U.S. patent application number 16/027441 was filed with the patent office on 2019-01-24 for modular scaffolding system.
The applicant listed for this patent is TOPS SCAFFOLD & SHORING SUPPLY LTD.. Invention is credited to Michael CUTRONE, Don FRY.
Application Number | 20190024393 16/027441 |
Document ID | / |
Family ID | 65018425 |
Filed Date | 2019-01-24 |
United States Patent
Application |
20190024393 |
Kind Code |
A1 |
CUTRONE; Michael ; et
al. |
January 24, 2019 |
MODULAR SCAFFOLDING SYSTEM
Abstract
Described herein are embodiments of an improved modular
scaffolding system. Various embodiments are described herein
relating to scaffolding systems wherein truss sections can be
coupled together with connectors to achieve length modularity. To
assemble the truss sections, each connector is positioned within an
opening defined in the horizontal runners of each truss section,
such that the connector extends between successive assembled
sections, and the connector is further fixed to each section with
one or more fasteners. Additionally, each truss section has a
vertical member extending between the horizontal runners proximal
the connectors in order to enable acceptable vertical loading
characteristics.
Inventors: |
CUTRONE; Michael; (Toronto,
CA) ; FRY; Don; (Scarborough, CA) |
|
Applicant: |
Name |
City |
State |
Country |
Type |
TOPS SCAFFOLD & SHORING SUPPLY LTD. |
Toronto |
|
CA |
|
|
Family ID: |
65018425 |
Appl. No.: |
16/027441 |
Filed: |
July 5, 2018 |
Related U.S. Patent Documents
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Application
Number |
Filing Date |
Patent Number |
|
|
62535536 |
Jul 21, 2017 |
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Current U.S.
Class: |
1/1 |
Current CPC
Class: |
E04G 5/165 20130101;
E04G 1/14 20130101; E04G 7/02 20130101; E04G 5/00 20130101 |
International
Class: |
E04G 7/02 20060101
E04G007/02; E04G 5/00 20060101 E04G005/00; E04G 1/14 20060101
E04G001/14 |
Claims
1. A modular scaffolding system comprising : a. first and second
truss sections, each comprising at least two vertical members, a
pair of horizontal runners spaced apart by the vertical members,
and at least one diagonal brace, each runner of each section
defining at a connection end of the respective section an elongate
integral opening, one of the vertical posts of each truss section
being positioned proximal to said connection end; b. an elongate
connector sized to be complementary to the respective integral
openings for being received therein when the first and second truss
sections are positioned with the elongate integral openings of the
truss sections being opposed and adjacent; and c. a plurality of
fasteners for fixedly connecting each connector to the first and
second truss sections for assembly of the scaffolding system.
2. The modular scaffolding system of claim 1, wherein each
connection end of the first and second truss sections defines two
or more apertures each sized to receive therethrough a fastener,
and the connector further defines apertures complimentary to the
apertures of the first and second truss sections when the
scaffolding system is assembled.
3. The modular scaffolding system of claim 2, wherein the vertical
post positioned proximal the apertures of each truss section
bisects the fastener apertures.
4. The modular scaffolding system of claim 1, wherein the integral
apertures are parallel to the runners.
5. The modular scaffolding system of claim 1, wherein the first and
second truss sections are made of tubular members.
6. The modular scaffolding system of claim 1, wherein each fastener
comprises a bolt and nut.
7. The modular scaffolding system of claim 1, further comprising a
support for fastening to a bottom surface of the assembled
scaffolding system about the connector.
8. The modular scaffolding system of claim 1, wherein the elongate
connector is made of solid metal.
Description
TECHNICAL FIELD
[0001] The following relates generally to modular scaffolding
systems, and more particularly to scaffolding systems comprising
modular truss sections.
BACKGROUND
[0002] Scaffolding refers to a temporary structure used to support
a work crew and some building materials during a construction
project.
