Wide span static structure

A building structure includes an upper chord element, a lower chord element and web elements extending between the upper chord element and the lower chord element. The upper chord element forms part of an outer surface of a roof for the building structure.

TECHNICAL FIELD

This invention relates to static structures, and more particularly to wide span static structures.

BACKGROUND

Pre-engineered metal buildings often serve as a cost effective solution for both commercial and residential applications. Traditionally, such buildings or structures employ thin metal panels for both the wall and roofing constructions. The thin metal panels are usually preferable because they can be readily fabricated at relatively low cost. Integrity of these static structures is frequently the most pressing engineering concern. As such, static structures or buildings employing these thin metal panels and spanning more than about 50 feet in width are provided with intermediate support columns or beams dividing the overall span of the structures into discrete sections that can be more soundly supported. While the support columns are preferable for engineering concerns, they are often unsightly and can cause space concerns for consumers (for example, in aircraft hangers).

SUMMARY

One aspect of the present invention features a building structure with an upper chord element, a lower chord element and a plurality of web elements extending between the upper chord element and the lower chord element. The upper chord element forms part of an outer surface of a roof for the building structure. A typical building would include many of these building structures arranged side-by-side and connected to one another. In that case, the upper chord elements would collectively form the entire outer surface of the building's roof.

In a typical implementation of the present invention, the building structure includes a first connecting panel connected to a first end of the upper chord element. The first connecting panel can be curved. Also typically, the building structure has a first side wall panel that is connected to a first end of the first connecting panel and extending to a floor of the building structure. The first side wall panel forms part of a first side wall of the building structure.

In a typical embodiment, the upper chord element is configured to engage, in a substantially weather-proof manner, an adjacent structural element (e.g., another upper chord element or a connecting panel) having a similar shape as the upper chord element. In such instances, the upper chord element and the adjacent structural element cooperatively form a section of the outer surface of the roof for the building structure.

Certain implementations include a second connecting panel connected to a second end of the upper chord element. In general, the second connecting panel can be curved.

According to some embodiments, the building structure further includes a second side wall panel connected to a second end of the second connecting panel and extending to the floor of the building structure. In such instances, the second side wall panel forms part of a second side wall of the building structure.

In some embodiments, the distance between the first side wall panel and the second side wall panel is greater than 50 feet and less than 120 feet. Additionally, in a typical implementation, this distance is achieved without intermediate structural elements that extend from the building structure to the floor between the first side wall panel and the second side wall panel.

The composite arch-truss roof and side wall systems may be also applied with intermediate supports. In this case the roof system will be continuous over the columns and no limits will be imposed on the total width of the building.

The first side wall panel and the second side wall panel can extend, for example, from the first connecting panel and the second connecting panel, respectively, toward the floor at an outward angle relative to plumb. In some instances, the outward angle is between about 8 degrees and 15 degrees.

Some embodiments include a stiffening member coupled to the first side wall panel. The stiffening member can be a structural element selected from the group consisting of a c-channel, an arrangement including back-to-back c-channels, an I-beam, a beam with a rectangular cross-section, a beam with an l-shaped cross-section, and an H-beam. Other cross-sections are possible as well.

In certain implementations, the side wall panels and the upper chord element have a substantially flat central segment, a pair of inclined side segments that extend from opposite ends of the substantially flat central segment, respectively and a pair of flanges, each of which extends from a distal end of one of the inclined side segments. The pair of flanges sometimes lie in a plane that is substantially horizontal to the substantially flat central segment.

The upper chord element and the side wall panels, in some instances, further include a stiffener in the form of a channel in the substantially flat central segment. The stiffener channel can have a width between about 0.75 inches and about 1.25 inches (including, for example, between about 0.8 inches and about 1.2 inches, about 0.9 inches and about 1.1 inches, etc.). Moreover, the stiffener channel can have a depth between about 0.25 inches and about 0.375 inches (including, for example, 0.3 inches).

According to some implementations, the upper chord element further includes: a pair of overhanging lips coupled to distal ends of each respective flange. Each overhanging lip can be angled relative to an adjacent one of the flanges in an opposite direction than a corresponding one of the inclined side walls.

