Note: Descriptions are shown in the official language in which they were submitted.
CA 02884232 2015-03-09
COLD-FORMED STEEL ABOVE GROUND TORNADO SHELTER
This application claims priority on US Provisional Patent Application No.
61/949,459 filed March 7, 2014
and US Provisional Patent Application No. 61/972,503 filed March 31, 2014,
incorporated herein by
reference.
Field of the Invention
This invention relates to shelters conforming to the "ICC/NSSA Standard for
the Design and Construction
of Storm Shelters" (ICC 500), "FEMA Design and Construction Guidance for
Community Safe Rooms"
(FEMA 361), "ICC International Building Code" (IBC), "ASCE Standard ASCE/SEI 7
Minimum Design Loads
for Buildings and Other Structures" (ASCE 7), "AISI Standard North American
Specification for the Design
of Cold-Formed Steel Structural Members" (AISI 5100), and "Ad I Standard
Building Code Requirements
for Structural Concrete (ACI 318)".
Background
Tornado shelters are well known and have been built both underground and above
ground. The
majority of underground tornado shelters are relatively small. Large
underground tornado shelters can
be built but at significantly higher costs. Underground tornado shelters are
not ideal for areas with high
level ground water or susceptible to flooding.
Above ground tornado shelters are often defined by a relatively small box or
the like constructed out of
reinforced concrete, reinforced masonry, thick steel frames and plates, lumber
frames covered with
thick steel plates or combinations of the above. Larger tornado shelters are
commonly made of heavily
reinforced concrete. Without intending to be bound by theory, it is believed
that the result of the
relatively high costs of large concrete tornado shelters is a dearth of
community tornado shelters.
It is well known to construct buildings from lengths of rolled steel, each
length having been cold-formed
into a trough. To assemble such a building, a plurality of arches is
constructed, each arch being
constructed from a plurality of the lengths, bolted to one another. The arches
are upended and bolted
to one another, to form an arch building. Hundreds of thousands of ordinary
cold-formed steel arch
buildings have been constructed. However, these ordinary cold-formed steel
arch buildings do not
conform to the structural requirements of ICC 500, FEMA 361, IBC, ASCE 7, AISI
S100, and ACI 318,
especially for 250 mph tornado wind forces, 100 mph 15-lb sawn lumber 2 x 4
missile impacts, and 100
psf roof live loads.
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Summary of the Invention
Forming one aspect of the invention is a commercial package comprising:
a plurality of roll-formed steel components, each component:
having a primary axis
being elongated in the direction of the primary axis
having a substantially constant profile when viewed along any section normal
to the
primary axis, the profile including a trough
the plurality of components being adapted to be bolted to one another to form
a plurality of
arch assemblies, each arch assembly
having a primary axis coincident with the primary axes of the components
forming said
each assembly
being elongated in the direction of the primary axis
having a substantially constant profile when viewed along any section normal
to the
primary axis, the profile including a trough
the plurality of arch assemblies being adapted to be bolted to one another in
horizontally side
by side relation to define an arch having a pair of walls and span connecting
the walls
the arch being adapted such that, when the walls are operatively secured to
the ground, the
arch is capable of meeting one or more of: ICC 500, FEMA 361, IBC, ASCE 7,
AISI S100, and ACI
318 for 250 mph tornado wind forces, 100 mph 15-lb sawn lumber 2 x 4 missile
impacts, and
100 psf roof live loads.
According to another aspect of the invention: the diameter of the arch can be
8' or greater; the walls
can be constructed of steel between 18 and 20 gauge; and the span can be
constructed of steel between
18 and 22 gauge.
According to another aspect of the invention, in respect of each component,
the trough is a trapezoidal
trough.
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A method of assisting a consumer with the securement of a tornado shelter
forms another aspect of the
invention. This method comprises the steps of: offering the commercial package
for sale; and providing
assistance in the installation of the commercial package.
According to another aspect of the invention, the assistance can be provided
in the form of one or more
of instructions accompanying the commercial package in shipment and the
service of installation of the
commercial package.
Forming yet another aspect of the invention is a use, namely, use of a steel
arch building as an ICC-
compliant residential shelter or ICC-compliant small community shelter, the
steel arch building
comprising:
an arch having a pair of walls and a span connecting the walls, the arch being
defined by a
plurality of arch assemblies bolted to one another in horizontally side by
side relation, the walls
being operatively secured to the ground,
each arch assembly being defined by a plurality of roll-formed steel
components and
having a primary axis
being elongated in the direction of the primary axis
having a substantially constant profile when viewed along any section normal
to the
primary axis, the profile including a trough
each component:
having a primary axis coincident with the primary axis of the arch assembly of
which it
forms part
being elongated in the direction of the primary axis
having a substantially constant profile when viewed along any section normal
to the
primary axis, the profile including a trough.
According to another aspect of the invention, in the use: the diameter of the
arch can be 8' or greater;
the walls can be constructed of steel between 18 and 20 gauge; and the span
can be constructed of
steel between 18 and 22 gauge.
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According to another aspect of the invention, in the use, in respect of each
component, the trough can
be a trapezoidal trough.
Advantages, features and characteristics of the invention will become apparent
upon a review of the
following description and the appended drawings, the latter being briefly
described hereinafter.
Brief Description of the Drawings
FIG. 1 is a gross plan of a community tornado shelter structure constructed
from a commercial
package according to an exemplary embodiment of the invention
FIG. 2 is a side elevation view of the structure of FIG. 1
FIG. 3 is an end elevation view of the structure of FIG. 1
FIG. 4 is a more detailed floor plan near one end of the structure of FIG. 1
FIG. 5 is a more detailed floor diaphragm plan near one end of the structure
of FIG. 1
FIG. 6 is an elevation view of a typical main tornado-resisting system of the
structure of FIG. 1
FIG. 7 is an elevation view of a main tornado-resisting system at side vents
of the structure of FIG. 1
FIG. 8 is an elevation view of a main tornado-resisting system across a floor
diaphragm and
longitudinal baffled entry walls of the structure of FIG. 1
FIG. 9 is an elevation view of a main tornado-resisting system at front of
side baffled entry walls of the
structure of FIG. 1
FIG. 10 is an elevation view of a main tornado-resisting system at front of
main baffled entry walls of
the structure of FIG. 1
FIG. 11 is an elevation view of a typical opening within a longitudinal
interior load bearing wall of the
structure of FIG. 1
FIG. 12 is a view of a typical connection of a main tornado-resisting system
to foundation of the
structure of FIG. 1
FIG. 13 is a view of the connections between a tornado-resisting panel, a base
vent, a tornado-resisting
vent cover panel, a tornado-resisting connector, and foundation of the
structure of FIG. 1
FIG. 14 is a view of a typical connection of a longitudinal interior load
bearing wall to foundation of the
structure of FIG. 1
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FIG. 15 is a view of a typical connection of a tornado-resisting baffled wall
to foundation of the structure
of FIG. 1
FIG. 16 is a view of a connection between a tornado-resisting roof panel and
the top of a longitudinal
interior load bearing wall of the structure of FIG. 1
FIG. 17 is an elevation view of a connection between a tornado-resisting peak
panel and a bracing panel
of the structure of FIG. 1
FIG. 18 is a view of the connection between a floor diaphragm and a
longitudinal load bearing wall of
the structure of FIG. 1
FIG. 19 is a view of the connection between a floor diaphragm and a tornado-
resisting baffled entry wall
of the structure of FIG. 1
FIG. 20 is a cross section plan view of the tornado-resisting connectors of
the structure of FIG. 1
FIG. 21 is a view of the connections between a floor diaphragm, a longitudinal
load bearing wall, and
tornado-resisting baffled entry walls of the structure of FIG. 1
FIG. 22 is a view of the connections between a floor diaphragm, a tornado-
resisting roof panel, and a
tornado-resisting baffled entry wall of the structure of FIG. 1
FIG. 23 is a view of the connection between a floor diaphragm and a tornado-
resisting roof panel of the
structure of FIG. 1
FIG. 24 is a view of the connection between a floor diaphragm and a tornado-
resisting end wall of the
structure of FIG. 1
FIG. 25 is a view of the connections between floor diaphragms, a tornado-
resisting end wall, and a
longitudinal load bearing wall of the structure of FIG. 1
FIG. 26 is a view of the connections between floor diaphragms, a tornado-
resisting baffled entry wall,
and a longitudinal load bearing wall of the structure of FIG. 1
