DUAL NETWORK DOME STRUCTURE

Abstract: A reticulated dome structure (20) has an inner structural network (24) and an outer structural network (26). Each network has structural members (34, 38) connected at junctions (36, 40) to form various shapes of dome structures including: vault, vault with rounded ends, triangular, stadium, intersecting vault, and spherical. The junctions have two plates (54, 56) with the structural members fastened (68) therebetween to form moment bearing junctions. Tubular braces (32) are connected according to a desired plan between outer network junctions and inner network junctions to establish a desired substantially parallel spacing between the networks and to transfer loads locally between the networks. The network members subdivide outer and inner surfaces into polygonal areas which are of a uniform kind in the outer network. The outer network openings can be closed by closure panels (29, 170) which laterally stabilize the outer network members to which they are connected and structurally enhance that network.

Description: DUAL NETWORK DOME STRUCTURE Field of the Invention This invention concerns domes and dome-like structures of large span. More particularly, it pertains to structural systems which define such structures and in which upper and lower networks of structural members of high section modulus define respective surfaces which preferably are concentric, the networks being maintained in spaced relation by interconnecting braces which are of small section modulus and which transfer loads locally between the networks. Background of the Invention Every year numerous multi-purpose sports arenas are built around the world. These stadia are often covered for weather protection, climate control, and acoustic control of the inside environment. The large maintenance costs of existing fabric and steel structures as well as the ever increasing construction costs of these stadia have created a need for the development of efficient structural systems that can reduce the weight ofthe overall cover, reduce the loads on the support structure or other foundation, shorten the construction time, integrate with roof or closure arrangements rather than merely support them, reduce the maintenance costs over the life ofthe structure, and reduce the construction cost ofthe structure. Single network geodesic domes with up to 420 ft spans have been designed and constructed using extruded aluminum beams. Such a single network geodesic dome is described in the context of U.S. Patent 3,909,994 to Richter which is incorporated herein by reference. The proven advantages ofthe use of aluminum in large span construction have enabled aluminum domes to compete successfully against steel, wood, and fabric domes. The advantages of aluminum construction include its light weight, corrosion resistance, ease of manufacturing, reduced maintenance, and high strength to weight ratio. The basic contour ofthe surface of a dome, apart from local features ofthe surface, usually is a portion of a surface of revolution, such as a portion of a sphere, cylinder, ellipsoid, as examples. Other kinds of surface contours have been and can be used. An approach to the structural design of a dome is to use a single network of structural members, or struts, which are located in and define the dome's basic contour surface and which are interconnected to subdivide that surface into a lattice of triangular, rectangular, pentagonal, hexagonal or other polygonal areas. The lattice area shape is exclusively or predominantly, in most instances, that of one kind of polygon. The construction of that structural network is simplest when all of the struts in the network are of uniform cross-section. From a buckling point of view, for typical live loads or snow loads the dome areas most susceptible to failure are its central areas. In the dome central region, loads are applied normal to the struts and cause those struts to buckle more readily than at the perimeter ofthe dome where the struts are more vertically oriented and form an acute angle relative to the applied loads. If struts of depth and cross-sectional area adequate to carry central region loads are used throughout the dome, substantial portions ofthe dome will be over-designed. The dome will be heavier and more costly than truly required. If the use of stronger/deeper structural members is confined to the portions of the dome which are most susceptible to failure, complicated and expensive junction/hub connections are required at those places in the dome where structural members of different depths interconnect. This is especially true for large domes with concentrated loads at the center, such as sports arenas. Theoretically, single network aluminum domes of this known kind can be used to span large distances, but as spans increase, so do the necessary size and commensurate cost of the struts which preferably are made by extrusion processes. Also, the large-section extrusions are produced in a limited number of places, leading to long lead times for order, delivery delays, and further increases in cost. Further, the size of structural shapes produced by the extrusion manufacturing process is limited. Specifically, aluminum extrusions can only be manufactured in depths up to 14 inches. In addition, aluminum has a low modulus of elasticity. These factors limit to approximately 450 ft. the span which single network aluminum dome structures built with struts of uniform sections can cover, and therefore, these circumstances effectively prevent domes of this kind from being used to enclose athletic stadia and the like where span distances on the order of 600 ft. or greater are required. These considerations are magnified for sports arenas and other applications that require low profile or low rise covers (i.e., shallow having low height). Thus, the maximum span of an aluminum single network low rise dome is smaller than 450 ft and buckling is a more serious problem. Single network low rise aluminum domes have been designed and built with spans up to 320 ft. in diameter, and these domes have approached the limits of the single network technology for low rise aluminum domes. To accentuate the problem, shallow domes are generally preferred over taller domes in most architectural applications, but because buckling is a more serious problem in shallow large diameter single network domes, single network aluminum extrusion domes are currently infeasible for many applications. The most common mode of failure of single network low rise geodesic domes is called snap through buckling. In snap through buckling, the dome reverses curvature and cannot support applied loads over at least a portion of its area. Spherical domes and other curved structures are susceptible to snap through buckling. Unlike most structures, single network geodesic domes exhibit nonlinear geometric behavior. That is, as incremental load is applied, the incremental deflection of the structure becomes disproportionately larger. Snap through occurs when the structure is no longer capable of carrying load or the deflection ofthe structure becomes very large for a small incremental load. Such failure can occur when natural loads, such as wind, snow, or ice are added to design loads from lights, scoreboards, sound equipment, climate control equipment, cat walks, and other equipment suspended from the interior ofthe dome and the aggregate loads exceed the bucking capacity ofthe structure. Construction of reticulated dome structures, i.e., domes in which the structural members are aligned along the lines of a network grid, can be performed using a large tower at a center opening in the structure; that opening may be closed later. An annular center portion of the structure is begun at (assembled around) the base ofthe tower and is attached to the top ofthe tower with hoist cables. When assembly of that initial top (central) portion of the dome is completed, it is raised upwardly by the hoist cables and the next portion (ring) ofthe structure is constructed at ground level as an outward extension ofthe annular central portion ofthe dome. This procedure is repeated until the structure is completed. This is a safe and efficient method for constructing a dome structure. However, when constructing a dome structure with a span of approximately 450 feet or greater, the height of the tower required to perform the erection becomes prohibitive, and this method of construction cannot be utilized. Further, this method is impractical for structures with shapes other than spherical. Without the tower, the structures must be constructed by the attachment to the structure of one member at a time building slowly upward. This method can only be used for structures up to 250 ft in diameter and requires work in a dangerous environment high above ground level in mobile man-lifts to construct the entire structure. This approach also requires extensive shoring to prevent deformation ofthe structure during construction. The foregoing circumstances demonstrate that a need exists for improved and efficient aluminum structural systems that can make use of aluminum extrusion technology to cover large sports arenas beyond approximately 450 ft. in span and which can utilize low profile designs for structures beyond approximately 400 ft. Further, benefit would be gained by using structural members which have a uniform cross sections. Further, there is a need for an efficient and safe method of constructing large aluminum reticulated dome structures