Title of Invention: Structural panel and method of fabrication Abstract: A process for manufacturing a structural panel includes determining structural loads to be placed upon the structural panel. The structural panel is manufactured from at least two generally parallel and spaced-apart thin-shell cementitious skins that are joined by a truss. The thickness of each cementitious skin is selected to meet the structural loads to be placed thereon and each skin is shaped to center reinforcement in the skin. Detailed Description: RELATED APPLICATION This application claims priority from provisional patent application Ser. No. 60/621,195, filed Oct. 22, 2004, and claims priority as a continuation-in-part of U.S. patent application Ser. No. 10/823,082, filed Apr. 12, 2004, which claimed priority as a continuation-in-part of U.S. Pat. No. 6,718,712, issued Apr. 13, 2004, which claimed priority from provisional application Ser. No. 60/127,224, filed Mar. 31, 1999. BACKGROUND OF THE INVENTION The present invention relates generally to construction materials. More particularly, the invention concerns structural panels and methods for their manufacture which employ fillers, together with a reinforcing structure comprised of commercially available components, which when assembled and faced with a durable covering provides a building component. Prefabricated structural building panels are utilized in the construction of structures such as houses and commercial, industrial and institutional buildings. They are also utilized in the construction of non-building structures such as retaining walls, fences, and cisterns. The pre-manufacturing of the panels allows for lower costs and faster construction than available with conventional, in-situ piecemeal construction. Prefabricated structural concrete insulating panels (SCIPs) are typically comprised of a filler medium reinforced with metal lattice structures and surrounded by a metal mesh or cage. A coating, such as stucco, air blown cementitious mixtures or the like, is applied to the face surfaces to complete the building process. While these structural panels have been useful in the construction industry, they have had the disadvantage of being costly and sometimes unavailable in rural areas. They also have the disadvantage of not being able to be custom engineered and fabricated to meet the load demands of a particular structure and are only available in a few, structurally limited, configurations. Lightweight plastic materials, including many different types of foamed synthetic resins and expanded plastic foams such as urethanes, polystyrenes, and the like, have a number of properties that are highly desired in building materials for various types of structures such as walls, roofs and the like, and these plastic materials have been the customary filler material utilized in structural panels. However, such materials are manufactured from petrochemical substances and have potential environmental damage issues associated with them. There is also the increasing price of these fillers due to the finite quantity of petroleum resources and their depletion. Additionally, there is the difficulty in obtaining plastic foams in developing countries and remote locations as well as the high cost of shipping to these locations due to plastic foam volume to weight ratio. Companies which provide structural panels produce their own specialized metal lattice or truss structures and metal meshes having various wire gauges and wire bends which deviate from industry standards. For example, industry standard masonry reinforcement trusses use a zigzag configuration having approximately thirty degree (30°) bends or a ladder truss with straight web members rather than zigzag members. At least one company produces lattice structures having forty-five degree (45°) bends for use in their structural panels, a configuration that is more structurally sound but which also increases the cost of the structural panel due to production economics. Typically, such structural panels are limited to only one thickness option. The wire gauges of the wire mesh are often altered at key structural points to reinforce the structural panel. While structurally superior, these designs result in increased expense passed to the end consumer. The design of the structural panel may also be complicated which further increases production costs. For example, the structural panel of U.S. Pat. No. 5,487,248 (incorporated by reference herein) utilizes preformed plastic foamed filler elements that create chambers when brought together for the later insertion of wires, pipes, etc., used within the building. In rural areas and foreign countries many of these specialized materials are not available and must be shipped, further increasing expense or prohibiting the area from using pre-fabricated structural panels altogether. Previous methods of fabricating panels with a wire truss structure and a wire face mesh have been made utilizing machines and techniques which resulted in panels being limited in the dimensions of the components employed. This effectively stopped a panel from being an engineered panel in that the fabrication methods and machines were so inflexible in their nature and function that the nature of the machine determined the outcome of the panel. If a different panel was desired, a new machine was needed to make the new panel type or, at least, extensive, time consuming, and costly modifications or re-fabrication of the machine, was required. The manufacture of all Structural Concrete Insulating Panels (SCIP) to date has involved significant capital investment due to the complexity of the machinery required, or, in the case of low-cost methods, it has been very limited in breadth of capacity in terms of sizes of panels able to be produced. In addition, most methods of production have required high levels of technical skill to operate as well as utility (electrical and water) and other support not readily available in developing nations. Also, all other systems have a linear manufacturing path which results in the entire operation being shut down if any part of it fails. Various types of presses are generally described in U.S. Pat. Nos. 4,226,067 and 5,487,248. These