FIG. 27 is a view of the connections between floor diaphragms, tornado-
resisting baffled entry walls,
and a beam of the structure of FIG. 1
FIG. 28 is another view of the connections between floor diaphragms, tornado-
resisting baffled entry
walls, and a beam of the structure of FIG. 1
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FIG. 29 is an additional view of the connections between floor diaphragms,
tornado-resisting baffled
entry walls, and a beam of the structure of FIG. 1
FIG. 30 is a cross section view of the connection between a tornado-resisting
roof panel and the top end
of a tornado-resisting end wall panel of the structure of FIG. 1
FIG. 31 is a plan view of the connection at the top end of tornado-resisting
end wall panels of the
structure of FIG. 1
FIG. 32 is a cross section view of a bracing panel connection plate of
structure of FIG. 1
FIG. 33 is a cross section view of the connections between floor diaphragm
panels, channels and beam
of the structure of FIG. 1
FIG. 34 is a cross section view of the connections between floor diaphragm
panels and channels and
tornado-resisting baffled entry wall of the structure of FIG. 1
FIG. 35 is a view of the connection between a vent, a tornado-resisting vent
cover, and tornado-
resisting panels of the structure of FIG. 1
FIG. 36 is a gross plan of an alternative community tornado shelter structure
constructed from a
commercial package according to an exemplary embodiment of the invention
FIG. 37 is a side elevation view of the structure of FIG. 36
FIG. 38 is an end elevation view of the structure of FIG. 36
FIG. 39 is a more detailed floor plan near one end of the structure of FIG. 36
FIG. 40 is a more detailed floor diaphragm plan near one end of the structure
of FIG. 36
FIG. 41 is an elevation view of a typical main tornado-resisting system of the
structure of FIG. 36
FIG. 42 is an elevation view of a main tornado-resisting system at side vents
and baffled entry walls of
the structure of FIG. 36
FIG. 43 is an elevation view of a main tornado-resisting system at baffled
entry walls of the structure of
FIG. 36
FIG. 44 is an elevation view of a main tornado-resisting system connected to
the floor diaphragm at a
baffled entry wall of the structure of FIG. 36
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FIG. 45 is a view of a connection between a floor diaphragm and a baffled
entry wall of the structure of
FIG. 36
FIG. 46 is a view of another connection between a floor diaphragm and a
baffled entry wall of the
structure of FIG. 36
FIG. 47 is a view of connection between a floor diaphragm and a main tornado-
resisting system of the
structure of FIG. 36
FIG. 48 is another view of connection between a floor diaphragm and a main
tornado-resisting system
of the structure of FIG. 36
FIG. 49 is a cross section view of a cold-formed steel beam of the tornado
shelters
FIG. 50 is a gross plan of another alternative community tornado shelter
structure constructed from a
commercial package according to an exemplary embodiment of the invention
FIG. 51 is a side elevation view of the structure of FIG. 50
FIG. 52 is an end elevation view of the structure of FIG. 50
FIG. 53 is a more detailed floor plan near one end of the structure of FIG. 50
FIG. 54 is a more detailed floor diaphragm plan near one end of the structure
of FIG. 50
FIG. 55 is an elevation view of a main tornado-resisting system at side vents
of the structure of FIG. 50
FIG. 56 is an elevation view of a main tornado-resisting system across a
narrow portion of floor
diaphragm and baffled entry walls of the structure of FIG. 50
FIG. 57 is an elevation view of a main tornado-resisting system across the
full width floor diaphragm and
baffled entry walls of the structure of FIG. 50
FIG. 58 is a gross plan of a residential tornado shelter structure constructed
from a commercial package
according to an exemplary embodiment of the invention
FIG. 59 is an elevation view of a typical main tornado-resisting system of the
structure of FIG. 58
FIG. 60 is a view of a typical connection of a main tornado-resisting system
to foundation of the
structure of FIG. 58
FIG. 61 is a side elevation view of the structure of FIG. 58
FIG. 62 is an elevation view of the rear end wall of the structure of FIG. 58
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FIG. 63 is a cross section plan view of a tornado-resisting emergency escape
opening within the
structure of FIG. 58
FIG. 64 is a vertical section view of a tornado-resisting emergency escape
opening within the structure
of FIG. 58
FIG. 65 is an elevation view of the front end wall of the structure of FIG. 58
FIG. 66 is a vertical section view of a tornado impact-protective system of
the structure of FIG. 58
FIG. 67 is a cross section plan view at the top of a tornado impact-protective
system of the structure of
FIG. 58
FIG. 68 is a cross section plan view at the middle height of a tornado impact-
protective system of the
structure of FIG. 58
FIG. 69 is a vertical section view at the top of a tornado impact-protective
system of the structure of
FIG. 58
FIG. 70 is a vertical section view at the bottom of a tornado impact-
protective system of the structure of
FIG. 58
FIG. 71 is a view of an alternative shape with sloped walls of a main tornado-
resisting system
constructed from a commercial package according to an exemplary embodiment of
the
invention
FIG. 72 is a view of an alternative shape of all curved panels of a main
tornado-resisting system
constructed from a commercial package according to an exemplary embodiment of
the
invention
FIG. 73 is a view of an alternative shape with a portion of a main tornado-
resisting system constructed
from a commercial package according to an exemplary embodiment of the
invention
FIG. 74 is a view of an alternative shape with different side heights of a
main tornado-resisting system
constructed from a commercial package according to an exemplary embodiment of
the
invention
FIG. 75 is a view of an alternative shape of an elevated main tornado-
resisting system constructed from
a commercial package according to an exemplary embodiment of the invention
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FIG. 76 is a view of an alternative shape of a multi-bay elevated main tornado-
resisting system
constructed from a commercial package according to an exemplary embodiment of
the
invention
Detailed Description of the Drawings and of the Exemplary Embodiments Shown
Therein
FIG. 1 shows a gross plan of a large community tornado shelter structure 100
constructed from a
commercial package according to an exemplary embodiment of the current
invention. A tornado
shelter 100 is comprised of main tornado-resisting systems 200, longitudinal
internal load bearing walls
300, tornado-resisting end walls 400, and baffled entry walls 500. More
detailed views of shelter 100
are provided in FIGS. 2-35.
FIG. 2 shows a side elevation view of shelter 100. Main tornado-resisting
systems 200, designed to
withstand the ICC 500 required tornado wind pressures and debris missile
impacts, serve as all of the
side wall, roof, and side envelope of shelter 100. Indicated in FIG. 2 are
also locations of the cross
section views, FIGS 6-10, of shelter 100. Locations of ICC 500 required side
base vents 901 and their
tornado impact-protective systems 902 are also shown in FIG. 2. The main
tornado-resisting systems
200 are connected to Tornado-resisting foundation 290 by tornado-resisting
connectors 280.
A tornado-resisting end wall 400 of shelter 100 is illustrated in FIG. 3. The
main components of end wall
400 include tornado-resisting end wall panels 410 from foundation 490 to the
main tornado-resisting
system at the top, tornado-resisting end wall panels 420 above exit top beams
450, exit side posts 440,
tornado-resisting end wall connector 480, and double end wall panels 422. All
of these main end wall
components must be strong enough to withstand the ICC 500 required tornado
wind pressures and
debris missile impacts. Also shown in FIG. 3 are vents 901 and their tornado
impact-protective systems
902. Typical connection between a main tornado-resisting system panel and the
top end of an end wall
panel is shown in FIG. 30. A cross section plan view of the tornado-resisting
end wall connector 480 is
shown in FIG. 20.
A more detailed floor plan near one end of shelter 100 is shown in FIG. 4 with
the locations of two
bottom ends of main tornado-resisting systems 200, two longitudinal internal
load bearing walls 300, a
tornado-resisting end wall 400, three end wall exit top beams 450,
alcove/baffled entry systems 500
with beams 550, side bottom vents 901 and their tornado impact-protective
systems 902. The baffled
entry systems 500 are made of the tornado-resisting panels; protect the
shelter occupants from the
direct and second impacts of all tornado debris missiles while allowing many
other occupants entering
shelter 100 during tornados; directly support the floor diaphragms above them;
in-directly provide
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lateral support to the end wall panels; provide IBC required exits for
thousands of occupants; and
eliminate expensive tornado-resisting doors and hardware. Two longitudinal
internal load bearing walls
300 are used to strengthen the main tornado-resisting systems 200. More
longitudinal internal load
bearing walls 300 may be used to strengthen wider main tornado-resisting
systems. These longitudinal
internal load bearing walls 300 and their connections to the main tornado-
resisting systems 200 and
foundation 390 must be designed to withstand the maximum axial tensile forces,
compressive forces,
shear forces, and bending moments.