and reticulated structures having non-spherical shapes. Thus, it is desirable to design and construct large span aluminum structural systems with aluminum members having the same depth throughout respective portions ofthe structure and to devise a safe method for constructing large structural systems with varying curvature. Brief Summary of the Invention There is provided in the practice of this invention a novel structural system for domes and the like comprising an upper network and a lower network each formed in a respective curved surface by structural members of uniform sections connected at hubs or junctions. The surfaces defined by the two networks are segmented by the structural members into upper and lower network openings. A plurality of spacing braces serve only to transfer load between the two networks and to maintain spacing between the networks. The braces transfer loads between the networks substantially only locally. The sections (i.e., cross sections) of the members in the upper and lower network are large compared to the sections of the braces. In a preferred embodiment of the invention, a plurality of closure panels are attached to one of the networks (preferably the upper network) to form a closure system or roof which is integrated into the structural system, rather than merely being supported by it. The upper network is preferably fully triangulated between the nodes, but in an alternate embodiment the upper network is divided into rectangles. The shapes ofthe openings in the lower network can vary in size and shape. The lower network may include rectangles, hexagons, pentagons, triangles, or some combination thereof. Further, the lower surface may also be fully triangulated so that there is one triangle on the upper network for every triangle in the lower network. The triangles ofthe lower network can be enlarged (i.e. the triangulation frequency is reduced), so that there are, for example, four triangles in the upper network for every triangle on the lower network. The upper network structural members or struts have substantially the same transverse cross section. The same is true of the lower network struts, and for greater convenience, the lower struts can have substantially the same transverse cross section as the upper struts. The braces provide the requisite, preferably uniform, spacing between the two networks. The braces have small cross sectional dimensions compared to the network struts because the braces only transfer relatively small loads locally between the two networks and because ofthe high bending stiffness ofthe two networks and the behavior ofthe system (when used for large span domes) which is characterized by equal axial loads for both networks. In many cases three braces extend from each junction of the lower network to different junctions of the upper network. In one embodiment, three braces extend from each junction ofthe upper network to different junctions ofthe lower network, and in another embodiment, two braces extend from each junction ofthe upper network to different junctions of the lower network. In still another embodiment, four braces extend from each lower junction to the upper junctions. These and other arrangements of the internetwork braces is a reflection of the different network lattice arrangements made possible by the high bending stiffness of each ofthe two networks. Each junction in each network is comprised by an upper plate and a lower plate having the structural members (struts) fastened therebetween to form moment bearing junctions with high node rigidity in the independent and individual networks. Depending on the shapes of the openings defined by the network, the number of structural members attaching to a junction varies. In triangulated networks, the number can range from two (2) to six (6). Three structural members connect to a junction in a hexagonal network; six structural members connect to a junction in a fully triangulated network; in a large triangle configuration some junctions have six structural members connected thereto and some j unctions have two structural members connected thereto. In a rectangular configuration, there are four braces connected to each junction if the networks are out of phase, and four braces connected to every other junction in each network if the networks are in phase. Upper networks have these struts interconnected to form either only triangular network openings or only rectangular network openings. The lower network junctions in one kind of dome of this invention are preferably aligned with centers of the openings defined by the upper network struts. Further, the structural systems having upper and lower networks can be used to design structures with varying curvature to form overall contours and configurations, including partial spherical, stadium, elliptical, oval, triangular, various types of vaults, and others. The vaults include forms such as a standard vault, a vault with rounded ends, and an intersecting vault. This invention also provides a novel reticulated structure comprising a plurality of structural members connected at junctions to form a plurality of cone shaped sections. The cone sections are connected to form an ellipsoidal surface structure with an elliptical footprint. In a preferred embodiment for larger structures, the ellipsoidal structure has an internal network and an external network. Further practice of this invention provides a novel method for constructing a dual network reticulated structure on a support surface. The method comprises constructing first outermost or perimeter subassemblies of the structure, positioning the outermost subassemblies into a desired attitude and position relative to the support surface, constructing a second set of subassemblies for either attachment to the first subassemblies or positioning relative to the support surface or both, positioning the second subassemblies, and successively repeating construction of further subassemblies and attaching the subassemblies where desired to complete the structure. In a preferred embodiment ofthe invention, an outermost subassembly of approximately 100 ft by 60 ft is secured to the foundation, and connecting the structural members to the junctions comprises fastening an upper gusset plate to top flanges of a plurality of I-beam structural members and fastening a lower gusset plate to bottom flanges ofthe I-beam structural members, thereby forming a moment bearing junction. Further, constructing the outermost section comprises assembling a perimeter section, and the subassemblies are constructed so that they include external structural members and internal structural members with the spacing braces therebetween. Preferably, the subassemblies are constructed at ground level and raised into position relative to existing subassemblies for attachment thereto. The dual network structural systems provided by this invention are materially different from those arrangements known as space frames. Space frames are defined by usually tubular members which usually are ofthe same diameter throughout the frame, the tubes all having the same manner of interconnection between them at nodes in the three-dimensional framework formed by the tubes. Space frames provide structural support for something else in most cases. When space frames are used in enclosed, i.e., roofed, structures, the roofing system is separate from and is merely supported by the space frame. In structural systems of this invention, on the other hand, the braces which extend between the load-carrying networks are of much lesser structural capacity than the network members, can and preferably do have cross sectional areas and geometries much different from the network members, and the requirements of their connections to the networks are modest compared to the requirement for the connections between the members in a network. Moreover, the present structural systems integrate and cooperate with roofing closure panels in a way which enhances the structural capacity ofthe dual networks. These and other features and advantages ofthe present invention are more fully set forth in the following detailed description and the accompanying drawings in which similar reference characters denote similar elements throughout the several views. Brief Description of he Drawings FIG. 1 is a perspective view of a spherical, triangular grid dual network structural system according to the present invention; FIG. 2 is a schematic cross-sectional view ofthe structure of FIG. 1; FIG. 3 is a top plan view of the dual network structure of FIG. 1 taken within area 3 illustrating a high frequency fully triangulated external network and a low frequency fully triangulated internal network; FIG. 4 is a schematic and fragmentary plan view ofthe triangulated configuration ofthe internal network of FIG. 3; FIG. 5 is a top schematic plan view ofthe structure according to FIG. 1; FIG. 6 is a fragmentary plan view of a sector of the view of FIG. 5 illustrating a transitional section between the upper and lower geometries ofthe structural system. FIG. 7 is a plan view, similar to that of FIG. 3, of a second configuration for the networks illustrating a triangulated internal network; FIG. 8 is a plan view, similar to that of FIG. 3, of a third configuration for the networks illustrating an internal network with hexagonal shaped openings; FIG. 9 is a schematic plan view ofthe internal network of FIG. 8 having hexagonal shaped openings; FIG. 10 is a schematic elevational view