[0003] Scaffolding structures generally comprise several vertical
posts (commonly referred to as "standards") spaced apart
longitudinally by truss sections, and spaced apart laterally by
other members (commonly referred to as "bearers"). Each of the
truss sections and bearers are joined to the vertical posts by
clamps or other fixing mechanisms. Scaffolding structures are often
topped with a series of beams which may be covered by a deck (often
made of plywood planks) for permitting movement thereupon by
members of the work crew or placement of equipment.
[0004] Scaffolding is most commonly assembled from a series of
pre-constructed parts having desired dimensions for the particular
use. Truss sections of scaffolding systems, particularly when used
as part of the span of a structure providing a temporary bridge or
suspended walkway, are commonly sized to be about 14' long, though
may also be fabricated to various other lengths, for example 17',
21' or 28'.
[0005] Manipulation of such truss sections is burdensome. The truss
sections are long, heavy, and hard to work with. Transportation of
the sections is also costly. Moreover, on a construction site,
because the longer sections cannot fit into elevators, they often
have to be hoisted upward as a construction project ascends its
successive stages.
[0006] Modular scaffolding systems are known. Most include
geometrically complex, easily broken attachment pieces for
connecting parts in order to achieve modularity. Often such
attachment pieces comprise brackets for encircling the ends of
horizontal members of, for example, the truss sections.
[0007] A simpler, versatile, easy to use modular scaffolding system
is needed.
DESCRIPTION OF THE DRAWINGS
[0008] A greater understanding of the embodiments will be had with
reference to the Figures, in which:
[0009] FIG. 1 shows an embodiment of the modular scaffolding system
comprising two truss sections;
[0010] FIG. 2 shows a view of a single truss section, a connector
and an optional support;
[0011] FIG. 3A shows the connection between an example truss
section and a post;
[0012] FIG. 3B shows an embodiment of the optional support;
[0013] FIG. 4 shows a method of assembling the modular scaffolding
system;
[0014] FIG. 5 shows the modular scaffolding system in use as part
of a scaffold structure;
[0015] FIG. 6 shows possible dimensions of the modular scaffolding
system;
[0016] FIG. 7 shows an experimental setup for testing the modular
scaffolding system;
[0017] FIG. 8 shows the modular scaffolding system under load
testing;
[0018] FIG. 9 further shows the modular scaffolding system under
load testing; and
[0019] FIG. 10 shows different combinations of scaffolding
sections.
DETAILED DESCRIPTION
[0020] For simplicity and clarity of illustration, where considered
appropriate, reference numerals may be repeated among the Figures
to indicate corresponding or analogous elements. In addition,
numerous specific details are set forth in order to provide a
thorough understanding of the embodiments described herein.
However, it will be understood by those of ordinary skill in the
art that the embodiments described herein may be practised without
these specific details. In other instances, well-known methods,
procedures and components have not been described in detail so as
not to obscure the embodiments described herein. Also, the
description is not to be considered as limiting the scope of the
embodiments described herein.
[0021] Various terms used throughout the present description may be
read and understood as follows, unless the context indicates
otherwise: "or" as used throughout is inclusive, as though written
"and/or"; singular articles and pronouns as used throughout include
their plural forms, and vice versa; similarly, gendered pronouns
include their counterpart pronouns so that pronouns should not be
understood as limiting anything described herein to use,
implementation, performance, etc. by a single gender; "exemplary"
should be understood as "illustrative" or "exemplifying" and not
necessarily as "preferred" over other embodiments. Further
definitions for terms may be set out herein; these may apply to
prior and subsequent instances of those terms, as will be
understood from a reading of the present description.
[0022] As set out above, an improved modular scaffolding system is
needed, particularly to enable easy manipulation of truss sections
to various lengths for use in scaffolding bridges and suspended
walkways.
[0023] Various embodiments are described herein relating to
scaffolding systems where truss sections can be assembled together
with connectors to achieve length modularity. To assemble the truss
sections, a pair of connectors are positioned within openings
defined in the horizontal runners of each truss section, such that
the connectors extend between successive assembled sections, and
the connectors are each further fixed to the sections with one or
more fasteners. Additionally, each truss section has a vertical
member extending between the horizontal runners proximal the
connectors in order to enable acceptable vertical loading
characteristics.