Horizontal floor diaphragms 600 are shown in FIG. 5 together with locations of
side walls 200,
longitudinal internal walls 300, end wall 400, end wall exit top beams 450,
baffled entry system 500,
transverse mezzanine floor panels 610, longitudinal mezzanine floor panels
620, vents 901, and vent
protective panels 902 of shelter 100. Locations of connection detail FIGS 24-
29 are also shown in FIG 5.
Horizontal floor diaphragm panels 610 and 620 and their connections to
longitudinal walls 300, end wall
400, end wall beams 450, and baffled entry walls 500 must be designed to
withstand the ICC 500
required live loads and tornado wind pressures and forces.
Shown in FIG. 6 is a typical main tornado-resisting system 200 of shelter 100.
A main tornado-resisting
system 200 of shelter 100 is comprised of tornado-resisting side wall panels
210, eave panels 220, roof
panels 230, a peak panel 240 and a bracing panel 250. The peak panel 240 and
bracing panel 250 are
detailed in FIG. 17. All of the above tornado-resisting panels have the same
trapezoidal cross section of
tornado impact-protecting panel 902 shown in FIG. 13 but may have varying
thicknesses and radii along
the long axis of the panels. Each end of a main tornado-resisting system 200
is connected to and
supported by a tornado-resisting foundation 290 detailed in FIG. 12. The main
tornado-resisting system
200 is strengthened by two internal load bearing walls 300 made of wall panels
310. More internal load
bearing walls 300 may be used to strengthen wider main tornado-resisting
systems. The internal wall
300 is supported by foundation 390 detailed in FIG. 14. Tornado-resisting
foundations 290 and 390 are
connected together by reinforced concrete slab 700. Connection details between
the main tornado-
resisting system 200 and load bearing wall 300 are shown in FIG. 16. All of
the main tornado-resisting
systems 200, internal load bearing walls 300, foundations 290 and 390, and all
the connections must be
designed to withstand ICC 500 specified live loads and tornado wind forces.
FIG. 7 is similar to FIG. 6 except with vents 901 and tornado impact-
protective panels 902 on both sides
as detailed in FIG. 13.
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FIG. 8 is similar to FIG. 6 but contains also floor diaphragm panels 610,
baffled entry wall panels 510 and
their foundations 590 detailed in FIG. 15. Connection details between floor
diaphragm panels 610 and
longitudinal wall panels 310 are shown in FIG. 18. Connection details between
floor diaphragm panels
610 and baffled entry wall panels 510 are shown in FIG. 19.
Shown in FIG. 9 is an elevation view of a main tornado-resisting system 200 at
front of side baffled entry
walls 500 supporting longitudinal floor diaphragm panels 620 of shelter 100.
The baffled entry walls are
made of tornado-resisting panels 510, tornado-resisting connectors 580, corner
posts 520 and 530,
beams 550. These entry walls are supported by foundations 590. Connection
details between
longitudinal internal wall 300, entry walls 500, and floor diaphragms 600 are
shown in FIG. 21.
Connection details between a main tornado-resisting system 200, entry wall
500, beam 550, and floor
diaphragm 600 are shown in FIG. 22. Cross section views of the beams 550 are
shown in FIG. 49.
FIG. 10 is an elevation view of a main tornado-resisting system 200 at front
of the main baffled entry
walls of shelter 100. These main baffled entry walls 500 are comprised of
tornado-resisting panels 510,
end posts 530, top channels 540 and bottom connectors 580. Connection details
of the main tornado-
resisting system 200, entry wall 500, and floor diaphragm 600 are shown in
FIG. 23.
Shown in FIG. 11 is an elevation view of a typical opening within a
longitudinal interior load bearing wall
300 of shelter 100 in FIG. 1. These openings are provided to allow occupants
to move between the
three bays/compartments of shelter 100 so that occupants can get in and out of
shelter 100 even if 5 of
the 6 exit gates are blocked by tornado debris. Tornado-resisting connector
380 is used to connect the
wall panels 310 to the foundation 390 and beam 350. Beam 350 is supported by
posts 320. Beam 350
may have the same cross section shown in FIG. 49.
FIG. 12 is a view of a typical connection of a main tornado-resisting system
200 to its foundation 290 of
shelter 100. Bottom end of a tornado-resisting panel 210 is connected to
tornado-resisting connector
280 by 20 connection bolts 285 in two rows. Details of connector 280 are shown
in FIG. 20. Connector
280 is connected to foundation 290 by 4 anchors 270. Tornado-resisting
foundation 290 is reinforced by
vertical reinforcements 291, transverse reinforcements 292, and longitudinal
reinforcements 293 and
294. Top of foundation 290 is connected to slab 700 that is reinforced with
slab reinforcements 701 and
702. Foundation 290 must have enough weight and width, utilizing the weight of
soil 800, to resist the
large uplift forces from the ICC 500 specified tornado wind forces. Foundation
290 and anchors 270
must be designed based on the structural requirements of ACI 318.
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FIG. 13 is similar to FIG. 12 except with a vent 901 and its tornado impact-
protective system 902. More
connection details of vent 901 and its protective system 902 are shown in FIG.
35. As illustrated in FIGS
12 and 35, tornado impact-protective system 902 has the same trapezoidal cross
section as tornado-
resisting panel 210. In fact, the tornado impact-protective system 902 is
simply another usage of a
tornado-resisting panel.
FIG. 14 is also similar to FIG. 12 except for longitudinal interior load
bearing wall 300.
Shown in FIG. 15 is a view of a typical connection of a tornado-resisting
baffled wall 500 to its
foundation 590 of shelter 100. Bottom end of a baffled wall panel 510 is
connected by tornado-resisting
connector 580 by 20 connection bolts 585 in two rows. Connector 580 is secured
to foundation 590 by 4
anchors 570. Since a baffled wall 500 is subjected to much smaller tornado
wind forces than a main
tornado-resisting system wall or a longitudinal interior load bearing wall
300, foundation 590 is much
smaller than foundations 290 and 390.
FIG. 16 illustrates a typical connection between a main tornado-resisting
system 200 and a longitudinal
interior load bearing wall 300 of shelter 100. The bottom flange of a roof
panel 230 is connected to the
web of a wall top tornado-resisting connector 350 by 4 bolts 355. Each flange
of connector 350 is
connected to the top wall panel 310 by 4 bolts 355. The connector 350 and
bolts 355 must be able to
safely transfer the maximum connection forces from panel 230 into connector
350 and then into wall
panel 310. Also shown in FIG. 16 is a side view of a typical overlap between
two adjacent tornado-
resisting panels. Each overlap of roof panels 230 are connected by total 20
bolts 215 distributed in two
rows. The locations of the ten bolts in each row are the same as those
illustrated in FIG. 20.
Connections of bracing panel 250 to peak panel 240 of a main tornado-resisting
system 200 are shown
in FIG. 17. Each end of bracing panel 250 is connected to an end of bracing
connector 260 by 24 bolts
265. The other end of bracing connector 260 is connected to the end overlap of
peak panel 240 and
roof panel 230 by 16 bolts 265. The two ends of connector 260 are connected
together by the
continuous bottom flange from one end to the other end of connector 260. The
minimum thickness of
connector 260 is controlled by the above continuous bottom flange to safely
transfer the maximum
combined tensile force from the bracing panel. Connection details between
connector 260 and peak
panel 240 and roof panel 230 are provided in FIG. 32.
FIG. 18 is a view of the connection between floor diaphragms 600 and
longitudinal load bearing wall 300
of shelter 100. Each end of floor diaphragm panel 610 is connected to the two
flanges of floor
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diaphragm end channel 612 by 8 bolts 685. The web of channel 612 is connected
to wall panel 310 by 4
bolts 685. End channel 612 and bolts 685 must ensure the safe transfer of
maximum forces from
diaphragm panel 610 into wall panel 310.