presses are typically a combination of manual and pneumatic operation, manually loaded, and then, pneumatically applied pressure to compress the panel stack. They have been mounted on factory floors as well as on transportable platforms, such as tow-able trailers. A significant drawback to this design is the linear product flow. The panel stack is typically stacked at one end of the apparatus and the stack passes forward to the compression area of the apparatus. In the compression area the work of attaching the face mesh is performed. This serves to connect the interdigitally arranged trusses to one another, trapping the core filler members between them, and maintaining the panel in a compressed condition. Once this face mesh is attached, the panel may move forward, leaving the apparatus, and freeing the apparatus for the next panel. While the panel is in the compression area the apparatus is essentially idle and the work of stacking the next panel must await completion of the attachment work and for the panel to vacate the apparatus, freeing space for the next panel and another stack to be prepared. These machines typically produced a maximum panel size of twenty feet long and four feet wide. The length of the machines compression segment dictated the length of the panel and the width was a normal construction unit as well as a practical height limit for pre-stacking the trusses and core material. Longer panel lengths are of great value in taller walls and longer span floors and roofs in order to avoid the costly, cumbersome and time-consuming splicing of shorter panels, otherwise required. While longer apparatus' could be fabricated, allowing for longer panels, this compounds the problem of other work halting while the panel is in the compression section of the apparatus. This results from there being much more surface to affix the face mesh to, thereby lengthening the time that other, shorter duration tasks would be idle. While these idleness problems might be overcome through task realignment of the crew, a more significant problem is that all previous machines were limited in their capacity to accept a wide variety of panel thicknesses. These early apparatus' also had as inability to change the position of the core relative to the face of the panel. These problems result from the nature of the apparatus'. From the means used to hold the stack of foam and truss in correct alignment during compression and the means for attachment of the face mesh while under compression. These two problems are significant because the ability to employ deeper trusses allows for greater panel strength and greater spans. The ability to align the core material in an eccentric configuration, rather than always centric, relative to the panel face is important in floor and roof applications as well as in eccentrically loaded walls, such as retaining walls. When used as a floor or roof, the panels are performing an engineering function akin to a continuous beam. Consequently, the upper surface is in compression while the lower surface is in tension. This routinely results in the need for the upper concrete skin to be thicker than the lower skin. Because the best performance of the thin shell concrete skin is achieved with the reinforcement centered in the concrete, it is of great structural value to be able to move the core material to an eccentric configuration, relative to the panel face so that the reinforcement in both the thicker upper concrete skin and the thinner lower concrete skin are both in the center of their respective thin shell skins. The linear nature of the apparatus also limits the maximum number of persons that can productively work the apparatus, thereby resulting in a fixed maximum output. Both the linear work flow and the limited thickness flexibility result in the means of increasing product output being the addition of entire machines. This is a relatively high-cost solution. The nature of the apparatus' in the gauge and depth of the wires in the trusses and the gauge and density of the wires in the face mesh also limited previous panel manufacturers. This is a significant problem and demonstrates a need that, if the load on the structure increases, increasing the gauge or depth of the truss and/or increasing the gauge and density of the mesh allows for a panel to be produced that can resist this increased load. No previous SCIP manufacturer has undertaken an engineering approach to the design of an SCIP. This is principally because their output was limited in variation. Rather than take an engineering approach, the manufacturer was better served, practically and financially, by taking a tested product approach. This approach entails the testing of the product and generating a graph or table showing the structural capability of the product. Since prior SCIP products are very few in number from any particular manufacturer, about five different configurations, the testing so very few products is relatively inexpensive. Since each different configuration was very fixed, having a table or graph for the structural capacity of each of the few configurations was adequate. A last issue is that because such machines have been in the public domain for so long there is no opportunity for patent protection and the resultant business benefits that flow from such protection. Accordingly, there is a need for a structural panel that is designed is to overcome the above limitations. There is a further need for SCIP panels that can be manufactured by developing nations as well as inner-city business development. There is an additional need to provide a composite structural concrete panel that avoids or minimizes the above-mentioned problems. There is a further need for a means for manufacturing SCIP panels that is low cost, requires little or no technical skills or experience and minimal utilities. There is a need for a process of constructing panels that avoids the cost of producing a new machine or remodeling an existing machine for each design of panel. There is an additional need for a process of constructing panels that employs a machine dimensionally adjustable for different panel designs. There is a further need for engineering theories, mathematics and