of still another arrangement for the internal network having both hexagonal and triangular shaped openings; FIG. 11 is a perspective view of a junction ofthe dual network structural system of FIG. l; FIG. 12 is a perspective view of a building having a roof comprising a dual network vault shaped reticulated structural system; FIG. 13 is a perspective view of a building having a roof comprising a dual network vault shaped reticulated structural system with rounded ends; FIG. 14 is a schematic perspective view illustrating a step in designing the structure of FIG. 13; FIG. 15 is a perspective view of a building having a roof comprising an intersecting vault shaped dual network reticulated structural system; FIG. 16 is a perspective view of a dual network triangular shaped reticulated structural system that is covering a baseball stadium, e.g.; FIG. 17 is a perspective view of a stadium shape dual network reticulated structural system having a central opening; FIG. 18 is a perspective view of a dual network ellipsoidal shaped reticulated structural system covering an elliptical building; FIG. 19 is a schematic perspective view illustrating a step in designing the structure of FIG. 18; FIG. 20 is a perspective view of a conically shaped dual network reticulated structure; FIG. 21 is a schematic top view of a dual network reticulated structural system in which the external and internal networks subdivide their respective surfaces into rectangles; FK122 is a top plan view of a junction ofthe dual network structural system of FIG. 21 ; FIG.23 is a fragmentary perspective schematic diagram ofthe arrangement of external and internal networks and braces in a still farther dual network system according to this invention; FIG. 24 is a diagram which illustrates certain relationships in the system represented in FIG. 23; FIG. 25 is a fragmentary perspective view of a pin connection of a brace to a hub in the system of FIG. 23; FIG. 26 is a fragmentary cross-sectional elevation view of a network closure and roofing subsystem which is useful in a dual network structural system according to this invention; and FIG. 27 is a fragmentary schematic diagram the arrangement of network struts and braces when the networks are in phase relative to each other. Terminology Network - an arrangement or assembly of structural members interconnected in and defining a surface of desired contour or curvature. Surface - a real or imaginary curved surface in which are located the several structural members of a network with their interconnections. Grid - the lattice-like geometric arrangement of lines on the surface ofthe network to which the position of structural members correspond. Strut - a structural member positioned along one ofthe grid line of a network. Junctions (Hubs) - the physical structures which interconnect struts at defined places or points in a network. Junctions are located at nodes of reticulated surfaces. Node - the idealized point in a grid representing the intersection ofthe grid lines. Brace - a physical element which interconnects and defines the spacing between two networks and the surfaces defined by the networks. Geodesic - a structural system is geodesic in that the principal load carrying features of the structure are arranged along geodesic lines, i.e., lines which pass over the shortest distance between two separated points on a surface; on a sphere, geodesic lines are arcs of great circles; the science of geodesies provides a way of subdividing a sphere so as to be triangulated by great circles. Triangulate - to reticulate by interconnecting struts to divide the surface into the triangular shaped openings or openings having a shape defined by the omission of struts and/or junctions necessary to form triangular shaped openings; Triangulation Frequency - the number of triangular shaped openings per unit area of surface adjusted by the number of gridlines on the surface, by the number of nodes having corresponding junctions, and by the number of struts corresponding to gridlines. Internal Network - the network in a dual network structural system which is toward the inside of the space bounded by the system; also called a lower network. External Network - the network in a dual network structural system which is toward the outside ofthe building or the like in which the system is present; also called an upper network. Detailed Description Figure 1 shows an external (upper) network of a clear span, reticulated dual network dome structural system, generally designated 20, which is the shape of a partial spheroid. The dome is geodesic in that a plurality of the lines of the grid (which define the positions of struts discussed below) are great circles 21 ofthe sphere. The great circles define sectors therebetween. Other shapes and forms of reticulated structures will be discussed below. Some ofthe structures are geodesic in nature, others are not. Unless otherwise noted, the following discussion is generally applicable to all ofthe shapes of structural systems discussed below. Referring to a cross section (FIG. 2) of the structure shown in FIG. 1 , the dome is a reticulated structure resting on a support surface 22 or other foundation and having an internal (lower) network, generally designated 24, and an external (upper) network, generally designated 26. The separation between the networks, which is in the range of approximately 1 to 3 meters, is small when compared to the overall size ofthe structure. For some applications the support surface is movable. The external network is an outer layer that supports and integrates a closure system, roofing subsystem, or shell 28 made up of closure panels 29 (FIG. 3) in a manner which contributes to the structural behavior of the dual network system. The external and internal networks cooperate to define an internal cavity 30 which may have various openings to it through the networks depending on the application of the structure. Preferably, the closure panels are secured in place along the edges of each opening (see Fig. 26) to close the triangular openings defined in the network. The panels can be designed to provide a watertight skin which can be opaque, translucent, or transparent and can provide varying levels of sound insulation. The panel mounting arrangements described and shown in U.S. Patent Nos. 3,477,752, 3,909,994, or 3,916,589 can be used if desired, and these references are hereby fully incorporated herein by reference. The internal network is spaced inwardly from and is connected to the outer network by spacing braces 32 (FIG. 2). The inner and outer networks are similarly shaped, so in this embodiment, each network is spherical and both networks lie in surfaces which preferably have the same center of curvature. Thus, the structure is a spherical dual network dome. Though it is preferred that the closure panels close the openings of the external network, the panels can also, or alternatively, close the internal network openings if desired. Referring to FIG. 3, as previously indicated, the structural system is comprised of external and internal networks. The external network 26 comprises external structural members or struts 34 joined at external junctions 36. Similarly, the internal network 24 comprises internal structural members (struts) 38 joined at internal junctions 40. The struts are connected to form a plurality of network configurations which subdivide the surfaces defined by the networks into various polygonal openings 42. The shapes of the openings in the present embodiment are defined by triangulating the double curved surfaces that define the shape of the structure and by placing junctions at the nodes and struts on the lines of the network grids. In some of the embodiments to be discussed below, junctions are omitted at some nodes, and struts are omitted at some of the gridlines. However, the surface is still triangulated in that the openings could readily be made triangular in shape by placing a junction at every node and a strut at every grid line. FIGS. 3, 7, 8, 23, and 27 depict the dual network dome in structurally simplified terms; they illustrate geometric aspects of and relationships between external and internal networks and the locations of braces between networks, of network struts, and of junctions between struts and braces. For ease of illustration in FIGS. 3, 7, 8, 23 and 27 the struts are shown in simplified form. The true natures ofthe struts and braces in dual network domes according to this invention are better and more correctly shown in FIGS. 1 1 and 26. FIG. 11, for example, shows that the network struts have depths and cross-sectional areas which are significantly greater than those ofthe braces, that the struts preferably are defined by aluminum extrusions having cross-sectional configurations of wide flange beams, and the braces preferably are defined by lengths of aluminum pipe or structural tubing. The struts in the upper and lower networks preferably have the same cross-sections except for those features of upper network struts shown in FIG. 26 which cooperate with closure panels to provide a load transferring and weather tight connection between those struts and those panels. It is within the scope of this invention, however, that the upper network struts can have a section modulus which is different from the section modulus of the lower network struts. It is the materially greater section modulus ofthe network struts (upper and lower)and high bending stifϊhess ofthe network connections, as compared to the