In a typical embodiment, the upper chord element, the first connecting plate and the first side wall plate have substantially similar cross-sections and are joined (e.g., with bolts) to form a continuous structure.

In a typical implementation, the distance across the upper chord element in a lateral direction is between about 24.5 inches and about 49.0 inches.

The web elements can include diagonal members and one or more substantially “vertical” members that extend from a point on the upper chord element along a shortest path to the lower chord element.

The connection between each diagonal element and the upper chord element can be provided by one bolt connection.

In some implementations, the building structure includes a bracing system. The bracing system can include one or more longitudinal stiffener members substantially parallel and coupled to the lower chord element (or otherwise coupled to the truss assembly).

In another aspect, a building includes a first building structure with an upper chord element, a lower chord element and web elements that extend between the upper chord element and the lower chord element; and a second building structure adjacent the first building structure. The second building structure has a structural element, which may be substantially identical (at least in part) to the first building structure and may be configured to engage the upper chord element of the first building structure in a substantially weatherproof manner. The upper chord element of the first building structure and the structural element of the second building structure cooperatively form part of an outer surface of a roof for the building.

In a typical implementation, a series of upper chord elements and structural elements cooperatively for, the outer surface of the roof of the building.

According to some embodiments, the building also has a first connecting panel and a second connecting panel. Typically, the first connecting panel is connected to the upper chord element of the first building structure and the second connecting panel is connected to the structural element of the second building structure. The first connecting panel and the second connecting panel can be curved.

Certain implementations include a first side wall panel connected to first connecting panel; and a second side wall panel connected to the second connecting panel. In such instances, the first side wall panel and the second side wall panel cooperatively form part of a first side wall of the building.

The upper chord element of the first building structure can be configured to engage, in a substantially weather-proof manner, the structural element of the second building structure. The structural element of the second building structure typically has a substantially similar shape as the upper chord element of the first building structure, and the upper chord element of the first building structure. The structural element of the second building structure cooperatively forms part of the outer surface of the roof for the building.

Some embodiments include a third connecting panel connected to the upper chord element at an opposite end of the upper chord element from the first connecting panel and a fourth connecting panel connected to the structural element at an opposite end of the structural element from the second connecting panel. The third and fourth connecting panels typically are curved.

Some embodiments include a third side wall panel connected to third connecting panel and a fourth side wall panel connected to the fourth connecting panel. The third side wall panel and the fourth side wall panel cooperatively form part of a second side wall of the building.

The first side wall panel and the second side wall panel can be a distance from the third side wall panel and the fourth side wall panel that is greater than 50 feet and less than 120 feet without intermediate structural elements that extend from the building to the floor between the first side wall panel and the second side wall panel on one hand and the third side wall panel and the fourth side wall panel on another hand.

The first side wall panel and the second side wall panel can, in some embodiments, extend from the first connecting panel and the second connecting panel, respectively, toward the floor at a first outward angle relative to plumb. In such instances, the third side wall panel and the fourth side wall panel extend from the third connecting panel and the fourth connecting panel, respectively, toward the floor at a second outward angle relative to plumb. The first outward angle and the second outward angle are between about 8 degrees and 15 degrees.

Some implementations include a stiffening member coupled to one or more of the first side wall panel, the second side wall panel, the third side wall panel and the fourth side wall panel. The stiffening member can be a structural element selected from the group consisting of a c-channel, an arrangement including back-to-back c-channels, an I-beam, a beam with a rectangular cross-section, a beam with an l-shaped cross-section, and an H-beam.

Each of the upper chord element and the structural element can include a substantially flat central segment, a pair of inclined side segments that extend from opposite ends of the substantially flat central segment, respectively and a pair of flanges, wherein each flange extends from a distal end of one of the inclined side segments. The pair of flanges can lie in a plane that is substantially horizontal to the substantially flat central segment.

In certain instances, each of the upper chord element and the structural element further can include a stiffening channel in the substantially flat central segment. The stiffening channel typically has a width between about 0.75 inches and about 1.25 inches, and a depth between about 0.25 inches and about 0.375 inches.

According to certain embodiments, each of the upper chord element and structural element further has a pair of overhanging lips coupled to distal ends of each respective flange. Each overhanging lip is angled relative to an adjacent one of the flanges in an opposite direction than a corresponding one of the inclined side walls.