Shown in FIG. 19 is a view of the connection between floor diaphragm 600 and
baffled entry wall 500 of
shelter 100. Each top end of wall panel 510 is connected to the two flanges of
wall top channel 512 by 4
bolts 585. The web of channel 512 is connected to the bottom flange of floor
diaphragm panel 610 by 4
bolts 585. Top channel 512 and bolts 585 must ensure the safe transfer of
maximum forces from
diaphragm panel 610 into wall panel 510.
FIG. 20 is a typical cross section plan view of tornado-resisting connector
280. Bottom end of each
tornado-resisting panel 210 is connected to tornado-resisting connector 280 by
20 bolts 285. These
bolts 285 are distributed in two rows with 10 bolts 285 in each row. Tornado-
resisting connector is
comprised of clip 280, base plate 281, and vertical back flange 282. Four
anchors 270 are used to secure
the tornado-resisting connector to the foundation. Tornado-resisting washers
275 and 276 are used to
reduce the deformation of base plate 281 and to increase the load capacity of
the connector.
Shown in FIG. 21 is a view of the connection between floor diaphragms 600,
longitudinal internal load
bearing wall 300, and baffled entry walls 500 of shelter 100. The top flange
of floor diaphragm panel
620 on each side of diaphragm 600 is connected to the top flange of diaphragm
side channel 622 by
bolts 685 at 6-15/16 inch spacing. The web of channel 622 is connected to each
wall panel 310 by 4
bolts 685. The bottom flange of channel 622 is connected to the web of cap
channel 512 of wall 500 by
two bolts 685. The web of each diaphragm panel 620 is connected to cap channel
512 by 4 bolts 685.
The top end of each wall panel 510 is connected to cap channel 512 by 4 bolts
585. The flange of panel
510 on each side of wall 300 is connected to one leg of vertical connection
angle 511 or 514 by bolts 585
at 6-15/16 inch spacing. Another leg of angle 511 or 514 is connected to wall
panel 510 by bolts 585 at
6-15/16 inch spacing.
FIG. 22 illustrates connections between floor diaphragm 600, beam 550, post
520, wall 500, and main
tornado-resisting system 200 of shelter 100. The web of each floor diaphragm
panel 620 is connected to
the top flange of beam 550 by 4 bolts 685. The beam 550 end plate 554 is
connected to post 520 by 4
bolts 555. Post 520 is connected to baffled wall panel 510 by bolts 585 at 6-
15/16 inch spacing. The cap
plate of post 520 is connected to the bottom flange of channel 622 by two
bolts 685. The web of
channel 622 is connected to wall panel 510 through a vertical connection angle
574. Top flange of bent
plate connector 623 is connected to the bottom flange of each roof panel 230
by two bolts 685. Gusset
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plate 674 is used to enclose the gap between the trapezoidal roof panel 230
and the top flange of bent
plate connector 623. The vertical leg of curved angle 570 is bolted to the
flange of wall panel 510. The
horizontal leg of angle 570 is bolted to the bottom flange of roof panel 230.
FIG. 23 is similar to FIG. 22 except that beam 550 is replaced by baffled
entry wall 500 and there is no
post 520 and baffled entry wall on the left side of diaphragm side channel
622.
Shown in FIG. 24 is a plan view of connections between floor diaphragm 600 and
tornado-resisting end
wall 400 of shelter 100. Each top flange of floor panel 620 is connected to
the top flange of floor end
channel 621 by two bolts 685. Each bottom flange of floor panel 620 is
connected to the bottom flange
of floor end channel 621 by 4 bolts 685. The web of floor end channel 621 is
connected to the wider
flange of each end wall panel 410 or 420 by 4 bolts 485. As shown in FIG. 3,
end wall panels 410 are
supported by foundation 490 whereas end wall panels 420 are supported by beam
450. Floor panels
620 are overlapped side by side at the narrow flanges and connected to each
other by bolts 615 at 6-
15/16 inch spacing. Similarly, end wall panels 410 are also overlapped side by
side at the narrow flanges
and connected to each other by bolts 415 at 6-15/16 inch spacing. Beam end
plate 454 of beam 450 is
connected to post 440 by 4 bolts 455. Narrow flange of post 440 is connected
to the narrow flange of
wall panel 410 by bolts 485 at 6-5/16 inch spacing. Wide flange of post 440 is
connected to the wide
flange of wall panel 410 also by bolts 485 at 6-15/16 inch spacing.
FIG. 25 is a plan view of connections between floor diaphragms 600,
longitudinal interior load bearing
wall 300, and tornado-resisting end wall 400 of shelter 100. The narrow flange
of floor panel 620 on
each side of wall 300 is connected to the top flange of floor side channel 622
by bolts 685 at 6-15/16
inch spacing. The web of side channel 622 is connected to the narrow or wide
flanges of each wall panel
310 by 4 bolts 385. Wall panels 310 are overlapped side by side at the narrow
flanges and connected to
each other by bolts 315 at 6-15/16 inch spacing. The gap between the end wall
400 and wall 300 is
enclosed by vertical angle 330. The two legs of angle 330 are connected to
walls 300 and 400 by bolts
385 at 6-15/16 spacing. The connections between diaphragm 600 and end wall 400
are the same as
described above for FIG. 24.
Shown in FIG. 26 is a plan view of connections between floor diaphragms 600,
longitudinal interior load
bearing wall 300, and baffled entry wall 500 of shelter 100. The connections
between floor panel 620
and wall panel 310 are the same as those described above for FIG. 25. Each top
flange of floor panel
610 is connected to the top flange of floor end channel 611 by two bolts 685.
Each bottom flange of
floor panel 610 is connected to the bottom flange of floor end channel 611 by
4 bolts 685. The web of
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floor end channel 611 is connected to the narrow or wide flange of each wall
panel 310 by 4 bolts 685.
Each top flange of floor panel 620 is connected to the top flange of floor end
channel 621 by two bolts
685. Each bottom flange of floor panel 620 is connected to the bottom flange
of floor end channel 621
and top cap channel 512 of baffled entry wall below the floor panels by 4
bolts 685. The web of floor
end channel 621 is connected to the web of floor side channel 612 by two rows
of bolts 685 at 24.5 inch
spacing along the panel length direction. Top flange of floor channel 612 is
connected to the top flange
of floor panel 610 by bolts 685 at 6-15/16 inch spacing. Gap between wall 500
and wall 300 is enclosed
by vertical angle 513.
FIG. 27 is a plan view of the connections between floor diaphragms 600,
baffled entry walls 500, and
beam 550 of shelter 100. The bottom flange of each floor panel 610 is
connected to the cap channel
512 of wall 500 by 4 bolts 585. The top flange of panel 610 is connected to
the top flange of floor side
channel 612 by bolts 685 at 6-15/16 inch spacing. The web of floor end channel
621 is connected to the
web of floor side channel 612 by two rows of bolts 685 at 24.5 inch spacing
along the channel length
direction. Each top flange of floor panel 620 is connected to the top flange
of floor end channel 621 by
two bolts 685. Each bottom flange of floor panel 620 is connected to the
bottom flange of floor end
channel 621 and top cap channel 512 of baffled entry wall or beam 550 below
the floor panels by 4 bolts
685. Marked in FIG. 27 are also locations of sectional view FIGS. 33 and 34.
FIG. 28 is similar to FIG. 27 except that beam 550 is on the opposite side.
The locations of FIGS 27 and
28 are marked in FIG. 5.
Shown in FIG. 29 is another plan view of connections between floor diaphragms
600, baffled wall 500,
and beam 550 of shelter 100. Each top flange of floor panel 610 is connected
to the top flange of floor
end channel 611 by two bolts 685. Each bottom flange of floor panel 610 is
connected to the bottom
flange of floor end channel 611 by 4 bolts 685. The top flange of panel 610 is
connected to the top
flange of floor side channel 612 by bolts 685 at 6-15/16 inch spacing. Each
top flange of floor panel 620
is connected to the top flange of floor end channel 621 by two bolts 685. Each
bottom flange of floor
panel 620 is connected to the bottom flange of floor end channel 621 and top
flange of beam 550 below
the floor panels by 4 bolts 685. The top flange of panel 620 is connected to
the top flange of floor side
channel 622 by bolts 685 at 6-15/16 inch spacing. Beam 550 is connected and
supported by post 540.
Post 540 is connected to wall panel 510 by bolts 585 at 6-15/16 inch spacing.