processes that allow an engineer to design structures built with panels of such a breadth of configurations. The current invention also relates to concrete construction in general. Concrete is one of the most widely available building materials in the world. It is widely used because of it's attributes of significant durability, strength, fire resistance, and resistance to such things as mold, mildew, and destruction by pests and vermin. However, concrete is typically made from a mixture of Portland cement and aggregate. Portland cement is a commodity that is relatively expensive. It is costly to produce, transport, store and has steadily risen in price over time. Concrete construction also typically requires the use of reinforcing steel to enhance the performance of the concrete. Unreinforced concrete has excellent compressive strength but comparatively poor tensile strength. The placement of reinforcing steel within the concrete mass greatly improvs the structural performance of concrete. However, reinforcing steel is a commodity that is relatively expensive. Reinforcing steel is costly to produce and it has steadily risen in price over time. Reinforcing steel is also very heavy and as a result costly and dangerous to install. Reinforced concrete has, as it's single largest drawback, it's own mass. It is very heavy, typically weighing over 150 pounds per cubic foot. In fact, it is so heavy that a significant percentage of the total reinforcing steel required in concrete structures is there to overcome the loads imposed by the mass of the concrete itself, commonly known as the dead load. Lastly there is a very high cost in forming concrete. Concrete is typically placed in a wet, viscous state, inside of formwork. The formwork must be installed accurately because it will determine the final shape and appearance of the concrete. The formwork must also be very strong to withstand the load of the reinforcing steel, the wet concrete and the live load of the workers installing the steel and concrete. This formwork is also temporary. Once the plastic concrete and dried and cured and achieved the designed strength to hold it's own weight and the other loads imposed on it, the formwork is disassembled and removed. The result is that the formwork is very costly. It is routine that the cost of formwork is more than the cost of the concrete and reinforcing steel, combined. Hence, this temporary structure is the most costly element of a concrete structure. All of the above combine to result in a construction process that is slow and costly. A typical sequence of reinforced concrete construction is a) lay out and install the formwork, b) lay out and install the reinforcing steel, c) place the concrete, d) wait for the concrete to cure and reach it's designed strength (28 days is the standard to reach design strength), e) remove the formwork. All of the work in concrete construction requires skilled craftsmen. The formwork is critical, the placement of the reinforcing steel is critical, and the proper handling and finishing of the wet, plastic concrete is critical. There is a need for processes, engineering, methods and products combining to reduce or eliminate the disadvantages of reinforced concrete construction while retaining the great advantages of reinforced concrete construction. The present invention fulfills these needs and provides other related advantages. SUMMARY OF THE INVENTION The present invention relates to pre-fabricated structural panels which utilize commercially available materials, and a cost-efficient and simple method of construction. Accordingly, the main objective of this invention is a novel and improved structural panel which can be constructed in a wide variety of thicknesses, widths and lengths without dependence on limited source and costly materials. A process for manufacturing a structural panel includes determining structural loads to be placed upon the structural panel. The structural panel is manufactured from at least two generally parallel and spaced-apart thin-shell cementitious skins that are joined by a truss. The load data is collected and the physical characteristics of the panels are selected. The collected load data includes longitudinal, shear and bending loads upon the structural panel. The thickness of each cementitious skin is selected to meet the structural loads to be placed thereon. The components of the structural panel are sized to meet the loads to be placed thereon. The components of the structural panel are varied to meet the loads. During manufacture of the structural panel, a plurality of fillers are aligned with a plurality of trusses in an alternating sequence. The aligned trusses and fillers are pressed to form a panel core. Commercially available wire mesh is overlayed over opposing side surfaces of the panel core and the wire mesh is attached to the trusses by attaching commercially available metal ties to connection points of the wire mesh and trusses to hold the panel core together. Masonry reinforcement trusses are provided that have two substantially parallel rods interconnected by a wire bent around the rods in a zigzag configuration having approximately 30° bends. The fillers are comprised of solid foamed material filler, stabilized organic material fillers, wattles containing filler material, a bio-mass or cloth. A commercially available lathing member is embedded within the structural panel. A durable coating is applied to the panel core and attached wire mesh. The durable coating comprises the cementitious skins. The fillers can be removed after applying the durable coating. During application of the durable coating, the thickness of the durable coating can be varied. In this regard, the durable coating on one side of a structural panel is thicker than the durable coating on an opposite side thereof. Bailing wire is tied to the connection points of the wire mesh and trusses to hold the panel core together. Upholstery clamps are clamped to the connection points of the wire mesh and trusses to hold the panel core together. A plurality of the structural panels can be combined to form a structure. Other features and advantages of the present invention will become apparent from the following more