In certain instances, each of the upper chord element, the first connecting plate, the third connecting plate, the first side wall plate and the third side wall plate have substantially similar cross-sections and are joined to form a continuous structure. Moreover, in certain instances, each of the structural element, the second connecting plate, the fourth connecting plate, the second side wall plate and the fourth side wall plate have substantially similar cross-sections and are joined to form a continuous structure.

Certain implementations include a spacer member connected between one of the flanges of the upper chord element and one of the flanges of the structural element.

The plurality of web elements can include diagonal members and one or more members that extend from a point on the upper chord element along a shortest path to the lower chord element.

The building, in some embodiments, has a bracing system comprising a plurality of longitudinal stiffener members substantially parallel and coupled to the lower chord element.

In some implementations, one or more of the following advantages are present.

For example, a structurally simple, easy-to manufacture building can be produced. The building can have a very wide span (e.g., 50 feet or more and in some instances up to 120 feet or more). This wide-span static structure has good structural integrity as well and provides a large area of usable, uninterrupted floor space.

References to an outer surface of a building's roof, and the like, herein generally refer to the outer surface of a completed building. Thus, in a typical implementations, no additional layers of roofing material would need to be placed above this outer surface of the roof's building to produce a completed and usable roof or building.

Like reference symbols in the various drawings can indicate like elements.

DETAILED DESCRIPTION

Most steel frame buildings are constructed for commercial use. Thus, appearance is less important than, construction economy, strength and durability of construction materials. The objective is to provide a building that offers maximum useable floor space, at low cost. It is well known to build wide span steel buildings. However, if the use of roof support members such as stanchions or the like is to be avoided, the building must be constructed using thick, heavy gauge metal materials. This necessarily increases the cost of materials and the expense of construction. Wide span buildings can be constructed with lighter gauge metals as a cost saving measure, but this requires the use of internal support members such as stanchions or the like. Absent such support, the wind loading and snow loading capabilities of the building are seriously compromised. If such internal support members are employed, they necessarily reduce the useable interior floor space. A further drawback to such vertical support members is that they often preclude use of the building for certain applications, such as airplane hangars or warehouse facilities for large scale products (e.g., industrial power generators or commercial printing equipment). Maneuvering such products between support stanchions is difficult and often leads to damage of the building or the product being moved within the building. Thus, the metal building construction field has sought a wide span building arrangement that could be constructed using light gauge metal, such as 23 GA up to 16 GA.

The present invention provides a static structure made of light gauge metal that includes a free span roof assembly. The roof assembly may be provided in the form of a plurality of interconnected thin metal panels each establishing a top chord of a supporting truss. Each thin metal roof panel may be configured to receive a load and to distribute the load to members of the supporting truss while withstanding combined compression and bending stresses resulting from distributing the load.

Most free standing light gage steel structures are built using panels with a depth of about 7 inches to about 8 inches (e.g., about 7.08 inches). These panels have limited strength and impose a limit on the free span of the building. In contrast, use of panels with deeper depth requires increased steel thickness and, thus becomes more costly. The present disclosure provides an economical wide span building (one that has wide spans up to 100 feet or more between supporting structures such as side walls or stanchions). The added strength of the truss system over the roof area enables the metal frame structure of the present invention to provide improved wind and snow load carrying capacity. The structures constructed according to the present invention take advantage of the dual function of the roof panels, which serve as a roof, carrying lateral loading (wind, snow, etc.), and as the upper chord element of the truss system. Further the walls, which are slightly angled from the vertical, improve the sway resistance and the overall stability of the frame.

The structure of the present invention can employ an arch type or a gable type roof construction. Arches are often selected in order to enable the use of crimped roof panels. Crimping of the panel puts some ridges on the webs and thus enhances their local rigidity, shear strength in shear and their resistance against crippling. The crimping of the panels is made to a large radius. In general, the radius is selected to suit the geometry of the building and to have smooth transfer between the wall-panels, the connecting eave panels and the roof panels.

Such roof assemblies, as described in detail herein, may have improved load carrying capacity and may be provided in longer unsupported spans without compromising their structural integrity, in view of other comparable roof assemblies. Further, the above-mentioned structural advantages can be achieved while limiting the thickness of the roof panels, so as to provide an economic roofing solution for static structures. The invention will be better understood with reference to the following description.

