiffening joist
member 50 has nail or screw (or other driveable fastening means)
retaining and holding properties, as well as sufficient tensile
strength and yield point, to provide beam deflection resistance and
the capability of replacing concrete forming the sheeting 17 as
discussed above. However, plastics technology may lead to the
development of other materials than wood which would have
essentially the same properties to serve the same purposes as
noted. Such materials may include castible materials such as glass-
or fiber-loaded epoxy, and other resin-based fillers or plastomers;
as well as foamed-in-place high density urethane foam, or extruded
urethane or vinyl.
Turning now to FIGS. 9 and 10, there is shown a portion of a
modified concrete forming structure, utilizing a plurality of beams
indicated at 14c -- which would be similar, for example, to any of
beams 14, 14a or 14b discussed above -- and a beam 70 which is
shown in FIG. 10 and discussed in greater detail hereafter. The
concrete forming structure illustrated in FIG. 9 includes the
forming sheeting 17 secured to the beams 14c such as by nailing
into the beam stiffening joist member 50 of each of the beams.
Concrete is shown at 72 placed on a portion of the sheeting 17, and
having an edge form 74 which may be lumber having suitable
dimensions. No concrete is placed over the sheeting 17 to the
outside of edge form 74, so that a walkway 76 is formed on the
outside of the concrete 72. A safety wall or railing 78 is secured
to posts 80, and posts 80 are secured to the end-beam 70 as
discussed hereafter in greater detail.
The beam 70 shown in FIG. 10 comprises an upper portion 86, a web
portion 88 and a base portion 90. In the base portion 90 is a
generally T-shaped slot 92, similar to the T-shaped slot 48 of any
of the beams 14 discussed above. The slots 48 or 92 provide means
for fastening the beams 14 or 70 to structural members such as
trusses and truss cords, scaffolding, stringers, stiffeners, etc.,
and permits the attachment of special beam forms, spandrel forms,
hinged panels, etc. to a concrete forming structure according to
this invention.
The web portion 88 of the beam 70 comprises two webs 94 and 96
which extend generally downwardly from the bottom 98 of the upper
portion 86 of the beam 70. In the specific form of beam 70
illustrated in FIGS. 9 and 10, the web 94 extends from the bottom
98 of upper portion 86 to one side of the base portion 90, and the
web 96 extends outwardly and downwardly to the other side of the
base portion 90. On the outer side of the web 94, there is formed a
pair of longitudinal, spaced apart slots 100 which are each
generally T-shaped, similar to the longitudinal slot 92 formed in
the base portion 90 of the beam 70. Each of slots 100 has inner and
outer section where the width (measured vertically) of the inner
section is greater than the width (measured vertically) of the
outer section, so as to form the T-shape. The side slots 100 are
particularly intended for use in such installations. as illustrated
in FIG. 9, where a guard panel or rail is secured to the concrete
forming structure for the safety of persons who are working on it.
A guard rail installation may be as illustrated in FIG. 9, where a
pair of bolts 102 pass through the post 80 and are secured within
the slots 100 as shown at 104. Special brackets or sockets which
are adapted to fit into the slots 100 may also be provided, where
the brackets or sockets are dimensioned to accept and support in a
vertical orientation a post 80.
The upper portion 86 of the beam 70 has a bottom 98 and side walls
106, much as the upper section of any of the beams 14 have a bottom
51 and side walls 53. An outwardly facing groove 108 is formed in
the outer surface of side walls 106 for the same purpose as groove
59 discussed above with respect to beams 14, and a plurality of
ridges 110 may be formed on the inner surface of each of the side
walls 106. It will be noted, however, that the height of the side
walls 106 is less than the height of the side walls 53 of beams 14,
so that the joist member 50 which is shown installed in the beam 70
in FIG. 9, extends above the upper ends of the side walls 106.
There is no flange on either side of the upper portion 86 of the
beam 70. The modifications to the upper portion are made because of
the following design considerations.
It has been noted that there is a concrete layer 72 on the sheeting
17 to the inside of the edge form 74 of the concrete forming
structure shown in FIG. 9, and there is no concrete in the walkway
76. In a typical situation, the concrete forming structure would be
designed to support a live load of fifty pounds per square foot at
all places and at any time; whereas the deadload in those areas of
the concrete forming structure where concrete is poured is far
higher than the deadload in those areas such as walkway 76. For
example, for an eight inch slab of concrete, the design
consideration of deadload is 100 pounds per square foot, whereas in
the area of walkway 76 the design consideration of deadload is
negligible, being in the order of 2 pounds per square foot or less.
It is therefore possible to remove the flanges from the end-beam 70
because its deadload carrying requirements are considerably less
than of a beam 14. Further, removal of the flanges permits placing
the slots 100 below the upper portion 86 of beam 70, so that a
guard rail post 80 may be securely held to the outer surface of the
respective side wall 106. Also, other bolt-on forms for up-turned
or down-turned spandrels can be more easily fitted to the end-beam
70. However, consideration of the moment of inertia and the
slenderness ratio of the end-beam 70 is essentially the same as
that of any of the beams 14, because of the total cross-sectional
area of the beam and mass which is spaced away from the neutral
axis of the beam.