detailed description, taken in conjunction with the accompanying drawings which illustrate, by way of example, the principles of the invention. BRIEF DESCRIPTION OF THE DRAWINGS The accompanying drawings illustrate the invention. In such drawings: FIG. 1 is an elevation view of a commercially available truss used in accordance with the present invention; FIG. 2 is an elevation view of another commercially available truss used in accordance with the present invention; FIG. 3 is an elevation view of a panel core having alternating trusses and fillers; FIG. 4 is a schematic view illustrating the positioning of a wire mesh adjacent to opposing side surfaces of the panel core of FIG. 2 after compressing the panel core; FIG. 5 is a partly fragmented perspective view of a fabricated structural panel embodying the present invention and having a durable coating applied thereto; FIG. 6 is a partly fragment perspective view of a lathing member such as the one embedded in the panel of FIG. 5; FIG. 7 is a partly fragmented perspective view of another fabricated structural panel embodying the present invention and illustrating the relation of lattice structure, core filler elements, wire mesh, C-ring connectors, durable coating, voids in the core and the shaping of core material at truss contact lines to create thicker concrete and resultant increased structural capacity; FIG. 8 is an elevation cross-sectional view of the panel of FIG. 8; FIG. 9 is a top plan cross-sectional view of the panel of FIG. 7; FIG. 10 is a partly fragmented perspective view of an additional fabricated structural panel embodying the present invention that uses wattles as filler members; FIG. 11 is a perspective view of a wattle that serves as a filler member in the panel of FIG. 10; FIG. 12 is a partly fragmented perspective view of another fabricated structural panel embodying the present invention that uses a vanishing or removable core; FIG. 13 is a perspective view of an embodiment of a mechanical press machine and a cart that can be quickly and easily adjusted to allow the fabrication of panels as specified by engineering requirements; FIG. 14 is an enlarged perspective view of the cart of FIG. 13 showing the side arms laterally adjusted, moved apart from each other; FIG. 15 is an elevation view of the cart of FIG. 13; FIG. 16 is a cross-sectional view of the lower portion of the cart of FIG. 13; FIG. 17 is a partial orthogonal view of the lower portion of the cart of FIG. 13; FIG. 18 is another partial orthogonal view of the lower portion of the cart of FIG. 13; FIG. 19 is a perspective view of an embodiment of a pneumatic/hydraulic press machine and a cart that can be quickly and easily adjusted to allow the fabrication of panels as specified by engineering requirements, shown with the pressing bar in a lowered position; FIG. 20 is another perspective view of the press machine of FIG. 19, shown with the pressing bar in a raised/pressing position; FIGS. 21 through 23 are flow charts of a process of designing, fabricating and erecting a structural panel; FIG. 24 illustrates a cross-section of a panel embodying a composite shell structure of the present invention that shows the physical dimensions used in calculations such as thickness of the shell, pitch of the truss, and depth of the truss; FIG. 25 is a Force-Moment (P-M) curve; FIGS. 26 and 27 illustrate cross-sections of a non-slender wall panel of the present invention with the tensile and compressive forces shown acting on the panels; FIGS. 28 and 29 are, respectively, side elevation and cross-sectional elevation views of a panel embodying the present invention showing broad and narrow buckling of the shell; FIGS. 30 and 31 are graphs illustrating the results of applications of various formulae and the effect of variations in depth and gauge of trusses and thicknesses of the shells in terms of buckling capacity; FIGS. 32 and 33 illustrate gravity loading on a non-slender wall formed by a panel of the present invention as seen in, respectively, a Force-Moment (P-M) curve and a panel embodying the present invention with tensile and compressive forces applied to the panel; FIGS. 34 and 35 illustrate gravity loading on a slender wall formed by a panel of the present invention as seen in, respectively, a Force-Moment (P-M) curve and a panel embodying the present invention with tensile and compressive forces applied to the panel, FIG. 36 shows a warren truss of a type used in panels embodying the present invention; FIGS. 37 and 38 illustrate, respectively, a truss combination of a type used in panels embodying the present invention and out-of-plane loading on a panel using that truss combination; FIG. 39 illustrates another truss combination of a type used in panels embodying the present invention; FIG. 40 illustrates in-plane loading on a squat wall; FIG. 41 illustrates in-plane loading on a tall wall; FIG. 42 illustrates a machine used for bending metal mesh for panels embodying the present invention; FIGS. 43-50 are various views of a brace stick embodying the present invention; FIG. 51 illustrates the brace stick of FIGS. 43-50 holding a panel embodying the present invention at an angle; FIG. 52 illustrates an enlarged view of the brace stick of FIG. 51 engaging the wire mesh of the panel; FIG. 53 illustrates the brace stick of FIG. 51 holding up a panel embodying the present invention in a generally vertical position; FIGS. 54-62 are various views of a corner alignment pole embodying the present invention; FIG. 63 is a perspective view of the corner alignment pole of FIGS. 54-62; FIG. 64 is a perspective view of the brace stick of FIGS. 43-50 engaging the corner alignment pole of FIGS. 54-62; FIG. 65 is an enlarged perspective view of the brace stick engaging the corner alignment pole in FIG. 64; FIG. 66 is a perspective view of a number of brace sticks engaging corner alignment poles with a guide wire strung between the corner alignment poles; and FIG. 67 is a perspective view of a number of brace sticks engaging a corner alignment pole at the intersection of two panels embodying the present invention with a guide wire being used to align the panels. DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS In accordance with the