FIGS. 1-4are a perspective, front, top, and side views of a static structure100of the present invention. As shown, static structure100includes a roof102, and a wall104coupled to the roof. In this example, roof102is provided in a free-span configuration (i.e., having no intermediate supporting columns or beams) and includes a plurality of adjacent interconnected panels each spanning the structure's width, as discussed in further detail below. Roof102shields or covers a defined spaced enclosed by wall104. Wall104includes side walls106, which define a length “L” of static structure100, and end walls108, which define a width “W”. Static structure100may be constructed to have any suitable length and/or width. For example, a suitable width may be considered the maximum free span that can be achieved by the panels of roof102without failure under expected loads (or any width less than the maximum). In some implementations, a suitable width of static structure100may be considered any width up to about 120 feet. Additionally, in some examples, the structural integrity of the static structure may not be influenced by its length. As such, any desired length may be considered a suitable one.

FIG. 5Ais a perspective view of a free-span roof panel110and a supporting truss assembly112. Side wall panels111and connecting panels113coupling roof panel110to the side walls are also shown. In this example, roof panel110is provided in the form of a corrugated, arch type roof panel. In alternative examples, however, other suitable types of roof paneling may be used (e.g., gable type roof paneling, etc.). In some examples, roof panel110is provided in the form of a thin cold rolled metal sheet form construction. For instance, roof panel110can be made of steel or steel alloy sheeting coated with a corrosion resistant substance (e.g., ASTM A792, SS Grade 50 to 80, AZ55 Aluminum-Zinc alloy coated), and having a nominal thickness between about 0.027 inches and 0.06 inches.

As shown inFIG. 5A, the top portion of roof panel110establishes a top chord of truss assembly112. As a result, roof panel110can perform as both a traditional roof component by directly carrying loads on its outer surface (e.g., wind loads, snow loads, etc.), and as the top chord of truss assembly112by distributing the carried loads to other truss members and carrying combined compression and bending stresses. In this way, the dead load (i.e., permanent loads that are constantly imparted on the truss assembly, e.g., the weight of the truss itself, sheathing, roofing, ceiling, etc.) of the assembly is reduced by supplanting a large component of traditional roof truss assemblies with a suitable thin metal roof panel110(manufacturing costs may also be reduced as a result).

Truss assembly112includes bottom chord114, webs116(e.g., haunches and diagonal members), braces118, and stiffeners120which are interconnected to one another, as well as other members of static structure100at a plurality joints via gusset plates122.FIGS. 5B and 5Cprovide detailed views of two such joints. Bottom chord114establishes the lower edge of truss assembly112and is configured to carry tension or compression forces. Webs116run between roof panel110and bottom chord114forming triangular patterns for distributing both dead and live loads. Webs116are configured to carry tension or compression loads (usually not bending stresses). In this example, each of webs116is positioned at an angle between about 40° and 48° (preferably 45°) with respect to bottom chord114. Webs116, however, may be positioned at any suitable angle with respect to bottom chord114or roof panel110. Further, in some implementations, each of webs116may be positioned at a different angle, thereby forming a truss assembly carrying non-uniformly distributed loads. Braces118are positioned at right angles with respect to bottom chord114in order to resist any lateral movement of the chords or webs under applied loads. Stiffeners120run parallel to bottom chord114and are coupled to the bottom chord via gusset plates122.

FIG. 6is a cross-sectioned side view of static structure100providing a schematic perspective of the components described referring toFIGS. 5A-5C. As shown, side wall panels111extend outward from connecting panels113at an angle “α” from a vertical plane123. Side wall panels111may be extended outward by any suitable angle “α”, which may be determined based on expected loads (e.g., expected wind loads) which are computed using tables and calculations well known to those in the construction field. In some implementations, angle “α” is between about 8 and 15 degrees and, preferably, about 8 degrees. For instance, in this example, side wall panels111are extended outward at an angle of about 8°. In some cases, the outward slope of the wall panels may increase the integrity of static structure100by mitigating the bending moments induced by wind loading (compared to plumb vertical walls). The following table provides comparative results of a structural frame analysis determining the maximum bending moments induced for two similar buildings (such as static structure100) enduring 90 mph wind speeds:

In some cases, providing slightly angled wall panels may also result in a reduction in side sway (quantified herein as horizontal displacement). For example a building with a plumb vertical walls subjected to a horizontal force of 1000 lb. at the top of its wall may exhibit about 2.97 inches or horizontal displacement (i.e., side sway). In comparison, a similar building with slightly angled walls, as described above, under identical conditions may exhibit about 2.71 inches of horizontal displacement.

