Abstract:
A ballast foundation includes a portable rolled steel enclosure formed from multiple sections and further includes internal bracing. The internal bracing is used to support an upright vertical structural member that connects to an external load (such as a frame structure for a solar array) that is supported by the ballast foundation when the enclosure is filled with concrete.

Description:
PRIORITY DATA 
       [0001]    This application claims priority to U.S. Provisional Patent Application No. 62/264,658 filed Dec. 8, 2015, which is incorporated herein in its entirety. 
     
    
     FIELD OF INVENTION 
       [0002]    The present invention is generally related to concrete form systems. In particular, the present invention is directed to an internally-braced concrete form system for ballast foundations. 
       BACKGROUND 
       [0003]    Foundations which are used to support surface structures of many types, are preferably formed by substantial amounts of excavation to interface the foundation with the substrate, and provide stability. This is important for both the stability of the foundation and any structures supported thereby. However, there are a number of situations in which conventional excavation is impossible or not appropriate. 
         [0004]    In such situations, structures known as ballast foundations must be used. These are foundations that support their overlying structures by virtue of the mass of the foundation resting upon the surface of the substrate (such as the underlying ground, pavement, structure, or the like) to provide stability to the structure supported thereon. 
         [0005]    In many situations, concrete foundations are poured to have a large “footprint”. These foundations are often very shallow, being only a few inches in thickness. In some situations, multiple foundation structures are connected together for stability with elaborate superstructure configurations. Very often shallow ballast foundations are stabilized with external anchors driven into the substrate around the ballast foundation. 
         [0006]    Unfortunately, there are a number of situations in which large footprints are inappropriate. One example is when there is an extremely uneven substrate contour. Further, in many circumstances it is inappropriate to excavate, even if only to drive relatively small anchors into the substrate around ballast foundations. One example of such circumstances includes landfills upon which structures are to be placed. In landfills, structures are typically anchored without excavating, or otherwise disturbing the underlying earth or substrate. 
         [0007]    In some circumstances, the substrate surface is not flat, but the concrete pour of the ballast foundation must still conform to the topography of the underlying substrate. In order to provide proper support for various structures, the ballast foundations must be configured so as to provide the necessary support at any part of the substrate to be utilized. 
         [0008]    One solution to the aforementioned problems is the use of precast ballast foundations which are manufactured (including the metal supports extending from the concrete pour) at another location and then transported to the site at which the structure is to be placed on the foundation. However, as efficient as this solution may appear to be, there are substantial drawbacks. In particular, transporting ballast foundations to the final support site may be impractical due to the fragility of the substrate (such as with the covering at a landfill). This is particularly problematic if large ballast foundations are required to support the structure to be mounted. The necessary handling equipment, such as large cranes, may not be able to traverse the substrate upon which the ballast foundations are to be placed. Moreover, this is especially true in situations such as landfills covered with relatively fragile turf. To be clear, if the structure to be mounted on the ballast foundation is to be located on a site where the substrate is still settling, or is subject to various types of environmental degradation, there may not be an appropriate place to safely put precast ballast foundations. 
         [0009]    Further yet, the exact placement upon the construction site may be difficult so that propositioned metallic supports placed in the concrete may be inappropriately positioned for the structure to be supported. This is exacerbated by changes in the substrate covering a landfill for example, which might make repositioning of the overall supported structure necessary. Metallic extensions, such as vertical support structures, in precast ballast foundations may prove to be impossible to use due to inexact measurements taken before precasting or due to environmental changes. Once metallic supports are precast in concrete, they cannot be altered to accommodate changes at the job site. 
         [0010]    Accordingly, concrete form system for ballast foundations, that can be assembled on-site and will allow adaptation to various types of substrate without excavation, is needed. In many situations, it is far easier to run a tube carrying liquid concrete from another location (more stable) to the site at which the ballast foundation is required. The resulting ballast foundation erected on-site must be sufficiently stable to support relatively heavy and unstable upper structures. The form system must be easy to ship and assemble, and should be adaptable to a wide range of foundation requirements. 
       SUMMARY OF THE INVENTION 
       [0011]    Accordingly, it is a primary object of the present invention to provide a concrete form system to fabricate concrete ballast foundations suitable for a wide variety of different substrates and environments, without excavation of the substrate. 
         [0012]    It is another object of the present invention to provide a concrete form system that is internally braced to be self-supporting. 
         [0013]    It is an additional object of the present invention to provide a concrete form system with adjustable vertical structural supports. 
         [0014]    It is a further object of the present invention to provide a ballast foundation concrete form system that is easily transportable in a compact package and can easily be assembled on-site for a concrete pour. 
         [0015]    It is still another object of the present invention to provide a metal ballast foundation concrete forms system that is easily manufactured while still providing a sufficiently robust structure to withstand forces generated by large concrete pours. 
         [0016]    It is yet an additional object of the present invention to provide a ballast foundation concrete form system that is easily transported and safely assembled at remote pour sites. 
         [0017]    It is again a further object of the present invention to provide a ballast foundation concrete form system that is easily configurable and assembled on-site, while being designed for optimal nesting and stacking for transportation. 
         [0018]    It is again another object of the present invention to provide a ballast foundation concrete form system that is inexpensive, simple to manufacture, transport and assemble on-site. 
         [0019]    It is still a further object of the present invention to provide a ballast foundation concrete form system that admits to a wide variety of different internal bracing configurations for a wide range of ballast foundation sizes and uses. 
         [0020]    It is yet an additional object of the present invention to provide a ballast foundation concrete form system that is easily manufactured to specific ballast foundation requirements so that the proper amount of concrete is always used to provide the weight for a specified load on the substrate beneath the ballast foundation. 
         [0021]    These and other goals and objects of the present invention are achieved by a ballast foundation system constituted by interacting portable parts configured to a substrate underlying the ballast foundation system. The ballast foundation system in this case preferably includes at least two folding metallic casing sections arranged together to enclose a space over the substrate. The metallic casing sections are configured in two sets of attached opposing walls. A bracing configuration is arranged internal to the metallic casing sections and includes at least one longitudinal cross brace locked to the first set of opposing walls, a plurality of transverse cross braces, each attached to the longitudinal cross brace and locked to a second set of opposing walls. Also included is at least one upright vertical support attached to the longitudinal cross brace and to at least one of the transverse cross braces. A concrete pour is arranged within the metallic casing sections where the concrete pour conforms to the substrate underlying the ballast foundation system and rises no higher than the vertical height of the opposing walls of the metallic casing. 
         [0022]    In another embodiment of the present invention, a ballast form is arranged to be placed on a substrate at the construction site. The ballast form includes two metal sheets each having a length, with a flat outer surface. Each of the sheets includes at least one V-notch at opposing edges along the length of the sheet, and creases across the width from the V-notch for bending to form an enclosure by connecting both metal sheets on-site on the substrate. The enclosure has first and second sets of parallel sidewalls once assembled. A bracing system is arranged inside the enclosure and includes at least one longitudinal cross brace and a plurality of transverse cross braces within the enclosure secured to the first and second sets of sidewalls. More specifically, the longitudinal cross brace is secured to the first set of sidewalls and each of the transverse cross braces is secured to the longitudinal cross brace and to the second set of parallel sidewalls. At least one substantially vertical support is placed within the enclosure and is also attached to the longitudinal and transverse cross braces. Concrete is poured and contained within the braced enclosure above the substrate, and is no thicker than the width of the metal sheets. 
         [0023]    Another embodiment of the present invention includes a process for building a ballast foundation on-site wherein the process includes the manufacture of a plurality of enclosure sections of steel (i.e., each of the enclosure sections being formed, notched and scored using a single sheet of steel). Next, a plurality of the enclosure sections are stacked and shipped on a transport vehicle to at least one predetermined insulation site. Then, at least two of the enclosure sections are removed from the transport vehicle at a first predetermined installation site. The two enclosure sections are folded and placed together to form an enclosure. The enclosure is internally braced with at least one longitudinal brace and a plurality of transverse cross braces. The bracing is locked to the enclosure by locking tabs extending through slots in the enclosure. Then, at least one substantially vertical upright support is attached and adjusted to the desired vertical angle. Finally, concrete is poured into the enclosure to form a single integrated permanent ballast foundation from the enclosure with proper bracing and the substantially vertical upright support extending therefrom. 
     