FIG. 30 is a cross section view of a typical connection between main tornado-
resisting system 200 and
top of end wall 400. The top end of the exterior flange of each tornado-
resisting end wall panel 420 is
CA 02884232 2015-03-09
bolted to the vertical leg of outer angle 430. The horizontal leg of angle 430
is connected to the top
flange of roof panel 230 and the horizontal leg of inner angle 431 by bolts
215 at 6-15/16 inch spacing.
The top end of the interior flange of each wall panel 420 is bolted to the
vertical leg of inner angle 431.
Location of section view FIG. 31 is also shown in FIG. 30.
Shown in FIG. 31 is a section plan view of the connections between the top end
of wall panel 420, outer
angle 430, and inner angle 431.
FIG. 32 is a cross section view of a bracing panel connection plate 260 at the
overlap of peak panel 240
and roof panel 230 of main tornado-resisting system 200 of shelter 100. The
locations of bolts 265 are
typical bolt locations at ends of all tornado-resisting panels of shelter 100.
Shown in FIG. 33 is a cross section view of the connections between floor
diaphragm panel 610, floor
diaphragm edge channel 612, floor diaphragm panel 620, and beam 550 of shelter
100. The top flange
of panel 610 is connected to the top flange of floor side channel 612 by bolts
685 at 6-15/16 inch
spacing. Web of channel 612 is connected to the web of floor diaphragm end
channel 621 by two rows
of bolts 685 at 24.5 inch spacing along the channel length direction. Each top
flange of floor panel 620 is
connected to the top flange of floor end channel 621 by two bolts 685. Each
bottom flange of floor
panel 620 is connected to the bottom flange of floor end channel 621 and top
flange of stiffened
channel 551 of beam 550 by 4 bolts 685. FIG. 33 also illustrates that beam 550
is comprised of two
stiffened channels 551 and two cover plates 552 that are connected to the lips
of channel 551 by self-
tapping screws after bolts 685 having been installed.
FIG. 34 is similar to FIG. 33 except that beam 550 is replaced by baffled
entry wall 500. Each bottom
flange of floor panel 620 is connected to the bottom flange of floor end
channel 621 and the web of cap
channel 512 of wall 500 by 4 bolts 685.
A section plan view of the connections between vent 901, vent tornado impact-
protective panel 902,
and panels 210 of main tornado-resisting system 200 is illustrated in FIG. 35.
Each side flange of vent
901 is connected to the narrow flange of panel 210 by 3 bolts 285. The narrow
flanges of tornado
impact-protective tornado impact-protective panel 902 are bolted to the narrow
flanges of panels 210.
Panel 902 shall cover not only vent 901 but also at least one panel 210 on
each side of vent 901, in order
to protect the vent opening from direct impact of tornado debris missiles. The
frame of vent 901 must
be sufficient deep and strong to protect the shelter occupants from secondary
impact of tornado debris
missiles.
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FIG. 36 shows a gross plan of an alternative mid-sized community tornado
shelter structure 100B
constructed from a commercial package according to an exemplary embodiment of
the current
invention. A tornado shelter 100B is comprised of main tornado-resisting
systems 200B, tornado-
resisting end walls 400B, and baffled entry walls 500B. More detailed views of
shelter 100B are
provided in FIGS. 37-48.
FIG. 37 shows a side elevation view of shelter 100B. Main tornado-resisting
systems 200B, designed to
withstand the ICC 500 required tornado wind pressures and debris missile
impacts, serve as all of the
side wall, root and side envelope of shelter 100B. Indicated in FIG. 37 are
also locations of the cross
section views, FIGS 41-44, of shelter 100B. Locations of ICC 500 required side
base vents 901 and their
tornado impact-protective systems 902 for shelter 100B are also shown in FIG.
37. The main tornado-
resisting systems 200B are connected to Tornado-resisting foundation 2908 by
tornado-resisting
connectors 280.
A tornado-resisting end wall 400B of shelter 100B is illustrated in FIG. 38.
The main components of end
wall 400B include tornado-resisting end wall panels 410 from foundation 4908
to the main tornado-
resisting system at the top, tornado-resisting end wall panels 420 above exit
top beams 450, exit gate
side posts 440, exit door frame 442, and tornado-resisting end wall connector
480. All of these main
end wall components must be strong enough to withstand the ICC 500 required
tornado wind pressures
and debris missile impacts. Also shown in FIG. 38 are vents 901 and their
tornado impact-protective
systems 902 required for shelter 100B. Typical connection between a main
tornado-resisting system
panel and the top end of an end wall panel is shown in FIG. 30. A cross
section plan view of the tornado-
resisting end wall connector 480 is shown in FIG. 20.
A more detailed floor plan near one end of shelter 100B is shown in FIG. 39
with the locations of two
bottom ends of main tornado-resisting systems 200B, a tornado-resisting end
wall 400B, end wall beams
450, alcove/baffled entry systems 500 with beams 550, side bottom vents 901
and their tornado impact-
protective systems 902. Since this is a mid-sized shelter, only one main exit
gate is provided at each end
wall. A smaller exit is used to provide an alternative emergency exit in case
the main exit is blocked by
tornado debris. This smaller exit is also protected by a tornado-resisting
baffled entry system.
Horizontal floor diaphragms 600B are shown in FIG. 40 together with locations
of side walls 200B, end
wall 400B, end wall exit top beams 450, transverse mezzanine floor panels 610,
longitudinal mezzanine
floor panels 620, vents 901, and vent protective panels 902 of shelter 100B.
Locations of sectional
views, FIGS 41-44, are also shown in FIG 40. Horizontal floor diaphragm panels
610 and 620 and their
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connections to end wall 400B, end wall beams 450, and baffled entry walls 500
must be designed to
withstand the ICC 500 required live loads and tornado wind pressures and
forces.
Shown in FIG. 41 is a typical main tornado-resisting system 200B of shelter
100B. A main tornado-
resisting system 200B is comprised of tornado-resisting side wall panels 210B,
eave panels 220B, and
roof panels 2308. All of the above tornado-resisting panels have the same
trapezoidal cross section of
tornado impact-protecting panel 902 shown in FIG. 13 but may have varying
thicknesses and radii along
the long axis of the panels. Each end of a main tornado-resisting system 200B
is connected to and
supported by a tornado-resisting foundation 290B as illustrated in FIG. 12.
All panels of the main
tornado-resisting system 2008 and all the connections must be designed to
withstand ICC 500 specified
live loads and tornado wind forces.
FIG. 42 is similar to FIG. 41 except with floor diaphragm 610, baffled entry
wall panels 510, and side
vents 902. Details of the connections between panel 210B, foundation 290B, and
vent protective panel
902 are illustrated in FIG. 13. Connection between panel 510 and its
foundation is shown in FIG. 15.
Details of the connections between panels 610 and 510 are provided in FIG. 45.
FIG. 43 is similar to FIG. 41 except with floor diaphragm 610 and baffled
entry wall panels 510. Details
of the connections between panels 610 and 510 are provided in FIG. 45.
FIG. 44 is similar to FIG. 41 except with floor diaphragm panels 620, baffled
entry wall panel 510, and
connections. Connection between panel 510 and its foundation is shown in FIG.
15. Details of the
connections between panel 610 and 510 are provided in FIG. 46. Shown in FIGS.
47 and 48 are
connection details between main tornado-resisting system to the floor
diaphragm.
Connection details between floor diaphragm panel 610 and baffled entry wall
panel 510 are shown in
FIG. 45. Each top flange of panel 610 is connected to the top flange of floor
end channel 621 by two
bolts 685. Each bottom flange of floor panel 610 is connected to the bottom
flange of floor end channel
621 and top channel 512 of entry wall panel 510 by 4 bolts 685. Vertical
flanges of cap channel 512 are
connected to both sides of wall panel 510 by bolts 585.
Shown in FIG. 46 is a cross section view of the connection between floor
diaphragm 600B and baffled
entry wall panel 510. Floor panels 620 are connected to each other at the
overlapping top flanges by
bolts 615 at 6-15/16 inch spacing. The bottom flange of floor panel 620 is
connected to the horizontal
leg of connection angle 575 by bolts 685 at 6-15/16 inch spacing in the length
direction of angle 575.