braces, which affords the variability of network geometries and arrangements, and the range of overall dome shapes and forms, a factor which distinguishes the present large span dome structures from conventional space frames. In the embodiment shown in FIG. 3, the internal and the external networks are out of phase. When the networks are out of phase, the nodes ofthe internal network are radially aligned below the centers of area ofthe triangles of the external network; compare FIG. 23 where the networks are in phase. Preferably, the location ofthe members ofthe inner network are defined by the external network. Once the triangulated exterior network is defined, for out of phase networks the nodes ofthe interior network are defined at the radial projections ofthe centers of the openings 42, and the inner nodes are connected in a triangular pattern as shown in FIGS. 3 and 7 or a hexagonal pattern as shown in FIG. 8. In an inner network with large triangles or full triangulation, FIGS. 3 and 7 respectively, the nodes are placed at every other opening. In other configurations, such as FIGS. 8, 23, and 27, different patterns can be used. The preferred configuration of the outer network is fully triangulated or, in the instance ofthe arrangement shown in FIG. 21, fully rectangulated. That is, with reference to FIG. 3 each typical junction ofthe external network 26 has six struts connected thereto, so that each junction cannot have another strut attached thereto. In this network configuration, all the geometric outer network openings 42 are triangles. In the configuration of the inner network, shown schematically in FIG. 4, the openings are large triangles 44. The internal junctions have different numbers of struts connected to them depending on their position in the network. Nodes at the vertices 46 ofthe triangles have corresponding junctions of six struts, and nodes at the midpoints 48 of the sides of the triangles have corresponding junctions of two struts. Thus, the internal network has a lower triangulation frequency than the external network. In this configuration there are four (4) triangles in the outer network for every triangle in the inner network. This configuration is obtained by triangulating the inner surface and omitting struts corresponding to a regular pattern on the grid so created. As can be seen in FIG. 1 , the networks predominantly consist of hexagons further divided into triangles by strut members. However, some dome designs can require occasional pentagonal shaped openings 49 or other shaped sections, which are preferably further triangulated, to complete the structure. The pentagonal shaped openings of FIG. 1 are located at adjoining corners ofthe bases of deltoid sectors defined between the great circle lines 21 ofthe spherical dome 20 shown in FIG. 1. Referring additionally to FIGS. 5 and 6, the dome of FIG. 1 has an upper (central) geometry 25 and a lower (perimetral) geometry 27. The dark lines of FIGS. 5 and 6 are the external struts 34; the light lines are the internal struts 38, and the dashed lines represent the spacing braces 32. The upper geometry is comprised ofthe deltoid sectors 35 bound by the great circles 21 ofthe sphere. Thus, there are several transitional sections in the dome as well as in the other structures to be discussed below. The upper geometry, which is commonly called a Lamella geometry extends to the transition section where the pentagonal openings 49 are located. In the structural system 20 shown, the internal network has no pentagons. The lower geometry of dome 20 comprises rings, generally designated 33 (see FIG. 6), of triangles forming an extension section which completes the dome. Preferably, the triangles in the extension section are deformed to make the rings more circular, and the inner network is fully triangulated in the extension section and in the transition section between the upper and lower geometries. In the transitional sections between sectors of symmetry ofthe upper geometry, the inner network includes a row of rectangles 37 which run up to a center hexagon, generally designated 39, at the top center ofthe dome. The external nodes 41 (see FIG. 6) corresponding to the inner rectangles 37 have four spacing braces connected thereto, and the external hexagons above the rectangles have a high degree of irregularity when compared to the other external hexagons. Extemal central node 43 has six spacing braces extending therefrom to the nodes of a central internal hexagon, which is smaller in size than the other hexagons of the internal network and located directly below the external center node 43. With no pentagons in the internal network, the outermost internal rectangle along each sector of symmetry in each row with surrounding internal hexagons is connected to the nodes ofthe extemal pentagon 49 with the spacing braces. These unique transitional configurations make possible the use of the systems defined in this invention on a typical dome geodesic geometry. Referring to FIG. 7, a different configuration of network struts utilizes a fully triangulated external network 26A and a fully triangulated internal network 24A. Thus, the internal and external triangulation frequencies are the same. Again, in the preferred embodiment shown, the nodes ofthe internal network are substantially radially aligned with the geometric centers ofthe openings of the external network; with the full triangulation ofthe internal network, the nodes ofthe extemal network are also radially aligned with the geometric centers ofthe triangles in the internal network. For nonspherical structures, the nodes of the internal network and the geometric centers ofthe triangles in the outer network are aligned along a radial line normal to the outer surface. For structures of this kind, as compared to the kind of structures shown in FIG. 23, the internal nodes are located by projecting lines from the area centers ofthe outer network openings. The lines projected from the geometric centers are normal to the planes defined by the structural members which connect to form the openings. When both the networks have the same triangulation frequency, there are the same number of triangles in each network. The equally triangulated internal network is preferable for some applications because, for example, there are more structural members in the FIG. 7 lower network configuration than the lower network configuration of FIG. 3, and therefore, the former can bear greater loads. Generally, the higher the number of struts there are in a network configuration, the greater the load it can support. Thus, the triangulation frequency is, in part, a function ofthe expected loading ofthe structure. Another internal configuration is shown in FIGS. 8 and 9. The internal network 24B is comprised of hexagonal openings 46. In the hexagonal internal network configuration, each junction has three struts connected thereto. Dashed lines 47 (FIG. 9) illustrate that the configuration is obtained by triangulating the surface and omitting junctions and struts in a regular pattern. The dashed lines represent omitted struts and node 55 represents an omitted junction. Thus, the regular pattem of omitted struts and junctions forms the hexagonal openings of this network configuration. In FIG. 10, the internal network 24C is comprised of hexagonal 48 and triangular 50 openings. Each strut 52 forms a side of a hexagon and a side of a triangle, and four (4) struts connect to each junction. Dashed lines 51 again illustrate that the configuration is obtained by triangulating the surface and omitting a regular pattem of struts and junctions represented by dashed lines 51 and node 53 respectively. Any of these network configurations can also be used in an extemal network, but the fully triangulated or fully rectangulated configuration is preferred for the extemal network. A preferred embodiment of a network junction is shown in FIG. 1 1. FIG. 11 depicts a lower (internal) network junction; an upper (extemal) network junction would appear as an inversion of FIG. 11. The junction comprises a circular bottom gusset plate 54 and a circular top gusset plate 56 with struts 58 interposed between the plates. The preferred strut cross section is that of a wide flange I-beam. Each I-beam strut has a central web 63 with a flange 64 at each end ofthe web to form an "I" shape. I-beam struts are preferred over other cross sections such as a pipe because ofthe greater section modulus provided by the relatively large amount of material that is positioned at the greatest distance from the center of the strut. Further, the flanges of the I-beam lend themselves well to attachment to the gusset plates. The struts 58 are fastened to the plates with conventional fasteners 60, such as load controlling bolts, which extend through holes 62 in the plates and the flanges 64 ofthe I-beam struts. For an internal network junction, the spacing braces 32 can be attached to the upper side of the top gusset plate 56 with flanges 66 which are affixed, as by welding, to the brace ends and which overlap the flanges 64 of the flanges ofthe I-beams, so that the rows of fasteners, generally designated 68, which attach the braces, connect both a flange ofthe I-beam and a flange ofthe spacing brace to the gusset plate. For an extemal junction, the spacing braces attach to the lower side ofthe bottom gusset plate in a similar fashion. Because the junctions have top and bottom gusset plates, the junctions are able to resist moments which result from