[0024] With the scaffolding systems described herein, manipulation,
assembly and disassembly of various lengths of truss sections is
facilitated. Erection of scaffolding systems having different
lengths to fit the needs of different construction jobs is thereby
streamlined. Surprisingly, the systems have been found to have
similar strength to resist vertical loading in some configurations
as if the assembled truss sections were integrally formed.
[0025] Various embodiments of the modular scaffolding system will
now be described with reference to the drawings.
[0026] Referring to FIGS. 1 to 2, shown therein is a modular
scaffolding system 100 comprising a first truss section 102, a
second truss section 104, and a pair of connectors 118. As will be
appreciated from the following, additional truss sections can be
added to achieve different desired lengths (referred to as the
"span" of the truss sections).
[0027] The first truss section 102 comprises at least two vertical
members 116, at least two horizontal runner members 110 (referred
to as "runners") spaced apart by the vertical members and one or
more diagonal braces 112 (providing the `truss` construction). The
diagonal braces may be disposed at various angles with respect to
the runners, for example 55 degrees. At a first end 109 of the
first truss section, it is attached by a known attachment mechanism
106 to a vertical post 108 (a "standard"), for example of a
scaffolding tower. The attachment mechanism may comprise a clamp,
though other attachment mechanisms are known to those of skill in
the art. At a second end 111, each horizontal runner is shaped to
define an elongate opening 124 for receiving a portion of an
elongate connector pin 118 (best shown in FIG. 2). Throughout the
description, the end of a runner proximal a connector is referred
to as a "connection end", shown as element 111 for truss section
102, or 111' for truss section 104.
[0028] The second truss section 104 has fundamentally the same
construction as the first truss section, though the disposition of
its defined openings and the attachment mechanism connecting it to
the illustrated vertical post are each shown to be horizontally
flipped compared to the first truss section, and the second truss
section is shown to be shorter longitudinally than the first truss
section. It will be appreciated from the following that each truss
section may be connected to a vertical post at one end and define
openings for receiving a connector pin at the other, or may define
openings at both ends (and thus have two connection ends),
depending on the positioning of the truss section in the respective
scaffolding system. For example, a truss section positioned between
two other truss sections will define openings for receiving
connectors at each end.
[0029] It should be appreciated that the scaffolding system 100
forms one panel of a scaffold structure. To form a complete
scaffold structure by making use of the scaffolding system 100, the
vertical posts 108 may be joined with additional truss sections,
tangential members ("bearers"), and ultimately indirectly connected
to several other vertical posts. Further, once assembled, beams and
a deck may be added atop the scaffold to permit movement of work
men above. Referring to FIG. 3A, shown there is an illustration of
an example truss section 102'' with runners 110'' and vertical
member 116'' connected to a post 108'' with clamp 106'', the
section is shown to have a height of 500 mm.
[0030] To assemble the first truss section 102 and the second truss
section 104 in order to achieve modularity, a connector 118 is
positioned within, and extends between, the elongated openings 124
of each runner of the truss sections (best shown in FIG. 1). Each
connector 118 is further fastened to the two truss sections in
which it is positioned (best shown in FIG. 2). For connection
between successive truss sections to be possible with the described
system, each truss section must thus have elongate openings at each
end where it is desired to be assembled with another truss section,
such openings of successive sections being opposed during assembly
to fully receive the connector.
[0031] To enable fastening of the connectors to the truss sections,
in a particular embodiment illustrated in FIG. 2, each connector
defines four apertures 120, and a pair of apertures 122 are defined
proximal the connection end of each runner to coincide with the
apertures of the connector when the truss sections and connector
are positioned for assembly. A suitable fastener 131 can then be
passed through the aligned apertures to complete the assembly. A
bolt and a nut has been found to provide a suitable fastener 131.