FIG. 7Ais a detailed perspective view of roof panel110(for clarity, only one end of the roof panel is shown), andFIG. 7Bis a schematic side view of the roof panel. As shown, roof panel110includes a main body124having opposite faces defining its thickness, and two peripheral connector arms130disposed on either side of the main body. Main body124includes apertures126arranged on its ends for receiving mechanical fasteners to secure roof panel110to a corresponding connecting panel (e.g., connecting panel113).

Main body124may have any suitable profile. For instance, in this example, main body124is provided in the form of a V-beam corrugation having a central segment128and two inclined side walls132extending outwardly from either side of the central segment at a selected angle of incline. In combination, the profile configuration, thickness, and length of roof panel110define a slenderness ratio for determining the maximum allowable compressive stress that the roof panel can carry without failure (e.g., buckling). The slenderness ratio is expressed as follows:
λ=Leff/rg(1)
rg=(I/A)1/2(2)
where λ is the slenderness ratio, Leffis the effective length of the roof panel, rgis the radius of gyration of the roof panel, I is the second moment of area of the roof panel, and A is the total cross-section area of the roof panel.

In general, the maximum allowable compressive stress decreases as the slenderness ratio increases. Thus, reducing the slenderness ratio of roof panel110may increase the maximum allowable compressive stress of the roof panel. Further, in some implementations, the profile configuration and thickness of roof panel110may be selected or modified to increase the radius of gyration, thereby allowing for an increased effective length without increasing the slenderness ratio (and subsequently reducing the maximum allowable compressive stress).

Connector arms130are configured to provide a coupling point for other, adjacent roof panels such that the roof panels can be coupled to one another by mating a connector arm of one panel with that of a neighboring panel. In this example, each of connector arms130includes a flange134having a pattern of apertures136arranged thereon, and an overhanging lip138extending from the flange. Flange134in conjunction with lip138defines a recess140for receiving an edge construction (e.g., a connector arm) of an adjacent panel. Adjacent and identical roof panels may be connected to one another by inserting a connector arm130of one panel within the recess140of another panel, aligning apertures136of the panels, and introducing a mechanical fastener (e.g., bolts, rivets, screws, etc.) to the aligned apertures. In some alternate examples, other suitable components or methods for coupling adjacent roof panels are used (e.g., welding, seaming, etc.).

FIG. 8Ais a schematic side view of another example roof panel110a. Roof panel110ais provided in a similar configuration as roof panel110(described in detail above). In this example, however, roof panel110aincludes a central segment128ahaving a stiffening formation142aligned with a centerline144.FIG. 8Bis a detailed side view of stiffening formation142. As shown, stiffening formation142is provided having a flatbed open channel profile defining an effective width “w1” and a depth “d”. In a typical implementation, the stiffener has to have minimum dimensions in order to be effective. In some implementations, width “w1” of stiffening formation142is about 1 inch and depth “d” is between about 0.25 inches and 0.375 inches. In some examples, stiffening formation142is provided in the form of a continuous lane running along the span of roof panel110a. In some other examples, however, the stiffening formation includes a plurality of discrete beads spaced in a regular or irregular pattern down the roof panel span. Further, in some alternative examples, stiffening formations of other suitable shapes and/or profiles may be used.

The addition of stiffening formation142may reduce the width to thickness ratio of the roof panel. As a result, the negative bending strength of the roof panel may increase in magnitude. For example, a roof panel having a thickness of about 0.038 inch without a stiffening formation (e.g., roof panel110) can be expected to exhibit a nominal bending moment carrying capacity of about −16.2 kip·in/ft., while a similar (e.g., roof panel110a) having an equal thickness and a continuous stiffening formation (e.g., stiffening formation142shown inFIGS. 7A and 7B) measuring about 1 inch wide and about 0.25 inches deep can be expected to exhibit a nominal bending moment carrying capacity of about −30.4 kip·in/ft. Thus, a roof panel having a stiffening formation may be less prone to failure (e.g., yielding) under load and can be provided having a longer length, or span without increasing its thickness.