forces applied to the structure, and the networks exhibit node rigidity. Further, with a moment bearing joint, struts buckle in an S pattem while a pin-jointed strut would buckle in a parabolic pattem. The loads are distributed mainly as axially load through the struts of the networks, and any loads in the spacing braces are also mainly axially transmitted. Thus, the local moments do not propagate significantly past adjacent junctions as a moment but are converted at the moment bearing junctions into axial load in the remaining members ofthe networks. The moment bearing junctions also increase the load required to cause a snap through type failure ofthe overall dome structure. As noted more fully later herein, the upper network struts are laterally stabilized by the panels which are installed to close the upper network openings, and the stiffness ofthe connections between the struts in each upper and lower networks allows for removal of braces so that some ofthe network nodes can be unsupported. As stated above, the internal and extemal networks are preferably evenly spaced from each other over the entire structure. To that end the spacing braces hold the inner and outer networks apart. Further, the spacing braces transfer small loads locally between the networks and otherwise do not aid the overall structural integrity of the dual network structure. The loads carried by the braces are very small. As a practical matter, the loads carried by the braces are local differential network loads. For example, if the struts in a given area are loaded with fifty (50) kips, the loads in the spacing braces may be as low as one (1) kip. The braces maintain the spacing between the networks and transfer local load differences between the networks, so that the inner and outer networks each bear that portion ofthe dome environmental and applied loads to which the network was designed. The internal and extemal networks then disperse and axially transmit their respective shares of total dome loads to the foundation or other support structures such as columns. It is preferable that both the internal and extemal networks extend to a common foundation, but the extemal network and internal network may extend to separate foundations or only one ofthe networks may extend to a foundation. In the later case, the spacing braces near the edges ofthe structural system will bear relatively high loads as they transfer loads back to the network supported by the foundation. The dual network structures exhibit shell behavior. Shell behavior, as contrasted with truss behavior, means both networks are similarly loaded in compression or tension as the case may be. Thus a load applied inwardly on the structure results in both the inner and outer networks being loaded in compression. In a truss system a top layer would be loaded in compression while the bottom would be loaded in tension. Because the braces do not significantly help bear the dome loads, it is not necessary to use large section modulus braces. Therefore, small hollow aluminum pipe is preferred. The tubular aluminum pipes are less expensive than the I-beam extrusions and are available in many sizes. The tubular braces have a largest diameter that is smaller than the depth "d" of the associated wide flange I-beams. The tubular aluminum pipes can and preferably do have a much smaller cross sectional area and modulus than the I-beams struts. FIG. 25 illustrates an important point which is not confined to the dual network arrangement depicted in FIGS. 23 and 24. It is that the connections of braces to network junctions can be designed as pinned connections 150. A pinned connection cannot transmit moments, only axial loads, i.e., tension or compression. The fact that true pinned connections of braces to network junctions can be used in the practice of this invention demonstrates that the magnitudes and natures of brace loads are meaningfully different from the magnitudes and natures ofthe loads encountered and transmitted by the network struts and the network junctions. Depending on the configuration of the internal network, the number of spacing braces attached to each junction can vary. In the embodiments of FIGS. 3 and 7, three spacing braces 32 extend from each extemal junction 36 to three adjacent internal junctions 40. The same is true for the internal junctions. Three spacing braces extend from the internal junctions to the three adjacent extemal junctions. In the embodiment shown in FIG. 8, the internal junctions have three spacing braces extending therefrom to the three adjacent extemal junctions, but because nodes have been omitted in the internal network, each extemal junction has two spacing braces extending therefrom to different adjacent internal junctions. In the embodiment of FIG. 10, the internal junctions again have three spacing braces extending therefrom to the three adjacent extemal junctions, and like the embodiment of FIG. 8, some nodes have been omitted. However, not as many nodes have been omitted in the embodiment of FIG.10. Therefore, some of the extemal junctions have three spacing braces extending therefrom and others have two spacing braces extending therefrom. In both cases, the braces extend to different and adjacent junctions ofthe internal network. The kinds of dual network arrangements described above have the unifying characteristic that their networks are out of phase. That is, that the junctions in the upper and lower networks are not aligned along a common line from the common center of curvature of the dome in the case of domes having spherical or similar curvature, or are not aligned along common lines normal to a common axis of symmetry in the case of domes having cylindrical or similar curvature. FIGS. 23 and 24 depict a dome structure 160 in which the upper and lower network surfaces are identically reticulated (triangulated, in this instance) and the lattice of one network is superimposed (projected) upon the lattice ofthe other network. In this latter second kind of dome according to this invention, corresponding nodes are aligned along common radii from the center of curvature or along common perpendiculars to the structure's surface. Thus, the networks are in phase. This relationship is shown in FIG. 23 which is a fragmentary schematic view (with perspective attributes) of a portion of a dual network arrangement in which the network lattice arrangements are the same and are superimposed. In FIG. 23, the solid lines represent struts in the upper network 161, the relatively light broken lines represent struts in the lower network 162, and the relatively heavy broken lines represent braces 163 between the networks. In related FIG. 24, the heavy lines represent upper network struts 165 and their junctions 166, and the lighter lines represent lower network struts 167 and their junctions 168. FIGS. 23 and 24 illustrate a characteristic of this kind of dual network arrangement, namely, that only one junction in each pair of aligned (registered or superimposed) junctions has braces connected to it, and those braces lie in planes defined by the parallel upper and lower strut members. In FIG. 24, lower network junctions which have braces connected to them are circled, and upper junctions which have braces associated with them are encompassed by squares. Each braced junction in a network is in the center of a hexagon of unbraced junctions in that network. There are no aligned unbraced junctions. Each braced junction in the upper network typically has six braces connected to it. Each braced junction in the lower network typically has three braces connected to it. FIG. 25 shows that the braces in dual network dome structural systems of this invention can have pinned connections 150 at each of the junctions to which the individual braces are connected. A brace coupling member 151 is generally in the form of a channel having a base 152 and spaced walls 153 perpendicular to the base. The base is conveniently secured to a junction gusset plate 154 by use ofthe same bolts or other fasteners 68 used to secure an adjacent network strut 155 to that gusset plate. A pin 156 is suitably held in a pair of aligned holes in the opposite side walls 153 and passes through a passage formed through a brace 157 near its end. The pin is disposed perpendicular to the length ofthe brace. Pinned connections like those shown in FIG. 24 can be used in place of the brace connection structures shown, e.g., in FIG. 1 1 and 22 if desired. The synergistic combination of the two networks and the spacing braces enables construction of a rigid low profile structure capable of spanning distances of 900 feet or more while supporting substantial equipment loads. This combination also permits the use, even for such large spans, of aluminum I-beam extrusions in readily available sizes. The preferred sizes have depths "d" between ten (10) and fourteen (14) inches. Further, the same size struts can be used throughout the networks. Therefore, with the exception of features such as those shown in FIG. 26 on the top surface of the extemal struts which form components ofthe closure system for the openings in the network, each strut has a substantially uniform transverse cross section throughout its length, and the struts all have substantially the same depth. Though the inner and outer networks can use I-beams with different depths, it is preferred, for simplicity, that both the inner and outer networks use the same size I-beams. Still further, the synergistic combination allows