Other types of fasteners are contemplated.
[0032] In other embodiments comprising similar fasteners, more or
less apertures may be defined. For example, the connector may
define two apertures, and a single aperture may in that instance be
defined at the connection end of each runner. However, assuming
each respective fastener is of the same strength, generally having
more than one fastener is advantageous as it distributes shear
stress between more than a single fastener, reducing the risk if a
fastener shears, and eliminating the existence of a single point of
failure.
[0033] In order to bear any vertical downward force upon the truss
sections (i.e. along the direction of the vertical member, at least
one vertical member 116 is disposed proximal the connection end of
each truss section, extending between the runners. Though the
vertical members 116 and 116' are shown to be spaced a short
distance from the connection ends of the runners, it may be optimal
for the vertical member to be positioned substantially adjacent the
connection end of the runners to improve loading
characteristics.
[0034] In embodiments where two apertures are provided at the
connection end of each runner for receiving fasteners, preferably
the apertures are spaced about the proximal vertical member (see
member 116' illustrated in FIG. 2), helping to evenly distribute
forces about the fasteners 131. In embodiments where a single
fastener is provided at each connection end, it may be positioned
to be aligned with the proximal vertical member.
[0035] Referring now to the construction of the truss sections, the
members are all preferably made of steel, aluminum or a composite
scaffolding material (which may include glass or nylon fiber). The
connector is preferably made of a solid piece of material,
preferably a metal, such as steel or a material having similar
strength characteristics for the relevant type of loading. As is
common in the scaffolding industry, the runner members and vertical
members may have a tubular construction, though other shapes are
possible. The elongate openings may thus comprise part of the
tubular shape rather than a separate defined geometry. This
eliminates the need to adapt the connection end of the runners to
form a particular shape of opening, rather than utilizing the
pre-existing tubular shape in common use today. However other
shapes of the elongate openings and connector are contemplated.
Particularly, the elongate opening may have a square or rectangular
profile. In the rectangular case, the vertical direction may define
the length of the rectangular profile. In each case, the connector
preferably has a complementary shape profile to the openings, and
the openings must extend long enough into the runners to receive
the connector (by neighbouring truss sections) when assembled.
[0036] Optionally, a support 126 may be added to the scaffolding
system if loads are expected to be high. Once two truss sections
are assembled, the support 126 may be positioned below the truss
sections to extend therebetween, and be attached thereto for extra
support (as best shown in FIG. 5). As the truss sections are
loaded, they experience some downward deflection along their span,
which may be most pronounced around the bottom connector. During
loading, it has been found the point of failure is thus commonly
the bottom connector (and its fasteners). The attachment of the
support 126 below the bottom connector, can provide some extra
support to minimize deflection and reduce the risk of failure. The
support may comprise a member 130, which may be tubular or
rectangular, and fasteners 128, such as bolt clamps, for attaching
the support to the truss sections. FIG. 3B shows an example support
126', comprising a bolt clamp 128' and a member 130' having a
rectangular profile for positioning and attachment below a bottom
truss section of the modular scaffolding system as described above.
The illustrated member has a length of 15''.
[0037] Referring to FIG. 4, a method 200 is shown for assembling
truss sections of the modular scaffolding system. At block 202,
connectors are partially inserted into the openings 124 of the
runners of a first truss section. At block 204, a second truss
section is then positioned such that its openings oppose the
openings of the first truss section, and the second truss section
is manipulated to be adjacent the first truss section, such that
the openings of the second truss section receive the remaining
portion of the connectors previously received by the first truss
section, and the connectors thereby extend between the truss
sections. At block 206, each connector is fastened to the truss
sections by means of one or more fasteners. At block 208, to
enhance the load bearing characteristics of the truss sections, a
support 126 may be fastened to extend between to the truss sections
below the bottom connector. Once the truss sections are coupled, at
block 210, the truss section may be used as a panel of a scaffold
structure, for example by being joined to the vertical posts of the
structure. Optionally, the first truss section can be connected to
the vertical post of the scaffold before assembly with the second
truss section.