present invention, an exemplary commercially available truss 70 is illustrated in FIG. 1. The truss 70 generally comprises a wire 72 having a series of bends 74 around a pair of mutually spaced apart side rods 76. The rods 76 are laid in parallel fashion along the bends 74 of wire 72 and welded or otherwise attached to the wire 72 to provide a generally planar configuration. The trusses 70 are constructed and sold in varying widths which can be utilized for the creation of different thicknesses of structural panels. Such trusses 70 include commonly available masonry reinforcement trusses and space frame trusses, although other commercially available trusses may be used. As is common in the industry, center wire 72 is bent in a zigzag configuration to provide strength to the truss 70. The angle of the bends 74 may be varied depending on structural loading imposed on the panel, for example masonry reinforcement trusses traditionally have approximately either 30° or 60° wire bends as shown in the drawings to form triangles within the trusses 70. Of course, other commercially available trusses may have different angles within the bent wire. The gauge of the side rods 76 and the bent wire 72 may be varied to resist varying loads. For example, a ten gauge wire may be used for heavier load applications and a twelve gauge wire for lighter load applications. The side rods 76 and the bent wire 72 may be smooth wire or deformed. The use of deformed wire creates greater mechanical adhesion between the wires 72 and a cementitious coating as will be further described. Another exemplary commercially available truss 78 is illustrated in FIG. 2. The truss 78 generally comprises a wire 80 that is linearly disposed between a pair of mutually spaced apart side rods 82. The rods 82 are laid in parallel fashion and welded or otherwise attached to the wire 80 to provide a generally planar configuration. The trusses 80 are constructed and sold in varying widths which can be utilized for the creation of different thicknesses of structural panels. Such trusses 80 include commonly available masonry reinforcement trusses and space frame trusses, although other commercially available trusses may be used. The gauge of the side rods 82 and the wire 80 may be varied to resist varying loads, as outlined above. The side rods 82 and the wire 80 may be smooth wire or deformed. Other commercial trusses may be combinations of trusses 70, 78 that include bent wire 72 and linear wire 80. As shown in FIGS. 3 through 6, a structural panel 90 of this invention has a panel core 92 that includes a plurality of elongated filler members 94 in face-to-face contact at surfaces 96 and 98 with the trusses 70 interdigitated with the filler members 94. The plurality of elongated filler members 94 lay in a mutually contiguous arrangement. Between opposed surfaces 96 and 98 of the filler members 94 are alternatingly placed trusses 70 of the type shown in FIG. 1 and aligned with the filler members 94. Each elongated filler member 94 has opposite side surfaces 100 extending generally normal to the opposed surfaces 96 and 98 as shown in FIG. 3. A rectilinear cross-section is the norm but not necessary. Trapezoidal shapes would allow for the construction of curvilinear panels. The filler members 94 can be of a solid foamed type, such as solid plastic foamed material or glass foamed material. The elongated filler members 94 may also be made from a variety of organic materials comprising agricultural waste or biomass such as straw or wood chips hammer milled or otherwise broken and added to a stabilizer such as cement. The primary requirement is that the finished organic filler elements have sufficient physical strength to be useful over the period of time of manufacture and erection of the panels and resist the stresses of the application of the cementitious covering. The stabilizer should prevent the environment, insects, rodents and the like, from eating away or degrading the organic material. The foamed material or stabilized organic material is made into the required shape and dimensions to form a panel core sub-assembly. The organic material filler member 94 can be blown into plastic bags or combined with a polymer and poured, extruded or otherwise formed into free standing members as is known in the art. The use of an organic filler material in the form of biomass or agricultural waste instead of the plastic filler material of prior art allows for the panels to be made more readily in areas where plastic filler materials are not readily available or cost prohibitive. Wood chip concrete is a common material which could be employed as the filler material; however other organic materials which could be formed in the requisite shape would serve to accomplish the desired panel configuration. Examples include corn stocks, bamboo, kenaf, rice hulls, rice straw, orchard thinnings, grain straw, shredded paper, scrub brush, or any organic fibrous material (i.e., biomass or agricultural waste) which could be formed into the needed shape. The organic filler material can be formed to size or can be formed in panels or blocks of larger sizes for efficiency of manufacture and then cut to size. In addition to utilizing cement as a binder for the organic material, the use of plastic additives such as recycled PET bottles, the use of recycled tires, the use of asphalts, adhesives or binders generated by the plants under imposed conditions such as steam and pressure, can all be utilized to form the organic material into shapes which can be employed in the fabrication of the structural panels 10. As shown in FIG. 4, lateral compressive pressure is applied to the layered filler members 94 and trusses 70 by a suitable press 102. Thus, the trusses 70 are sandwiched between the opposed surfaces 96 and 98 of each filler member 94 to form a solid core 92. Preferably, the resultant structure is a plurality of filler members 94 stacked together wherein the opposed surfaces 96 and 98 are held tightly together with the layers of trusses 70 imbedded in surfaces 96 and 98. However, only sufficient pressure to allow for the application of wire mesh 104 is required. Where less pressure is applied such that the completed panel is not rigid