construction of relatively low profile structures having large or small spans, and if a free span structure is not required, the present invention can be utilized to construct enormous structures or extremely low profile structures having vertical supports, such as columns, extending from the structure to the foundation. The discussion ofthe spherical dome shown in FIGS. 1 and 2 is pertinent to the following description of other dome structures having different overall contours. Therefore, the following discussion of these further structures focuses on features of contour which distinguish them from the spherical dome. In the spherical dome, the internal and extemal networks are preferably concentric. In the following structures, the internal and extemal networks preferably have common volumetric centers and common centers or axes of curvature for the different extemal and internal network contours. Figure 12 is a perspective view of a dual network structural system of vault style, generally designated 70, with the outer network fully triangulated. The ends 72 of the vault are vertical walls which extend downwardly from the circularly cylindrical or other arched profile of the vault to the foundation 74. In the embodiment shown, the foundation is a building, and the vault is secured to the top ofthe building's outer wall. However, other foundations such as vertical walls, a sliding track, the ground, or a concrete slab will function as a foundation for the spherical dome, the vault, the following structural systems, and others. Figure 13 is a perspective view of a dual network structural system of vault style, generally designated 76, with rounded ends 78 and the outer network fully triangulated. The ends 78 of the vault are preferably of spherical curvature and have a radius of curvature larger than the radius ofthe cylindrical body 79 so that the intersections between the ends and the vault body are not smooth, but other arcs can be used for both the vault and ends. If the curved ends have the same radius as the cylindrical body, the transitions between the ends and body will be smooth. This is desirable because the smooth transitions will cause the structure to exhibit shell behavior. The foundation 80 again comprises a building, and the reticulated structure is fastened to the top ofthe outside wall ofthe building. Referring additionally to FIG. 14, the shape ofthe structural system is obtained as a part of a surface of revolution 93. An imaginary plane 95 is passed through the surface of having an axis of symmetry 91 revolution and positioned so that the line of intersection ofthe plane with the surface has a foot print equivalent to the supporting structure or foundation 80. Figure 15 is a perspective view of a dual network structural system of intersecting vault style, generally designated 82. An intersecting vault comprises four arcuate regions 84, 86, 88, 90. All four regions can have a different curvature, but in the preferred embodiment shown, the opposing arcuate regions have the same curvature. Thus, the front 84 and back 86 regions have the same curvature, and right 88 and left 90 regions have the same curvature. Similar to the other vaults, the foundation 94 shown is a building. The vault structures are especially useful for substantially rectangular or other four sided applications such as libraries, museums, and convention centers, and aluminum is ideal for natatoriums. These applications frequently require spans on the order of 600 feet and greater. Prior to the development of the dual network structures ofthe present invention, reticulated aluminum structures could not be used in these large span applications. Thus, the disclosed dual network dome technology can reduce the cost of buildings and the maintenance costs of buildings by making economically feasible reticulated structures strong enough to cover large spans and composed of structural elements of modest size which are relatively readily obtainable. Figure 16 is a perspective view of a triangular grid dual network triangular structure, generally designated 96. This shape can be described as a triangle or deltoid with rounded vertices. The triangular structure is useful to cover baseball stadiums, and in the embodiment shown, the baseball stadium is the foundation 98 for the triangular structure. With the capability to cover large spans and the simplicity of the dual network structure, it is economically and structurally feasible to add roofs to existing baseball stadia. Figure 17 is a perspective view of a triangular grid dual network, stadium shaped (elongate oval) annular sh-uctural system, generally designated 100, with a central opening 102. Stadium shape as used herein refers to a stmcture covering the outer portion ofthe foundation leaving the central opening; there is no dome stmcture over the playing field 104, but the seats 106 in the stadium can be or are covered. As with the above structures, the stadium serves as the foundation 108 for the reticulated dome-like stmcture. Figure 18 is a perspective view of a triangular grid dual network ellipsoidal structural system, generally designated 110. The ellipsoidal stmcture is supported on a foundation 112 which is a building or a stadium having an elliptical footprint foundation. Referring additionally to FIG. 19, the contour ofthe dome stmcture is obtained by rotating a desired closed shape, here an ellipse, about a major axis 116 creating an ellipsoidal surface of rotation 1 18. An imaginary plane 120 is passed through the surface of revolution to obtain the contour of the structural section 122 ofthe surface of revolution, and the plane is positioned so that the line of intersection ofthe plane with surface 118 corresponds to the plan shape ofthe foundation 1 12. The structural portion is then reticulated (subdivided) into polygonal geometric shapes such as squares, rectangles, triangles, and other shapes. The plane 120 is replaceable with a representation ofthe actual foundation, so that the structural design is determinable for a nonplanar foundation. Each row of elements 114 of the ellipsoidal stmcture normal to the axis of revolution 1 16 is a partial cone. The cones intersect smoothly to complete and define the overall dome stmcture. Thus, the cones combine to form an elliptical footprint to match the elliptical shape ofthe foundation. This approach to subdividing the surface greatly simplifies a method used to obtain an ellipsoidal configuration. Further, using the simplified elliptical stmcture in combination with the dual network technology, permits ellipsoidal shaped stmctures to be used in large span applications such as football stadiums. Still another structural system is shown in FIG. 20. The dual network stmcture 124 of FIG. 20 is conical in shape and extends beyond its foundation 126. These various embodiments illustrate the design versatility ofthe present invention. Figure 21 illustrates a stmctural system 128 that is divided (reticulated) into rectangles 130 instead of triangles. System 128 is well suited for applications where the overall contour ofthe dome is cylindrical and the axis ofthe cylinder is parallel to the shorter sides ofthe rectangles. System 128 has upper struts 132 forming an upper network and lower struts 134 forming a lower network. For sake of clarity, not all ofthe lower struts are shown. The inner and outer networks are connected by spacing braces 136 connected at nodes 138. In this embodiment, the inner and outer networks are out of phase. That is, the nodes of each network are not aligned with a line normal to and extending from the centroids ofthe openings of the other network. However, in- phase rectangulated dual network stmctural systems can be used if desired, as shown in FIG. 27. FIG. 27 schematically shows a typical portion of a stmcture 180 in which both an upper network 181 and a lower network 182 have rectilinear grids defining square openings between their respective st ts. For each aligned pair of junctions in the networks, only one junction has braces connected to it, namely, four braces 183. In each network, braced and unbraced junctions alternate with each other along each grid line. The braces lie in the planes defined by aligned parallel struts in the respective networks. As a consequence, the braces can be connected to the network junctions by use of the same fasteners which are used to establish non- welded connections of the stmts of their respective networks to their junctions; that is a beneficial characteristic of in-phase networks which have the feature that braces lie in planes defined by parallel stmts at corresponding locations in the two networks. Figure 22 shows a junction, generally designated 140, similar to the junction shown in FIG. 1 1, which can be typical of a network junction in system 128. In this embodiment, a top gusset plate 142 and bottom gusset plate (not shown) are rectangular, have four stmts 132 attached to the respective sides and four spacing braces 136 extending diagonally from the comers. The spacing braces and strut members are connected to the gusset plates with fasteners 144. FIG. 26 is the same in essential content as FIG. 6 of U.S. Patent 3,909,994, to which drawings and the related text of that patent reference is made. FIG. 26 shows the connection of a pair of sheet metal (preferably aluminum) closure panels 170 to related features defined in the upper portion of a preferred upper network strut 177 in the practice of this invention. The closure panels have a platform