It has been noted above that the trusses 12 may be supported, when
standing, on such devices as screwjacks 36. An arrangement is shown
in FIG. 4 whereby the screwjack 36 can be swung out of the way as
shown in FIG. 1 so that the flying form 10 can be moved outwardly
on rollers, casters or the like, and then flown to its next working
position. In general, the upper portion 37 of the screwjack 36 is
adapted to fit beneath the lower chord member 20 of a truss 12 when
in operation, and the entire screwjack assembly 36 is swung out of
place and secured by a clip, as discussed hereafter, for moving and
flying the form 10.
A clamping plate 39 is secured by bolts 41 to the plate 85, in such
a manner as to enclose a hinged pin 43 between the upper surface of
lip 45 of the lower chord member 20 and the clamping plate 39. When
the screwjack 36 is in place, a clip 47 is placed over the inner
edge of the lower chord member 20 of the truss; and the height of
the jack may be adjusted by turning the post 49 which has a screw
thread into the upper and lower portions of the jack, in the usual
manner. When the screwjack 36 is swung out of place, clip 47 is
disengaged from the lower chord member 20 and clip 51 engages a
profiled lip 53 on the uppper flange of the lower chord member 20.
Thus, the screwjack 36 may be hingedly attached to the truss 12 for
use when required -- i.e., when the flying form 10 is being used as
a concrete forming structure -- and the screwjack 36 may be swung
out of the way in order for the flying form 10 to be moved.
Turning now to FIG. 11, there is shown yet another flying form in
accordance with this invention, and indicated generally at 111. The
concrete forming structure 111 is used together with a similar
structure as a vertical form, so that a wall 112 may be poured
between them. In the past, the usual wall form has comprised a
plurality of vertical studs against which sheeting may be nailed,
and the studs are backed up by a plurality of horizontal wales. In
the wall form illustrated in FIG. 11, the sheeting or facing 17 is
secured to a plurality of horizontal beams 14, where the upper
portion of each of the beams 14 faces sideways rather than upwards.
The spacing of the horizontal beams 14 is closer together at the
bottom of the wall form 111 than at the top, because of the
pressure gradient of fluid concrete which will be exerted outwardly
against the wall forms 111 when the concrete is first placed
between them. The beams 14 are secured to several stiffeners 115 --
which may be comprise of back-to-back channel members 114 -- by
such means as bolts 116 secured within the slots 48 of the beams
14.
The wall forms 111 are held together by ties 118 which pass through
the wall 112 and are secured to the stiffeners or "strong-backs" by
such means as plate 120 and nuts 122 or other suitable fasteners
which are secured to the ties 118. When the wall 112 has been
placed and cured, and the wall forms 111 are removed, the ties 118
remain in place; however it will be noted that there is a necessity
for far fewer ties 118 than in the usual case where wooden studs
are placed closely together and backed by a number of wales.
For any given wall thickness, a pair of flying concrete wall forms
111 can be assembled elsewhere on the job-site -- or off the
job-site -- and they may be easily flown and placed into position.
When compared with a conventional wall form having studs and wales
each formed of timbers having nominal 4 inches by 4 inches
cross-sectional dimensions, there are fewer horizontal members in
wall form 111 and considerably fewer vertical members, so that the
weight of the wall form 111 -- even when the beams 14 are formed of
extruded aluminum and the stiffeners 115 are conventional steel
channel -- is considerably less than a wooden wall form designed
for the same lateral loading. Also as noted above, the wall form
111 according to this invention may be assembled other than at the
work-site, whereas wooden wall forms of any great size may be too
heavy to be assembled elsewhere, but require considerably more
labour because they must be assembled each time a wall is to be
poured. Of course, beams 14 could be used as the studs in the more
usual wall forming manner, backed by suitable wales and fewer ties
through the poured wall would be required because of the higher
deflection resistance of the beams than of conventional wooden
studs.
It has been noted, therefore, that a concrete forming panel may be
assembled, which comprises a plurality of sheets of material 17
secured to a plurality of beams 14 and/or 70, where the sheets 17
are secured to the beams by driveable fastening means which are
driven through the sheets and into independent beam stiffening
joist members 50 which are secured in the beams 14 and/or 70. Such
a concrete forming panel may then be secured to additional
structural members so that the panel can be moved as an integral
unit, by such means by bolting using bolt slots 48 and 92 or 100
formed in the beams, as discussed above. Such additional structural
members to which the concrete forming panel may be secured would
include a plurality of spaced apart stiffener members -- in which
case, a wall form has been assembled -- or at least a pair of
spaced apart truss members -- in which case, a concrete floor form
has been assembled. Integral panels may also be suspended from the
column or wall-mounted tie-points for use as floor forms.