FIG. 9Ais a perspective outer view of a coupling146between roof panel110and a wall panel148. Wall panel148may have a similar profile to roof panel110(seeFIGS. 7A and 7B, for example). Further, as shown, coupling146is provided in the form of an arched angle having a first end coupled to a connector arm130of roof panel110and second end, disposed at an angle (approximately 90°) from the first end, coupled to wall panel148. In this example, a set of mechanical fasteners is used to couple the angle to the roof and wall panels. In some examples, a sealant150(e.g., an expanding foam) may be disposed in a space between coupling146and wall panel148. Sealant150may inhibit, reduce, or prevent leaking of fluid between the spaced enclosed by static structure100and the surrounding environment.

FIG. 9Bis a perspective inner view of roof panel110and end wall108(formed from a plurality of connected wall panels148). As shown, end wall108is braced by stiffener members149. Stiffener members149are coupled to end wall108and positioned at the level of the door header or in plane with a bottom chord of a truss assembly (e.g., bottom chord114of truss assembly112).

FIG. 10is a cross-sectioned side view of a roof assembly102aof a static structure. As shown, the roof assembly includes roof panels110, truss assemblies112, and spacer members154. Spacer members154are coupled to roof panels110and disposed between truss assemblies112. Each of spacer members154may include a single continuous member extending longitudinally along the span of roof panels110or a plurality of discrete members positioned intermittently along the panel span. In some examples, spacer members154are positioned across a union or splice156(e.g., a seam or connection point) between roof panels110. Truss assemblies112may also be positioned proximate panel splices156via gusset plates122, as described in greater detail below, such that each splice is reinforced by a spacer member or a truss assembly in alternating fashion. In this way, each roof panel110is supported by a truss assembly112on one side and a spacer member154on an opposing side. As a result, the structural integrity of the roof assembly is maintained and the roof panels are able to distribute loads without including any redundant truss members or components.

FIG. 11Ais a detailed cross-sectioned view of a splice156between roof panels110a. As shown, gusset plate122is positioned at splice156. In this example, gusset plate122is integrated into a seam between connector arms of the roof panels.FIG. 11Bis cross-sectioned front view of splice156. In this example, diagonal webs116are coupled to gusset plate122in mirrored orientations about centerline158such that loads carried by roof panels110acan be evenly distributed amongst other members of truss assembly112.

FIG. 12is a perspective view of a first example bracing system160coupling the bottom chords114of truss assemblies112(for clarity, only the bottom chords and bracers of the truss assemblies are shown in conjunction with the bracing system) to one another. The bracing system may strengthen or stabilize truss chords and webs which may be especially long or highly stressed. As shown, bracing system160includes a plurality of longitudinal stiffener members162spanning across the length of a static structure. Stiffener members162may be provided in the form of a single, continuous beam or girder, or a plurality of such members coupled end-to-end. In this example, stiffener members162are positioned at the same elevation as bottom chords114, substantially perpendicular to the planes of truss assemblies112, and are coupled to the bottom chords. The stiffener members may be provided having any suitable size, shape, or profile for bracing truss assemblies112.

FIG. 13is a perspective view of another exemplary bracing system160acoupled to bottom chords114of truss assemblies112(for clarity, the top chords of the truss assemblies (i.e., roof panels110) are not shown). As shown, bracing system160aincludes a plurality of diagonal stiffener members162atraversing bottom chords114at an angle (e.g., about 45°) on a plane perpendicular to the planes of truss assemblies112. Stiffener members162aare coupled at their ends164to bottom chords114and may be coupled to additional bottom chords at points along their length. The stiffener members may be provided having any suitable size, shape, or profile for bracing truss assemblies112. In some examples, bracing systems160and160aare provided in tandem to form a network of stiffening members to facilitate load transferring between truss assemblies112.