shape which conforms to the triangular or rectangular upper network openings of which the st t forms a boundary. Except at its comers where each panel is differently fabricated for sealing at a junction in the manner described in U.S. Patent 3,909,994, each edge of each panel is contoured 172 to define an offset margin for cooperation in a corresponding one of a pair of upwardly open longitudinally extending recesses defined by the strut's upper stmcture. When so disposed in a recess, the panel margin is clamped to the stmt, together with the panel closing the network opening on the other side ofthe stmt, by a batten 173 which carries resilient gasketing 174 along both of its opposite long edges. The batten is secured to the stmt by a series of screws .175 or other threaded fasteners passed through the batten at intervals along its length into threaded engagement with the opposing longitudinally serrated surfaces of a third upwardly open central recess formed in the upper portion of the stmt, preferably in the course of manufacture ofthe stmt by an extrusion process. The recesses are defined between two suitably contoured outer ribs 176 and two inner ribs 177, all of which are parallel to each other. As shown by FIG. 26, the clamping of the closure panels to the upper network stmt is achieved in such a way that the panels stracturally augment the stmts by supporting the stmts laterally against buckling. The network, preferably the upper one, to which the panels are connected to form a roof over the space enclosed by the dual network dome stmcture does not merely support the roof, it integrates the roof into the dual network arrangement. Such integration contributes to the beneficial behavior of the dual network and to the economic benefits ofthe dual network dome. FIGs. 1 1, 22, and 25 illustrate a point which is important in the context of aluminum structural systems. It is that the connections between stmts in each network are non-welded connections, and the connections of the braces to the networks do not rely on the use of weldments in any places which can affect the network stmts or the network stmt connection arrangements. The stmctural properties of aluminum are so affected by welding that good stmctural design principles require a substantial reduction (on the order of 50 percent) in the stresses allowable in welded elements. While welding of connection flanges or plates to braces is depicted in FIGs. 1 1 and 22, those welds are in locations which do not affect the network stmts and their interconnections. Thus, stmts of reasonable depths and availability can be used effectively and efficiently in the dual network dome stmctures of this invention. Most known space frame systems, on the other hand, have some form of welded connection between their stmctural elements. Environmental loads, such as wind or snow loads, applied to the closure panels in the finished dual network dome are transferred to the boundary stmts as bending loads on the stmts. That bending moment in any stmt is transmitted by the moment-stiff, rather than moment compliant, stmt junctions to adjacent stmts essentially as an axial load in the adjacent struts. In stmts three or four nodes removed from a given stmt subjected to bending loads, the transferred loads from the given stmt are seen purely as axial loads. Also, to the extent either of the networks in the dual network arrangement locally carries a disproportionally high local load due to environmental loads or internal applied loads, such local network load differentials are distributed between the networks by axial loads in the braces in and closely around that area. Workers skilled in the art to which this invention pertains will note that, while conceptually and structurally very different, dual network arrangements according to this invention have load carrying behaviors akin to the load carrying behaviors of honeycomb panels in which the face sheets carry similar loads and the honeycomb core carries minimal loads while maintaining the face sheets in the desired parallel or other spaced relation. The present dual network dome stmctures can be used for roofs of double curvature having spans of over 900 feet, and for roofs of single curvature having spans of over 600 feet. Because of those large spans and the range of shapes which the dual network stmctures make possible, and because of the weight of such domes, such large span dual network stmctures cannot be constmcted with the central tower method previously described. However, the rigidity of the dual network stmcture permits large subassemblies of the structure, in the order of approximately 100 feet by 60 feet and greater, to be constmcted at ground level and raised into position where they can be connected to the foundation or previously erected portions of the stmcture. Further, subassemblies can be constructed away from the construction site and transported thereto. A preferred method of constmction utilizing the dual network concept of this invention comprises constructing, as a series of subassemblies, an outermost section of the reticulated structure, and positioning the outermost section in a desired attitude and position, which is preferably its final position, relative to the foundation. It often will be convenient to assemble an outermost dome section around the entire perimeter ofthe dome and positioned relative to the foundation on suitable shoring. For most applications, it is preferable that the initially assembled portions ofthe dome be attached to the foundation before proceeding. Internal subassemblies or other outermost subassemblies ofthe stmcture are then assembled at ground level and raised into position relative to the previously erected subassembly or subassemblies by a crane or cranes. The subassemblies are then attached in the desired place to the previously erected portion ofthe structure and supported with additional shoring if required. Several internal subassemblies are preferably raised and attached substantially simultaneously, and preferably the internal subassemblies are attached so that the edges of constmction of the stmcture are always substantially the same height. The subassemblies are constmcted so that they include at least three junctions but far larger subassemblies are preferred. The subassemblies shown in FIGS. 3, 5, and 6 include up to 31 junctions. Each subassembly includes a portion of the extemal network and a portion ofthe internal network connected by the spacing braces. This provides a subassembly with sufficient bending stiffness for erection by this method. Further subassemblies are repeatedly constmcted and attached to the previous subassemblies until the stmcture is completed. Alternatively, a portion ofthe stmcture is completed that extends from one point on the perimeter ofthe stmcture to an opposite point on the perimeter ofthe stmcture. This sequence of attaching the subassemblies may be preferable for some forms of domes. A mobile man-lift is used to lift workers to the junctions where the subassemblies are being connected. In the conventional method, the mobile man-lift must lift workers to every connection point of the stmcture. Thus, in the present method, the workers spend far less time working high above the ground. This method of erection also minimizes the amount of shoring because of the high bending stiffness ofthe installed portions ofthe dome and ofthe subassemblies to be added to them. The aluminum dual network constmction is rigid, and therefore, a large subassembly suspended by a crane for positioning and attachment does not deform as a less rigid single network stmcture would. For example, a single network stmcture or a stmcture without moment bearing junctions would be insufficiently rigid for successful constmction by this method. Further, the rigidity ofthe dual network stmcture substantially reduces the need for shoring the structure during constmction. Thus, the time required to construct the dome stmctures, the scaffolding and shoring materials required, and the time working high off the ground are all reduced by this constmction method which is made possible by the high bending rigidity ofthe disclosed dual network reticulated structural systems. Thus, dome stmctures are disclosed which utilize two preferably concentric and similar stmctural networks to dramatically increase the span which is practically and economically feasible for reticulated stmctures to cover. A method of constmction is disclosed which utilizes ground constmction of portions ofthe stmcture to more efficiently and safely construct large span reticulated stmctures and reticulated stmctures of varying shapes. Further, ellipsoidal and other differently contoured dome stmctures are described which utilize a plurality of cylindrical or other regularly curved sections to more efficiently construct a reticulated structure having an elliptical or other desired footprint. Still further, a method of designing dome stmctures is disclosed which utilizes a surface of rotation divided by a plane to define the overall shape ofthe stmcture. While preferred embodiments and particular applications of this invention have been shown and described, it will be apparent to those skilled in the art that other embodiments and applications of this invention are possible without departing from the fair scope of this invention. It is, therefore, to be understood that, within the scope ofthe appended claims, this invention may be practiced otherwise than as specifically described.