[0038] Referring to FIG. 5, shown therein is a scaffolding system
301 in use to provide a scaffold structure. The scaffolding system
301 comprises three truss sections 308, 310, 312, joined together
by connectors, with supports 126. Truss sections 308 and 312 are
respectively joined to the posts of scaffold towers 302, 304.
Further, a cross-bracing member 314 (also referred to as "ledger")
is shown to be attached between the scaffold towers, longitudinally
stabilizing the towers, and minimizing shear stresses on the
fasteners of the connectors.
[0039] Possible dimensions of the various elements will now be
described with particular reference to FIG. 6. In the background,
it has been described that truss sections are commonly made to
specific lengths, which may be too large to be easily manipulated
(e.g. 21'). The above described embodiments of the scaffolding
system achieve modularity because truss sections of varying lengths
can be attached together to arrive at spans having a desired
length. Particularly, short truss sections--which are easily
manipulated--can be combined to arrive at longer spans of useful
lengths. FIG. 6, at elements 602 and 604 illustrates possible
combinations of truss sections to arrive at commonly used lengths.
Element 602 comprises two truss sections 15246 measuring 7 feet
(2130 mm, as indicated), and a section 15245 measuring 3 feet (920
mm), to arrive at a section measuring 17'. Element 604 comprises
two sections 15246 and a section 15247, each measuring 7', to
arrive at a section measuring 21' (6390 mm). Each of the various
members may be tubular and have a diameter of 48.3 mm.
[0040] FIG. 6 also shows at element 15249 that a possible length of
the connector for spans having the dimensions in FIG. 6 is 153/4''
(400 mm), with a diameter of 40.3 mm.
[0041] Referring now to FIGS. 7 to 9, exemplary experimental
results conducted by the Applicant will now be described.
[0042] Referring to FIG. 7, shown therein is an illustration of the
experimental configuration of the truss system to achieve the
experimental results. Four 7' truss sections 706, 708, 710, 712
were joined by connectors and coupled at the ends thereof to posts
of scaffolding towers 704, 714. The truss sections were the same as
parts 15246 and 15247 shown in FIG. 6.
[0043] Loads were then successively added, as shown at P1, P2, P3,
P4 until failure. The maximum load applied to the configuration was
35,271.6 lb (156.9 kN) representing 82.15 lb per square foot (3.93
kN/m.sup.2) loading or 157.46 pounds per linear foot (2.3 kN/m) of
truss with a Factor of Safety of 4:1. The towers 704 and 714 were
3'10'' (1.17 m) square towers erected at each end of the setup,
with the 28 foot modular trusses mounted between the towers. Each
of the towers 704, 714 was loaded with ballast to ensure that
unwanted deflection would not occur due to deformation of the
towers. Ledgers and screwjacks were set on the floor between the
towers to correctly position the towers. Ledgers (i.e. cross-brace
702) were attached to the bottom chords of the trusses to provide
lateral bracing to ensure that the trusses would not twist under
load.
[0044] Loading was carried out by setting racks of equipment onto a
plywood platform supported by aluminum beams mounted across the
trusses. Deflection (.DELTA.) at the center of the trusses was
noted as each rack was placed onto the platform. The load was
gradually increased until failure. It is noteworthy that the tested
configuration was found to only be about 10% weaker to vertical
uniform distributed load ("UDL") than a comparable construction
including truss sections integrally joined.
[0045] Referring to FIGS. 8 to 9, Element 802 shows the initial
setup. Element 804 shows positioning of a first rack at P2 of FIG.
7. Element 806 shows addition of a second rack at P3. Element 808
shows a deflection measurement by laser. Element 810 shows addition
of a fifth rack at P2. Element 812 shows addition of a sixth rack
at P3. Element 812 shows addition of a seventh rack at P1. Element
814 shows addition of an 8.sup.th rack at P4. Element 816 shows
addition of a final load, causing collapse.
[0046] Table 1 shows results of a first load test.