of itself, a straightening rod (not shown) may be temporarily applied in the field, so that sufficient rigidity is available for the application of a cementitious coating 106. Having a less rigid core panel 92 can also present some application advantages where curvilinear structures are desired. While the norm is for the press 102 to be a mechanical apparatus, it may be sufficient to have the press be nothing more than hand pressure. The press does not need to be bi-directional. There may be sufficient compression achieved with pressure generated from one side 108 of the stacked members against a fixed surface on the opposite side 110 of the stack. The wire mesh 104, formed of lateral wires 112 and longitudinal wires 114, is laid against the side surfaces of the pressed core of trusses 70 and filler members 94 and attached to the rods 76 with commercially available metal ties 116, such as upholstery C-clamps, concrete reinforcement wires, or bailing wire cut to an appropriate length. The ties 116 are attached by hand, pliers or other appropriate tools. Alternatively, the wire mesh 104 can be spot-welded to the trusses 70. The wire mesh 104 is preferably applied to both sides of the trusses 70 so that the resulting structural panel 90 contains filler members 94 interdigitated with trusses 70, with overlays of wire mesh 104 on both sides. The wire mesh 104 can be comprised of a wire netting, such as chicken wire as is commonly used in plastering applications, as well as the pre-manufactured wire netting assemblies such as k-lath. Other commercially available wire meshes 104 may also be used as suits the demands of the structure to be built. These commercially available wire meshes 104 are typically of a single gauge of wire in both the latitudinal 112 and longitudinal 114 directions. In some cases, however, the latitudinal wire 112 will be of one gauge while the longitudinal wire 114 will be of a different gauge. Commercially available anchoring plugs or lathing members 118 such as metal sheets or furring channels may be added to the structural panel 90, typically within the wire mesh 104, to act as a secure anchor for later attachment of drywall, gypsum board or the like. As shown in FIGS. 7-9, another structural panel 120 embodying the present invention includes a panel core 122 having a plurality of elongated filler members 124 in face-to-face contact at surfaces 126 and 128 with trusses 70 interdigitated with the filler members 124. The plurality of elongated filler members 124 lay in a mutually contiguous arrangement. Between opposed surfaces 126 and 128 of the filler members 124 are alternatingly placed trusses 70 of the type shown in FIG. 1 and aligned with the filler members 124. Each elongated filler member 124 has opposite side surfaces 130 extending generally normal to the opposed surfaces 126 and 128. A rectilinear cross-section is the norm but not necessary. Trapezoidal shapes would allow for the construction of curvilinear panels. The filler members 124 can be of a solid foamed type, such as solid plastic foamed material or glass foamed material. The elongated filler members 124 may also be made from a variety of organic materials comprising agricultural waste or biomass such as straw or wood chips hammer milled or otherwise broken and added to a stabilizer such as cement. The primary requirement is that the finished organic filler elements have sufficient physical strength to be useful over the period of time of manufacture and erection of the panels and resist the stresses of the application of a cementitious covering or coating 132. The stabilizer should prevent the environment, insects, rodents and the like, from eating away or degrading the organic material. Naturally stable materials such as rice straw are also suitable. The foamed material or stabilized organic material is made into the required shape and dimensions to form a panel core sub-assembly. The organic material filler member 124 can be blown into plastic bags or combined with a polymer and poured, extruded or otherwise formed into free standing members as is known in the art. The filler members 124 include utility chases or voids 134 in the core 122. The voids 134 allow electrical wiring and plumbing piping to be routed through the panels 120. The material of the core 122 is shaped at truss contact lines 136 (i.e., where the trusses 70 contact the surfaces 126 and 128 of the filler members 124) to create thicker cementitious covering 132 (e.g., concrete) and resultant increased structural capacity. For example, from the top or bottom, the panel 120 includes an octagonal cross-section such that a structural T-section or notch 138 is created on either side of the panel 120 where the filler members 124 meet at the truss contact lines 136; allowing for a greater amount of the cementitious covering 132 to fill the area of the notch 138 and increase the structural capacity of the panel 120. For example, the corners 140 of the filler members 124 are cut at forty five degree angles such that a ninety degree angle is formed in the notch 138 on both sides 130 of the filler members 124 when two adjoining filler members 124 are pressed together to form the notches 138 on either side 130 of the panel 120. Wire mesh 104, formed of lateral wires 112 and longitudinal wires 114, is laid against the side surfaces of the pressed core of trusses 70 and filler members 124 and attached to the rods 76 with commercially available metal ties 116, such as upholstery C-clamps, concrete reinforcement wires, or bailing wire cut to an appropriate length. The ties 116 are attached by hand, pliers or other appropriate tools. The wire mesh 104 is preferably applied to both sides of the trusses 70 so that the resulting structural panel 120 contains filler members 124 interdigitated with trusses 70, with overlays of wire mesh 104 on both sides. As shown in FIGS. 10 and 11, another structural panel 150 embodying the present invention includes a panel core 152 having a plurality of elongated filler members 154 in the form of wattles. Each wattle 154 is formed by a tubular plastic mesh bag 156 that is closed on one end 158 and open on an opposite end 160. The open end 160 is then filled with a variety of materials