The vertical leg of angle 575 is connected to the vertical flange of the wall
top channel 512 and the
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narrow flange of each wall panel 510 by two bolts 585. The other vertical leg
of cap channel 512 is
connected to the wide flange of each wall panel 510 by two bolts 515.
FIG. 47 is a vertical section view of the connections between floor diaphragm
600B and main tornado-
resisting system 200B of shelter 100B. The top flange of floor panel 620 is
connected to the top flange
of floor side channel 622 and the bottom flange of bent plate connector 623 by
bolts 685 at 6-15/16
inch spacing. Top flange of bent plate connector 623 is connected to the
bottom flanges of each roof
panel 230B and eave panel 220B by two bolts 685. Gusset plate 674 is used to
enclose the gap between
the trapezoidal eave panel 220B and the top flange of bent plate connector
623.
FIG. 48 is similar to FIG. 47 except on the opposite side of shelter 100B and
floor panel 620 is closer to
the web of floor side channel 622.
A cross section view of cold-formed steel beams of the tornado shelters is
illustrated in FIG. 49. Each
beam 550 is comprised of two stiffened channels 551 connected back to back by
two rows of self-
tapping screws 553 at 18" spacing along the beam length direction. Covering
plate 552 is connected to
the lips of channel 551 also by two rows of self-tapping screws 553 at 18"
spacing.
FIG. 50 shows a gross plan of an alternative small community tornado shelter
structure 100C
constructed from a commercial package according to an exemplary embodiment of
the current
invention. A tornado shelter 100C is comprised of main tornado-resisting
systems 200C, tornado-
resisting end walls 400C, and baffled entry walls 500C. More detailed views of
shelter 100C are
provided in FIGS. 51-57.
FIG. 51 shows a side elevation view of shelter 100C. Main tornado-resisting
systems 200C, designed to
withstand the ICC 500 required tornado wind pressures and debris missile
impacts, serve as all of the
side wall, roof, and side envelope of shelter 100C. Indicated in FIG. 51 are
also locations of the cross
section views, FIGS 41, 55-57, of shelter 100C. Locations of ICC 500 required
side base vents 901 and
their tornado impact-protective systems 902 for shelter 100C are also shown in
FIG. 51. The main
tornado-resisting systems 200C are connected to Tornado-resisting foundation
290B by tornado-
resisting connectors 280.
A tornado-resisting end wall 400C of shelter 100C is illustrated in FIG. 52.
The main components of end
wall 400C include tornado-resisting end wall panels 410 from foundation 490B
to the main tornado-
resisting system at the top, tornado-resisting end wall panels 420 above exit
top beams 450, exit gate
side posts 440, exit door frame 442, and tornado-resisting end wall connector
480. All of these main
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end wall components must be strong enough to withstand the ICC 500 required
tornado wind pressures
and debris missile impacts. Also shown in FIG. 52 are vents 901 and their
tornado impact-protective
systems 902 required for shelter 100C. Typical connection between a main
tornado-resisting system
panel and the top end of an end wall panel is shown in FIG. 30. A cross
section plan view of the tornado-
resisting end wall connector 480 is shown in FIG. 20.
A more detailed floor plan near one end of shelter 100C is shown in FIG. 53
with the locations of two
bottom ends of main tornado-resisting systems 200C, a tornado-resisting end
wall 400C, end wall beams
450, alcove/baffled entry systems 500 with beams 550, side bottom vents 901
and their tornado impact-
protective systems 902. Since this is a small shelter, only one small exit
gate is provided at each end
wall. A smaller tornado-resisting baffled entry system is used to provide an
alternative emergency exit
in case the main exit is blocked by tornado debris.
Horizontal floor diaphragm panels 620 are shown in FIG. 54 together with
locations of side walls 200C,
end wall 400C, end wall exit top beams 450, vents 901, and vent protective
panels 902 of shelter 100C.
Locations of sectional views, FIGS 41, 56 and 57 are also shown in FIG 54.
Horizontal floor diaphragm
panels 620 and their connections to end wall 400C, end wall beams 450, and
baffled entry walls 500
must be designed to withstand the ICC 500 required live loads and tornado wind
pressures and forces.
Shown in FIG. 55 is a main tornado-resisting system 200C of shelter 100C. A
main tornado-resisting
system 200C is comprised of tornado-resisting side wall panels 210C, eave
panels 220C, and roof panels
230C. All of the above tornado-resisting panels have the same trapezoidal
cross section of tornado
impact-protecting panel 902 but may have varying thicknesses and radii along
the long axis of the
panels. Each end of a main tornado-resisting system 200C is connected to and
supported by a tornado-
resisting foundation 290B as illustrated in FIG. 13. All panels of the main
tornado-resisting system 200C
and all the connections must be designed to withstand ICC 500 specified live
loads and tornado wind
forces.
FIG. 56 is similar to FIG. 55 except with three floor diaphragm panels 620 and
baffled entry wall panels
510 but no side vents 902. The top flange of floor panel 620 is connected to
the top flange of floor side
channel 622 and the bottom flange of bent plate connector 623 by bolts 685 at
6-15/16 inch spacing.
Top flange of bent plate connector 623 is connected to the bottom flanges of
each roof panel 230C and
eave panel 220C by two bolts 685. Bottom flange of floor side channel 622 is
connected to the web of
top channel 512 by bolts 585 at 6-15/16 inch spacing. Details of the
connections between panel 210C
CA 02884232 2015-03-09
and foundation 290B are illustrated in FIG. 12. Connection between panel 510
and its foundation is
shown in FIG. 15.
FIG. 57 is similar to FIG. 56 except wider floor diaphragm and different
locations of baffled entry walls.
FIG. 58 shows a gross plan of an alternative residential tornado shelter
structure 100D constructed from
a commercial package according to an exemplary embodiment of the current
invention. A tornado
shelter 100D is comprised of main tornado-resisting systems 2000, tornado-
resisting end wall 400D, and
tornado-resisting end wall 400E with a sliding tornado impact-protective
system 900. More detailed
views of shelter 100D are provided in FIGS. 59-70.
Shown in FIG. 59 is a main tornado-resisting system 200D of shelter 100D. A
main tornado-resisting
system 200D is comprised of tornado-resisting side wall panels 210D, eave
panels 2200, roof panels
230D, and peak panel 240D. All of the above tornado-resisting panels have the
same trapezoidal cross
section of tornado impact-protecting panel 902 but may have varying
thicknesses and radii along the
long axis of the panels. Each end of a main tornado-resisting system 200D is
connected to and
supported by a tornado-resisting foundation 290D as illustrated in FIG. 60.
All panels of the main
tornado-resisting system 2000 and all the connections must be designed to
withstand ICC 500 specified
live loads and tornado wind forces.
FIG. 60 is a view of a typical connection of a main tornado-resisting system
200D to its foundation 290D
of shelter 100D. Bottom end of a tornado-resisting panel 210D is connected to
tornado-resisting
connector 280 by 20 connection bolts 285 in two rows. Details of connector 280
are illustrated in FIG.
20. Connector 280 is connected to foundation 290D by 4 anchors 270. Tornado-
resisting foundation
290D is reinforced by vertical reinforcements 2910 and longitudinal
reinforcements 293D. Top of
foundation 2900 is connected to slab 710 that is reinforced with transverse
reinforcements 711 and
longitudinal reinforcements 712. Foundation 290D must have enough weight to
resist the uplift forces
from the ICC 500 specified tornado wind forces. Foundation 290D and anchors
270 must be designed
based on the structural requirements of ACI 318. Shown in FIG. 60 are also
soil 800, a layer of sand 801,
vapor barrier 802, and a layer of crushed stone 803.
FIG. 61 shows a side elevation view of shelter 1000. Main tornado-resisting
systems 2000 serve as all of
the side wall, roof, and side envelope of shelter 1000. The main tornado-
resisting systems 2000 are
connected to Tornado-resisting foundation 290D by tornado-resisting connectors
280. Shown in FIG. 61
are also side elevation views of the tornado impact-resisting system 900 and
its foundation 990.
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A tornado-resisting end wall 4000 of shelter 1000 is illustrated in FIG. 62.
The main components of end
wall 4000 include typical tornado-resisting end wall panels 410D, tornado-
resisting end wall panel 4200
above emergency escape opening 902, and tornado-resisting end wall connector
480. All of these main
end wall components and end wall foundation 490D must be strong enough to
withstand the ICC 500
required tornado wind pressures and debris missile impacts. Typical connection
between a main
tornado-resisting system panel and the top end of an end wall panel is shown
in FIG. 30. A cross section
plan view of the tornado-resisting end wall connector 480 is shown in FIG. 20.