TABLE-US-00001 TABLE 1 P1 P2 P3 P4 .SIGMA.P .DELTA. .SIGMA..DELTA.
(LB) (LB) (LB) (LB) (LB) (IN) (IN) Comments 0 0 0 0 0 26 3/16 0 No
apparent distress 0 4000 4000 253/4 7/16 No apparent distress 0
4000 4000 8000 25 3/16 15/16 No apparent distress 0 4000 4000 4000
12000 25 1/16 1 1/16 End towers apparently require more bracing
[0047] Table 2 shows results of a second test after checking that
standards (i.e. vertical posts) were vertical, and installing
ledgers (i.e. cross-bracing) on three sides, ensuring that the now
four ledgers are leveled in place, and leaving the front open for
loading.
TABLE-US-00002 TABLE 2 P1 P2 P3 P4 .SIGMA.P .DELTA. .SIGMA..DELTA.
(LB) (LB) (LB) (LB) (LB) (IN) (IN) Comments 0 0 0 0 0 253/8 0 No
apparent distress 0 4000 0 0 4000 247/8 1/2 No apparent distress 0
4000 4000 0 8000 24 7/16 15/16 No apparent distress 4000 4000 4000
0 12000 241/4 11/8 Not enough space for 4.sup.th rack - use shorter
ledgers 4000 4000 4000 3000 15000 24 13/8 No apparent distress 4000
8000 8000 3000 23000 23 23/8 No apparent distress 4000 8000 8000
7000 27000 221/8 3.25 No apparent distress 7000 8000 8000 7000
30000 21 5/16 4 1/16 No apparent distress 8650 8000 8000 8650 33300
-- Insufficient height to add another rack. Add pallets of
counterweights - collapse
[0048] Table 3 shows a review of the loading results with the test
configuration.
TABLE-US-00003 TABLE 3 UNIT CUMU- QTY UNITS DESCRIPTION WEIGHT
TOTAL LATIVE Base Load: 6 Sheets 4 .times. 8 .times. 3/4 2.2 psf
422.4 422.4 plywood 21 Al. Beams 6 ft 4 plf 504.0 926.4 6 Ledgers 7
ft 105.6 1032 12 Clamps Swivel Bolt 3.3 39.6 1071.6 Supported Load:
6 Racks 7 ft Ledgers 4000 24000 24000 2 Racks 5'2 Ledgers 3000 6000
30000 2 Pallets 50 lb Counterweight 1650 3300 33300 8 Each Racks
100 800 34100 2 Each Pallets 50 100 34200 Total Load just prior to
failure = 34200 + 1071.6 = 35271.6# Square foot loading =
35271.6/[(46/12) .times. 28] = 328.6 Safe Working Load = 328.6/4 =
82.15 psf Per Truss = 41 psf Total Linear Load: 35271.6/28 = 1259.7
pounds per linear foot (2 trusses) Safe Working Load: 1259.7/4 =
314.925/2--say 157 pounds per linear foot per truss
[0049] Referring to FIG. 10, shown therein are parts 1001, 1002,
1003, 1004, 1005 comprising different combinations of truss
sections. Table 4 shows loading characteristics for the parts.
TABLE-US-00004 TABLE 4 Allowable Equal Allowable Part Length
Uniform Load No. of Spacing Load (P) Number M FT KN/M LB/FT Setup
Loads M FT KN LB 1001 4.27 14 4.6 315 1 1 2.13 7 9.8 2200 1002 5.18
17 3.8 259 2 1 2.59 8.5 9.8 2200 1003 6.40 21 3.1 210 3 2 2.13 7
7.3 1650 1004 7.32 24 2.6 180 4 1 3.66 12 9.6 2160 1005 8.53 28 2.3
158 5 3 2.13 7 4.9 1100
[0050] Although the foregoing has been described with reference to
certain specific embodiments, various modifications thereto will be
apparent to those skilled in the art without departing from the
spirit and scope of the invention as outlined in the appended
claims.
* * * * *