Claims: WHAT IS CLAIMED IS: 1. A reticulated dome stmcture supportable on a foundation and comprising: an extemal stmctural network in an outer surface of desired contour and including a plurality of extemal stmts connected at moment-stiff extemal junctions, the extemal network subdividing the outer surface into extemal network openings of essentially uniform polygonal kind, an intemal stmctural network in an inner surface of contour similar to the outer surfaces contour spaced inwardly from the extemal network and including a plurality of intemal stmts connected at moment-stiff intemal junctions, the intemal network subdividing the inner surface into intemal network openings, and a plurality of linear spacing braces of small cross sectional area relative to the stmts interconnected between selected intemal network junctions and selected extemal network junctions and transferring loads between the networks substantially only locally and substantially only axially, each network being supportable on the foundation separately from the other network. 2. A stmcture according to claim 1 in which the extemal and intemal networks are essentially parallel to each other. 3. A stmcture according to claim 1 in which the extemal stmts and the intemal stmts are defined by aluminum wide flange beams. 4. A structure according to claim 1 in which the cross sectional areas and dimensions ofthe extemal and intemal stmts are the same. 5. A stmcture according to any one ofthe preceding claims in which the braces are defined by aluminum tubular elements. 6. A stmcture according to claim 1 further comprising a closure subsystem including a plurality of closure panels connected to the extemal stmts and closing a plurality ofthe extemal network openings. 7. A structure according to claim 1 in which the extemal and intemal networks extend to a common foundation. 8. A stmcture according to claim 1 in which the connections between stmts at the external and the intemal junctions, and the connections of the braces to the extemal and the intemal junctions, are bolted connections. 9. A stmcture according to claim 1 in which the openings in the extemal and intemal networks are rectangular and each intemal junction lies on a line normal to the outer surface at the center of area of an extemal network opening. 10. A stmcture according to claim 9 in which four braces connect to each extemal junction and to each intemal junction. 1 1. A stmcture according to claim 1 in which the openings in the intemal and extemal networks are rectangular and each intemal junction is aligned with an extemal network junction on a line normal to the outer surface at the center ofthe extemal network junction. 12. A stmcture according to claim 1 1 in which, in each aligned pair of extemal and intemal junctions, only one of the junctions has braces connected to it. 13. A stmcture according to claim 12 in which the rectangular extemal openings have sides and ends parallel to a respective intemal network opening and the braces lie in planes defined by corresponding extemal and intemal stmts. 14. A stmcture according to claim 13 in which each braced junction has four braces connected to it. 15. A stmcture according to claim 1 in which the extemal network openings are triangular. 16. A stmcture according to claim 15 in which the extemal and intemal networks triangulate their respective surfaces at the same frequency. 17. A stmcture according to claim 16 in which each intemal junction is aligned with an extemal junction on a line normal to the outer surface at the center ofthe extemal junction. 18. A stmcture according to claim 17 in which, in each aligned pair of extemal and intemal junctions, only one ofthe junctions has braces connected to it. 19. A structure according to claim 18 in which each extemal braced junction has six braces connected to it. 20. A stmcture according to claim 15 in which each intemal junction lies on a line normal to the outer surface which passes through the center of area of a triangular extemal network opening. 21. A structure according to either one of claims 17 or 20 in which there are fewer intemal junctions than extemal junctions. 22. A stmcture according to claim 21 in which the intemal network openings include hexagonal openings. 23. A structure according to claim 15 in which the intemal network triangulates the inner surface at a triangulation frequency which is lower than the frequency at which the extemal network triangulates the outer surface. 24. A structure according to claim 1 in which the connections of each brace to the extemal and intemal networks is a pinned connection. 25. A method for constmcting a reticulated dome stmcture in which substantially parallel extemal and intemal stmctural networks define outer and inner surfaces respectively and are composed of straight stmctural stmts interconnected at respective network nodes and in which the networks are interconnected between at least selected nodes by braces, the method comprising the steps of: constmcting a stable first subassembly which includes at least three nodes of each network and associated braces, positioning the first subassembly in the position relative to the support which it will occupy in the finished dome stmcture, constructing a stable second subassembly which includes at least three nodes of each network and associated braces, positioning the second subassembly adjacent to the first subassembly in the position which the former will occupy in the finished dome stmcture, connecting the second subassembly to the first subassembly, constmcting, positioning and connecting further stable subassemblies each having at least three nodes of each network interconnected by associated braces, and at appropriate times, connecting the subassemblies to the support. 26. The method according to claim 25 in which an initial group of subassemblies are constmcted, positioned and connected to each other and to a supporting foundation in a ring-like manner to define a complete outer portion ofthe dome around its perimeter, in which a second group of subassemblies are constmcted, positioned and connected to the connected subaseemblies ofthe first group in a ring-like manner to define a further annular portion ofthe dome, and repeating the steps of constmcting, positioning and connecting in sequence further groups of subassemblies to form further progressively smaller annular portions ofthe dome.

Inventors: LOPEZ ALFONSO E, LOPEZ, ALFONSO, E.
Applicants: LOPEZ ALFONSO E, TEMCOR, LOPEZ, ALFONSO, E.
Application year: 1997
Main classification: E04B7
IPC codes: E04B1, E04B7