An emergency escape
opening 902 and its tornado impact-protective system 903 are also shown in
FIG. 62. Cross section plan
and elevation views of opening 902 and system 903 are provided in FIGS. 63 and
64.
FIG. 63 is a cross section plan view of a tornado emergency escape opening and
its tornado impact-
protective system 903. The escape opening is protected from tornado debris
missiles by the tornado-
resisting cover panel 903. The escape opening width is defined by the
horizontal clear distance between
the lips of the two end wall panels 410D on both sides of panel 903. Panel 903
is connected to the
tornado-resisting end wall panels 4100 on both sides and below of opening 902
and the end wall panel
420D above opening 902 by bolts 909 and wing nuts 908. The occupants can
remove wing nuts 908 by
hand from the inside of shelter 100D, push out panel 903, and get out of
shelter 1000 from opening
902. Bolts 909 are fixed to panel 903 to prevent their rotation while removing
wing nuts 908. Shown in
FIG. 63 are also the end wall tornado-resisting connectors 480, tornado-
resisting washers 475 and 476,
and anchors 470.
Shown in FIG. 64 is a vertical section view of the emergency escape opening
and its tornado impact-
protective system 903. The vertical height of the emergency escape opening is
defined by the vertical
clear distance from the top edge of panel 410D below the opening to the bottom
edge of panel 420D
above the opening. Tornado-resisting panel 903 covers the escape opening from
the exterior face of
shelter 100D. The top and bottom edge of panel 903 is marked as 903T and 903B,
respectively. Panel
903 is connected to panels 4100 and 4200 by bolts 909 and wing nuts 908. The
tornado-resisting end
wall base connector 480, tornado-resisting washers 475 and 476, and anchors
470 are also shown in FIG.
64.
A tornado-resisting end wall 400E of shelter 100D is illustrated in FIG. 65.
The main components of end
wall 400E include typical tornado-resisting end wall panels 410D, tornado-
resisting end wall panel 420D
above opening, tornado impact-protective system 900, and tornado-resisting end
wall connector 480.
All of these main end wall components and foundations 490E and 990 must be
strong enough to
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withstand the ICC 500 required tornado wind pressures and debris missile
impacts. Typical connection
between a main tornado-resisting system panel and the top end of an end wall
panel is shown in FIG.
30. A cross section plan view of the tornado-resisting end wall connector 480
is shown in FIG. 20. A
tornado impact-protective system for the door opening is also shown in FIG.
65, together with locations
of the its cross section plan and elevation views of FIGS. 66-68.
FIG. 66 is a vertical section view of a tornado impact-protective system 900
for an opening of shelter
100D. Although a door opening is illustrated in FIGS. 66-70, system 900 or an
alternative system can
also be used to protect other openings such windows or skylights. Main
components of system 900
include a moving tornado impact-protective system, top guide system, bottom
guide system, and
locking system as shown in more details in FIGS. 67-70. During a tornado
event, the moving protective
system is moved to and locked in front of the opening and thus protect the
shelter occupants from the
tornado wind forces and debris missiles. The top guide system, detailed in
FIGS. 67 and 69, provides out
of plan structural supports to the top end of the moving protective system.
The top guide system also
prevents the moving protective system from being lifted out off the guides.
The bottom guide system,
detailed in FIGS. 68 and 70, provides out of plan structural support to the
bottom end of the moving
protective system. The bottom guide system and foundation 990 provide also
vertical supports for
compressive forces from the moving protective system. Handle 932 is connected
to the inside face of a
panel 910 and may be used by an occupant from inside of shelter 100D to move
the moving protective
system in the guides. Lock pins 931 are used to lock the moving protective
system in front of the
opening.
Shown in FIG. 67 is a cross section plan view at the top of a tornado impact-
protective system 900 of
shelter 100D. Connector beam 460 supports panels 420D above the opening and
tie panels 410D on
both sides of opening together. Beam 460 is stiffened by vertical short stub
channels 461 between its
bottom and top flanges. Each end of beam 460 is bolted to the top cap plate
441 of post 440. Exterior
flange of Post 440 is connected to the exterior flange of panel 410D and
interior leg of inner seal angle
942 or 944 by bolts 415 at 6-15/16 inch spacing. The exterior leg of outer
seal angle 941 or 943 is
connected to the interior flange of end post 940 of moving protective system
900 by bolts 915 at 6-
15/16 inch spacing. The exterior leg of post 940 is connected to the exterior
flange of panel 910 by bolts
915 at 6-15/16 inch spacing. The exterior flanges of panels 910 are overlapped
and connected also by
bolts 915 at 6-15/16 inch spacing. The vertical interior leg of top guide beam
920 is bolted to the
exterior flanges of panels 410D and 420D. Locations of bolt 925 in beam 920
length direction are shown
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in FIG. 67 with more details shown in FIG. 69. Beam 920 and the connections
must be strong enough to
withstand the ICC 500 required tornado wind forces, moments and debris missile
impacts.
FIG. 68 is cross section plan view at the middle height of tornado impact-
protective system 900 of
shelter 1000. Handle 932 is bolted to the interior face of the web of panel
910 so that it can be used by
occupants inside of shelter 100D and will not interfere with the movement of
moving protective system
900, especially with seal angle 944. Portions of seal angles 941 and 944 shall
be notched to clear lock
hinges 930 so that the moving protective system can be moved to the fully
locked and opened positions.
Lock pins 931 are shown at the closed position. When the protective system is
moved away from the
closed position, the lock pins 931 shall be stored in the lock pin holders
933. One half of lock 930 is
illustrated as two hollow steel sections welded to a bent steel plate that is
bolted to the exterior flange
and web of post 440. The other half of lock 930 is made of two hollow steel
sections welded to a steel
plate that is bolted to the interior flange of post 940 at a height matching
the first half of lock 930 so
that lock pin 931 can be placed within all of the 4 hollow steel sections and
lock them together. Multiple
locks 930 are used for each moving protective system so that the occupants are
protected even if one or
two locks are damaged by tornado debris missiles.
Shown in FIG. 68 are also plan views of the bottom platform and guide system
of the moving protective
system. The bottom platform includes tornado-resisting base connector 980
connected to the web of a
horizontal base channel 925 by bolts 971. The bottom guide system is comprised
two full length hollow
steel sections 926 welded to the top face of a full length steel plate 927
that is secured to foundation
990 by anchors 970. Minimum 4 ball bearings 960 are secured to base channel
925 through steel bars
961. Since the ball bearings run smoothly on top of the hollowing steel
sections 926, the moving
protective system can be moved into and out of the locked position easily.
As also shown in FIG. 68, panels 410D shall be bolted to the exterior faces of
connectors 480. Ordinary
door or window frames 449 may be used together with economical non-tornado
rated door or window
year-round, because they are protected during tornado events by the moving
protective system. Shown
in FIG. 68 are also end wall posts 440, tornado-resisting washers 475-476, and
anchors 470.
FIG. 69 is a vertical section view at the top of the moving tornado impact-
protective system 900 in end
wall 400E of shelter 100D. End wall panel 4200 above the opening is connected
to the top flange of
connector beam 460 by bolts 485. Bottom flange of beam 460 is connected to the
top cap plate 441 of
post 440 by bolts 445. Top flange of bent plate steel beam 920 is connected to
the exterior web of
beam 460 by bolts 985. Bottom flange of beam 920 prevents the top end of panel
910 and cap channel
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912 from pulled out of the top guide system. Web of beam 920 stops potential
upward movement of
the moving protective system. Potential inward lateral movement of top channel
912 is restrained by
full length steel angle 921 that is secured to beam 920 by bolts 925. Vertical
seal angles 941 and 942 are
also shown in FIG. 69.