FIG. 14Ais a cross-sectional view of yet another bracing system160b;FIG. 14Bis a partial perspective view of the bracing system160bofFIG. 14A. The illustrated bracing system160bincludes diagonal stiffener members162bthat are coupled to adjacent webs116of a truss assembly112. The illustrated stiffener member162bis diagonal by virtue of it being connected to one web116near the lower chord element of the truss assembly and being connected to another web116near the upper chord element of the truss assembly.

The illustrated bracing system160balso includes a horizontal spacer member154that is coupled to the upper chord elements and extends between the upper chord elements of adjacent roof panels.

The illustrated bracing system160balso includes a longitudinal stiffener member162that is coupled to the lower chord elements of the truss assembly112.

FIG. 15Ais a perspective view of a free-span roof panel110athat is similar to the free-span roof panel110inFIG. 5Aexcept that the side wall panels111inFIG. 15Aare structurally reinforced with a sidewall stiffener202and a bottom chord stiffener120runs along substantially the entire length of the bottom chord114of the truss assembly112.

Truss assembly112includes bottom chord114, webs116(e.g., haunches and diagonal members), braces118, and stiffener120, which are interconnected to one another, as well as other members of static structure100at a plurality joints, for example, via gusset plates122.FIGS. 15B and 15Cprovide detailed views of two such joints. Bottom chord114establishes the lower edge of truss assembly112and is configured to carry tension or compression forces.

FIG. 16Ais a partial perspective view of a side wall panel111with structural reinforcement in the form of back-to-back c-channels216coupled to the side wall panel111sitting atop a concrete foundation218(e.g., the floor of a building) and having a crimped connecting panel113attached to its upper end. The illustrated side wall panel111has an upper section156, a middle section158and a lower section160. In one implementation, the upper section156is about 44 inches long, the middle section158is about 65 inches long and the lower section160is about 121 inches long. Of course, these dimensions can vary and various numbers of sections (including one section) may be used in various implementations. The illustrated sections156,158and160are joined to each other by lap joints220.

FIG. 16BandFIG. 16Cshow details about how, in an exemplary implementation, the back-to-back c-channels216are connected to the side wall panel111. In the illustrated implementation, one or more clip arrangements270is bolted (e.g., at272) or otherwise fastened to the side wall panel111. Each clip arrangement270is configured so as to support the back-to-back c-channels at a distance “d” (e.g., about 1 inch) from the side wall panel111. The clip arrangements270extend at least between the two back-to-back c-channels and one or more bolts are provided to secure the c-channels to the clip arrangement270.

A portion270aof the lower clip arrangement270inFIG. 16Cextends beyond the back-to-back c-channels216. The lower chord element114is connected to this extended portion270awith a single bolt280a. Likewise, web116is connected to the extended portion270aof the lower clip arrangement270with a single bolt280b.

FIG. 17is similar toFIG. 16B, except thatFIG. 17shows details about how, in an exemplary implementation, a single c-channel240is connected to the side wall panel111to provide structural reinforcement to the side wall panel111.

Although implementations of the structures and techniques disclosed herein enable roof spans to be very wide without the use of intermediate beams that extend vertically from the roof structure to the floor of the building, adding one or more such intermediate beams can extend the roof span even further. An example of such an intermediate beam302is shown inFIG. 18andFIGS. 19A-19E.

The intermediate beam302shown inFIG. 18, for example, is coupled to the bottom chord114of the truss assembly112by a gusset plate122. More particularly, the intermediate beam302is coupled to the gusset plate122by four bolts304and the gusset plate122is coupled to the bottom chord114of the truss assembly112by two bolts306. The intermediate beam302can have any of a variety of possible profiles including, for example, a c-channel profile, a back-to-back c-channels profile, etc.

The intermediate beam302includes several sections that are coupled to one another with a small joint plate308at each joint. The intermediate beam302is coupled to the floor310(e.g., concrete slab) by a clip312.

FIGS. 19A-19Eshow an example of the spacing between intermediate beams302in approximately 200-foot wide buildings (FIGS. 19A and 19B), approximately 300-foot wide buildings (FIGS. 19C and 19D) and approximately 400-foot wide buildings (FIG. 19E).

While a number of examples have been described for illustration purposes, the foregoing description is not intended to limit the scope of the invention, which is defined by the scope of the appended claims. There are and will be other examples and modifications within the scope of the following claims.