including, without limitation, cloth, plastic bags, agricultural waste or biomass (e.g., straw or wood chips hammer milled or otherwise broken) and added to a stabilizer such as cement. The primary requirement is that the filler elements have sufficient physical strength to be useful over the period of time of manufacture and erection of the panels and resist the stresses of the application of a cementitious covering 162. The stabilizer should prevent the environment, insects, rodents and the like, from eating away or degrading the organic material. Naturally stable materials such as rice straw are also suitable. The bag 156 is generally hard packed as the bag 156 is filled. Once the bag 156 is filled, the end 160 is closed. Utility chases or voids (not shown), such as those described above, may be formed in the wattles that form the core 152. The filler members 154, generally cylindrical in shape, are side-to-side contact at surfaces 164 and 166 with trusses 70 interdigitated with the filler members 154. The plurality of elongated filler members 154 lay in a mutually contiguous arrangement. Between opposed surfaces 164 and 166 of the wattles 154 are alternatingly placed trusses 70 of the type shown in FIG. 1 and aligned with the wattles 154. The generally cylindrical shape of the wattles at truss contact lines 168 (i.e., where the trusses 70 contact the surfaces 164 and 166 of the filler members 44) to create thicker cementitious covering 162 (e.g., concrete) and resultant increased structural capacity. For example, from the top or bottom, the panel 150 includes a circular cross-section such that a structural T-section or notch 170 is created on either side of the panel 150 where the wattles 154 meet at the truss contact lines 168; allowing for a greater amount of the cementitious covering 162 to fill the area of the notch 170 and increase the structural capacity of the panel 150. A wire mesh 104, formed of lateral wires 112 and longitudinal wires 114, is laid against the side surfaces of the pressed core of trusses 70 and filler members 154 and attached to the rods 76 with commercially available metal ties 116, such as upholstery C-clamps, concrete reinforcement wires, or bailing wire cut to an appropriate length. The ties 116 are attached by hand, pliers or other appropriate tools. The wire mesh 104 is preferably applied to both sides of the trusses 70 so that the resulting structural panel 150 contains wattles 154 interdigitated with trusses 70, with overlays of wire mesh 104 on both sides. As shown in FIG. 12, another structural panel 180 embodying the present invention includes a vanishing or removable panel core 182. The core 182 is vanishing or removable in that filler members (not shown) forming the core 182 are extracted from the panel 180 once the panel 180 is complete. In other words, a core 182 that would “vanish” and leave the entire core of the panel 180 substantially open and available for other uses such as ventilation ducts, etc., would be of significant utility. A plurality of elongated filler members, similar to the filler members 94, 124, 154 described above, may be placed in face-to-face contact at surfaces (not shown, similar to surfaces 96, 98 or 126, 128 described above) with trusses 70 interdigitated with the filler members. The plurality of elongated filler members lay in a mutually contiguous arrangement. Between the opposed surfaces of the filler members are alternatingly placed trusses 70 of the type shown in FIG. 1 and aligned with the filler members. Each elongated filler member has opposite side surfaces (not shown) extending generally normal to the opposed surfaces. A rectilinear cross-section is the norm but not necessary. Trapezoidal shapes would allow for the construction of curvilinear panels. The filler members 44 can be of [put in material of vanishing core] a solid foamed type, such as solid plastic foamed material or glass foamed material. The elongated filler members 44 may also be made from a variety of organic materials comprising agricultural waste or biomass 250 such as straw or wood chips hammer milled or otherwise broken and added to a stabilizer such as cement. The primary requirement is that the finished organic filler elements have sufficient physical strength to be useful over the period of time of manufacture and erection of the panels and resist the stresses of the application of a cementitious covering 52. The stabilizer should prevent the environment, insects, rodents and the like, from eating away or degrading the organic material. Naturally stable materials such as rice straw are also suitable. The foamed material or stabilized organic material is made into the required shape and dimensions to form a panel core sub-assembly. The organic material filler member 44 can be blown into plastic bags 252 or combined with a polymer and poured, extruded or otherwise formed into free standing members as is known in the art. The filler members 44 include utility chases or voids 54 in the core 42. The voids 54 allow electrical wiring and plumbing piping to be routed through the panels 40. In the alternative, the panel 40 may be produced without the filler members 44. The material of the core 182 is shaped at truss contact locations (i.e., where the trusses 70 contact the surfaces of the filler members) to create thicker cementitious covering or coating 184 (e.g., concrete) and resultant increased structural capacity. For example, from the top or bottom, the panel 180 includes an octagonal cross-section such that a structural T-section or notch (not shown) is created on either side of the panel 180 where the filler members meet at the truss contact locations; allowing for a greater amount of the cementitious covering 184 to fill the area of the notch and increase the structural capacity of the panel 180. For example, the corners (not shown) of the filler members are cut at forty five degree angles such that a ninety degree angle is formed in the notch on both sides of the filler members when two adjoining filler members are pressed together to form the notches on either side of the panel 180. A wire mesh 104, formed of lateral wires 112 and longitudinal wires 114, is laid against the side surfaces of