Shown in FIG. 70 is a cross section vertical view of the lower portion of the
moving tornado impact-
protective system 900 of shelter 100D. Tornado-resisting panels 910 are
connected to the base
connector 980 by 20 bolts 985 in two rows. Bottom plate 981 of base connector
980 is secured to the
web of base connector 925 by short bolts 971. Ball bearings 960 are secured to
the web of base channel
925 through steel bars 961. Ball bearings 960 run on top face of hollow steel
sections 926 that are
welded to top face of base steel plate 927. Anchors 970 are used to connect
base plate 927 to
foundation 990. The two flanges of base channel 925 and the two hollow steel
sections 926 are used to
prevent any out of plan movements while allow free longitudinal travelling of
the moving protective
system. Lock 930 and lock pin 931 are also shown in FIG. 70, together with end
wall anchors 470 and
ordinary opening frame 449.
An alternative main tornado-resisting system 200E is shown in FIG. 71 for a
tornado shelter 100E. A
system 200E is comprised of inclined wall panels 210E, eave panels 220E, roof
panels 230E, and peak
panel 240E. All of the above tornado-resisting panels have the same
trapezoidal cross section of
tornado impact-protecting panel 902 but may have varying thicknesses and radii
along the long axis of
the panels. Each end of a main tornado-resisting system 200E is connected to
tornado-resisting
foundation 290E through tornado-resisting base connector 280E and anchors 270.
All panels of the
main tornado-resisting system 200E and all the connections must be designed to
withstand ICC 500
specified live loads and tornado wind forces.
Shown in FIG. 72 is an additional alternative main tornado-resisting system
200F for a tornado shelter
100F. A system 200F is comprised of tornado-resisting panels 230F of the same
radius and the same
trapezoidal cross section of panel 902. Each end of a main tornado-resisting
system 200F is connected
to tornado-resisting foundation 290F through tornado-resisting base connector
280F and anchors 270.
All panels of the main tornado-resisting system 200F and all the connections
must be designed to
withstand ICC 500 specified live loads and tornado wind forces.
A further alternative main tornado-resisting system 200G is shown in FIG. 72
for a tornado shelter 100G.
A system 200G is comprised of eave panels 220G and roof panel(s) 230G, but
wall panel(s) 210G on only
one side. The lower end of system 200G is connected to tornado-resisting
foundation 290D through
CA 02884232 2015-03-09
tornado-resisting base connector 280 and anchors 270. The upper end of system
200G is connected to
structural support 299G through connector 280G and anchors 270. All panels of
system 200G,
foundations 290D and 290G, structural support 299G, and all the connections
must be designed to
withstand ICC 500 specified live loads and tornado wind forces.
Shown in FIG. 74 is an additional type of main tornado-resisting system 200H
for a tornado shelter 100H.
System 200H contains only a portion of an otherwise full symmetrical system.
The upper end of system
200H may directly sit on or extend pass the structural support 299H. The rest
of FIG. 74 is similar with
FIG. 73.
An additional type of main tornado-resisting system 200J is shown in FIG. 75
for a tornado shelter 100J.
System 200J may be one of any previous main tornado-resisting systems except
that both ends are
supported by elevated structural supports. The two ends may be at the same or
different elevation(s)
above the grade. Each end of system 200J is connected to the structural
support 299J through tornado-
resisting connector 280J and anchors 270. All panels of system 200J,
foundations 290J, structural
supports 2991, and all the connections must be designed to withstand ICC 500
specified live loads and
tornado wind forces.
Shown in FIG. 76 is a further alternative type of main tornado-resisting
systems 200K for a tornado
shelter 100K. Each bay of system 200K is similar to system 200J shown in FIG.
75. By using multiple bays
of system 200K, the total number of occupants allowable in shelter 100K can be
significantly increased.
Commentary
From the foregoing, it will be immediately evident to persons of ordinary
skill that the above structures
have great utility, in that:
= they can be used as tornado shelters with occupants range from a few
family members up to
tens of thousands for a very large community.
. they can be prefabricated as commercial packages
= they can be modified to include many features and functions of use both
when in use as a
tornado shelter and in day-to-day non-emergency auxiliary uses
= installation instructions, checklists, and quality assurance plans that
are created specifically for
the above tornado shelters can accompany the packages when sold as kits, or
the packages can
be assembled as a service
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Based upon the foregoing description, persons of ordinary skill will be able
to readily reproduce the
exemplary embodiments as well as variants thereof that also embody the
invention.
Merely to assist such persons of ordinary skill, and without admission against
interest in any way as to
the need for further explanation, the following further comments about
features shown in the drawings
are provided.
In order to safely resist large wind forces and roof live loads, the shelter
must be strong and rigid.
However, the stronger and more rigid the tornado shelter, the larger tornado
debris missile impact
forces will be. Such increased impact forces will in turn require an even
stronger tornado shelter. This
vicious cycle can significantly increase the tornado shelter costs.
Accordingly, exploitation of the
invention involves the design of panels that are sufficiently strong to meet
the desired wind forces and
roof live loads, but also flexible enough to withstand the desired debris
missile impact forces. For
greater certainty, the panels shown in the drawings meet the ICC 500
requirements.
A plurality of the tornado-resisting panels bolted to one another end to end
serve as the envelope of the
tornado shelters, side walls, and roof. The sizes of the envelope can be
increased by using one or more
internal supports which can but not need be made of the tornado-resisting
panels.
Tornado-resisting connectors as shown in the drawings are an important
consideration. The main
function of the tornado-resisting connectors is to secure the envelope to the
foundation. In order to
safely transfer the large tornado forces from the envelope into the
foundation, the connectors must
safely withstand (i) the large shear and bearing forces from the connection
bolts connecting the said
systems to the said connectors; and (ii) and the large tensile forces and
moments from the main
tornado-resisting systems, and safely transfer them into the tornado shelter
foundation through the
tornado-resisting anchor systems.
A tornado-resistant foundation is also another important consideration. The
foundation must safely
withstand the large tornado uplift and shear forces from the main tornado-
resisting systems, tornado-
resisting connectors and tornado anchor systems.
Tornado-resisting end walls need also be provided and can be made of a
plurality of the tornado-
resisting panels bolted to one another end to end. The bottom end of the
tornado-resisting end wall
panel is secured to the foundation through the tornado-resisting connector.
The top end of the said end
wall panel is connected to and laterally supported by the main tornado-
resisting system. These tornado-
resisting end wall panels are bolted to one another side by side to form a
solid tornado-resisting end
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wall. Taller end walls may be laterally supported by floor diaphragms and
shear walls made of the
tornado-resisting panels.
End wall doors, windows, and vents can be protected by the tornado-resisting
panels from the impact of
tornado debris. For example, venting openings can be protected by bolting the
tornado-resisting panels
on the exterior side of the venting openings. Windows and doors can be
protected by shutters made of
the tornado-resisting panels. Large gates for community tornado shelters can
be protected by
alcove/baffled entry systems made of the tornado-resisting panels.
Emergency escape openings can be protected by the tornado-resisting panels
bolted to the exterior face
of the openings by wing nuts that can be removed from the inside of the
tornado shelters.
Installation checklists can provide detailed instructions for the
installations of the above tornado-resist
panels, main tornado-resisting systems, tornado-resisting connectors, tornado-
resisting end walls,
tornado impact-protective systems, and tornado-resisting emergency escape
openings.
Tornado shelter quality assurance plans can provide detailed requirements for
the main tornado-
resisting systems and panels, quality assurance of the manufacturer and
components, quality assurance
of the installation, structural observations and special inspections by
licensed professional engineer for
the above tornado-resisting panels, main tornado-resisting systems, tornado-
resisting connectors,
tornado-resisting end walls, tornado impact-protective systems, and tornado-
resisting emergency
escape openings.
A commercial package can be provided which comprises components for a
residential or community
tornado shelter made of the above tornado-resisting panels, main tornado-
resisting systems, tornado-
resisting connectors, tornado-resisting end walls, tornado impact-protective
systems, and/or tornado-
resisting emergency escape openings, including the associated engineering
drawings, installation
checklist and quality assurance plan.
Conclusions
Whereas specific embodiments and variations are herein shown and described, it
will be evident that
further variations, as well as combinations and subcombinations of features,
are possible.
Further, whereas the invention allows for the construction of shelters that
will meet the structural
performance criteria of ICC 500, FEMA 361, IBC, ASCE 7, AISI 5100, and ACI 318
for 250 mph tornado
wind forces, 100 mph 15-lb sawn lumber 2 x 4 missile impacts, and 100 psf roof
live loads, not all
applications will require compliance with all criteria, and the invention
should not be so limited.
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Accordingly, it will be understood that the invention is to be limited only by
the accompanying claims,
purposively construed.
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