As noted above, in the usual circumstances at least the beam
members according to this invention, and the chords and truss
members of trusses, are all formed of extruded aluminum. The
concrete forming structure which is thereby achieved is one which
is an integral structure, and which can be moved as a single
unit.
Thus, the use of concrete forming structures in accordance with
this invention permits a number of horizontal floor forms to be
placed side-by-side or end-to-end for forming a large floor area,
with a minimum of handling and without the necessity of handling
and assembling individual scaffolding, planking, sheeting and
decking, etc. The set-up and handling time is thereby considerably
reduced.
In the usual circumstances, the bottom flanges 62 of any of the
beams 14, 14a or 14b discussed above, are wider than the width of
the beam at flanges 55. Thus, a more stable beam is assured,
requiring a higher over-turning moment than a standard I-beam
section whose width is the same as that of the beams 14 at flanges
55. Also, because of the mass of metal in the flanges 62, spaced
away from the neutral axis of the beam there is a higher moment of
inertia of the beam.
When a horizontal flying form such as flying form 10 is to be
removed and flown to another position for re-use, the screwjacks 36
are adjusted so as to decrease the overall height of the concrete
forming structure, and so as to permit the flying form 10 to be
lowered onto rollers or casters. The form may then be pushed out of
the bay from between the walls or columns which define its sides,
and flown to next working position. At the same time, wall forms
such as wall form 111 of FIG. 11 can be flown and placed. Also,
flying forms having walkways such as walkway 76 shown in FIG. 9 may
be used in certain circumstances, and extensions may be added to
the ends or sides of flying forms in some circumstances to provide
an additional deck on which a small concrete pad such as an
apartment balcony may be poured. Still further, up-turned or
down-turned spandrel forms may be bolted to a flying form -- either
horizontal or vertical forms -- as required; and beam forms may be
attached to a flying form.
A practical flying form such as flying form 10 having a deck area
of about 1,600 square feet (20 feet by 80 feet), weighs
approximately 5 pounds per square foot when it is made of extruded
aluminum. Such flying forms are of a weight that they can be moved
and lifted by tower, mobile or self-climbing cranes of known
design. By contrast, a similar flying form made of steel -- having
the same load bearing characteristics and therefor fewer beams --
would, in any event weight approximately twice as much per square
foot. Therefore, for a given crane capacity, twice as much handling
would be required to move two concrete forming structures when made
of steel than to move one aluminum flying form in accordance with
this invention. In addition, the use of extruded aluminum in
special shapes provides the most economic use of the metal.
If a flying form having the same load bearing characteristics as
the flyiing form 10 illustrated in FIG. 1 is made of wood, and is
intended for use in forming eight inch thick concrete floors,
wooden joists having cross-sectional dimensions two inches by 12
inches must be placed at twelve inch centres, and a massive wooden
truss would be required, so that a similar flying form might be
approximately 2.5 times heavier than one which is made of extruded
aluminum.
It will be appreciated that construction costs can be considerably
reduced by the use of flying forms in accordance with this
invention. In particular, a reduction in the number of skilled and
semi-skilled workmen may be effected, as well as a reduction in
capital outlay or rental costs for concrete forming equipment.
Further, there is considerably less wastage of materials, it being
necessary only to replace the decking or sheeting, and the
independent beam stiffening wooden joist members--and even then
only occasionally. The scrap value of aluminum relative to its new
price is considerably higher than the scrap value of steel relative
to its new price; and lighter and larger structures which require
less handling can be prepared from extruded aluminum as compared
with steel. Because of the bolted assembly of flying forms
according to this invention, any concrete forming structure may be
shipped to the construction site in knocked-down condition for
assembly "on the job."
The use of an independent beam stiffening joist member which is
secured in the upper portion of a beam according to this invention,
enhances the deflection resistance of the beam, and thereby permits
wide spans of the beam between and beyond the trusses or stiffeners
to which it or a number of such beams are secured. Further, by
using a wooden beam stiffening joist member, the sheeting which
comprises the deck or face of a concrete forming structure
according to this invention may be easily secured to the structure
merely by driving nails into the beam stiffening joist members.
Thus, the sheeting may be easily repaired or replaced, without
regard to expensive or complicated arrangements by which the
sheeting may be fastened to the supporting structures. The
screwjacks which are discussed above may be replaced with
conventional screwjacks, postjacks, telescoping legs or other means
such as hydraulic jacks.
The above description and the accompanying drawings relate to
specific embodiments of concrete forming structures or "flying
forms" according to this invention. The description, claims and
drawings have used such terminology as "horizontal" and "vertical"
with respect to features of the beams that have been taught; but it
is obvious that, for example, the "vertically extending" side walls
of the upper portion of a beam according to this invention are so
stated with respect to the base portion of the beam, and that the
beams may have any orientation with respect to the ground -- such
as the beams illustrated in FIG. 11. Other changes and amendments
with respect to the structures, their nature of assembly and the
materials used can be made without departing from the spirit or
scope of the appended claims.
* * * * *