the pressed core 182 of trusses 70 and filler members and attached to the rods 76 with commercially available metal ties 116, such as upholstery C-clamps, concrete reinforcement wires, or bailing wire cut to an appropriate length. The ties 116 are attached by hand, pliers or other appropriate tools. The wire mesh 104 is preferably applied to both sides of the trusses 70 so that the resulting structural panel 180 contains filler members interdigitated with trusses 70, with overlays of wire mesh 104 on both sides. Once the cementitious covering 184 has dried and the panel 180 formed, the filler members of the core 182 are removed. These filler members use a material that remains in place only temporarily until the cementitious coverings or skins 184 have been applied to the panel 180 This could be accomplished in several ways, including: melting cores; air-filled bags; and re-usable/removable bags. A melting core could be formed from certain materials that are readily “melted” away by the application of a catalyst. For example, certain soy-based foams can be melted by the application of water and certain plastic foams can be melted by the application of both heat and certain chemicals, such as acetone. In another example, frozen materials including, without limitation, frozen water, could be used. Air-filled or gas-filled bags could be used. Once the panel 180 was complete, the bags could be deflated or otherwise evacuated and removed from the panel 180. Even bags filled with solids which could readily be evacuated could be used. For example, sand or ice could fill a bag during construction of the panel 180 and the sand or ice evacuated once the panel 180 was complete. Likewise, plastic is readily formed into bag shapes that can hold air, sand or the like and resist the forces encountered in fabricating the panels. Bags of cloth, made of both natural and synthetic materials, can be formed to hold air, sand or the like and resist the forces encountered in fabricating the panels. Other materials, accomplishing the function of holding air, sand or other gas, could readily be employed to accomplish the same purpose. Another possibility is the use of bags which could be deflated or otherwise evacuated and either removed and re-used or left in place. In use, the structural panels 90, 120, 150, 180 of the present invention are arranged horizontally or vertically, depending on the structural loads being imposed. The structural panel 90, 120, 150, 180 can be employed in the construction of structures by itself or it may be integrated with other building materials. Some examples would be: (1) employ the structural panel 90, 120, 150, 180 in the construction of roofs on masonry or adobe walls; (2) the construction of in-fill walls in steel or concrete post-and-beam framed structures; (3) the construction of floors in the aforementioned construction types; (4) retaining walls; (5) fences; and (6) hardscape features such as tables and benches. By selecting trusses 70, 78 of differing wire 72, 80 or rod 76, 82 gauges, or by changing the gauge of the wires 112 and/or 114 in the wire mesh 104, the strength of the structural panel 90, 120, 150, 180 can be varied. Additionally, multiples of trusses 70, 78 or multiple layers of wire mesh 104 may be used to vary the strength of the structural panel 90, 120, 150, 180. After the completed structural panel 90, 120, 150, 180 is erected to form the desired structure or building, it is then covered with the durable cementitious coating 106, 132, 162, 184 resulting in a hard, durable and substantially planar finished surface. The norm is for this coating 106, 132, 162, 184 to be a sand-cement plaster mix but this coating 106, 132, 162, 184 could be any of the air-placed cementitious materials (shotcrete, gunnite, etc.) or could be an adobe material. Additionally, modern coating materials such as hybrid concretes, glass fiber reinforced concrete, cement-plastic, or foamed concrete materials could all be employed to meet specialized or customized needs. It is also possible to pre-cast the coatings 106, 132, 162, 184 on the structural panels 90, 120, 150, 180 and then erect the pre-coated structural panels. The structural panels 90, 120, 150, 180 can also be used to create an insulating and reinforcing core in form-and-pour concrete or form-and-pour earthen systems. The components of the structural panel 90, 120, 150, 180 are widely available, even in rural areas or foreign countries, which dramatically reduces the costs associated with the pre-fabricated structural panels. Particularly in third world countries, organic materials as described above which would otherwise be disposed of can be used in the construction of buildings and other structures. In addition to being able to create the panel 90, 120, 150, 180, it is desirable to provide flexibility in the process, tools, equipment and machines used to create the panel 90, 120, 150, 180. Flexibility is desirable in terms of truss design, mesh design, erection/installation, variation in the composition of the cementitious skins 106, 132, 162, 184 and the addition to the panel of miscellaneous components to enhance the application of the panel. For example, one factor in the panel design that a user may desire to accommodate is the design of the truss which may involve a range of truss depths, weights or gauges of the trusses and a range of dimensions in the center to center spacing of the trusses. Another factor desirable design flexibility is a range of filler sizes and materials, a range of weights or shapes of the filler elements, and a range of dimensions in the centering or alignment of the filler elements within the core space of the panel. Still another factor is a range of mesh density dimensions (i.e., the center to center spacing of the longitudinal and/or transversal wires in the mesh) as well as a range of weights, or gauges, of the mesh and a multiplicity of layers of mesh on one, or both, faces of the panel. The user may also need to accommodate a variety of erection/installation methods where the breadth of such erection and installation includes use as air-placed, cast-in-place, pre-cast, tilt-up, and hand applied
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