    
     
       BRIEF DESCRIPTION OF THE DRAWINGS 
         [0024]      FIG. 1  is a perspective view of the assembled system configured for a concrete pour. 
           [0025]      FIG. 2  is a perspective view of a single form section as manufactured. 
           [0026]      FIG. 3  is a magnified side view of the V-notch portion of a concrete form section, in a configuration suitable for bending at installation. 
           [0027]      FIG. 4  depicts the same structure as  FIG. 3 , but with the form section bent and configured for assembly, such as that depicted in  FIG. 1 . 
           [0028]      FIG. 5  is a perspective view of a single form section bent and arranged for assembly with another form section (not shown). 
           [0029]      FIG. 6  is a cross-sectional view of the bottom portions of two opposing form sections arranged in parallel to each other on a substrate. 
           [0030]      FIG. 7A  is an end view of the structure depicted in  FIG. 1 . 
           [0031]      FIG. 7B  is an enlarged view of a portion of the structure in  FIG. 7A , with a connecting flange of a brace depicted in the extended position passing through the form section sidewall. 
           [0032]      FIG. 7C  is a depiction of  FIG. 7B , with the connecting flange bent to secure the brace in position to the form section sidewall. 
           [0033]      FIG. 8A  is a side elevational view of the structure of  FIG. 1 . 
           [0034]      FIG. 8B  is an enlarged diagram of two identical portions of the structure of  FIG. 8A , depicting connections between transverse and longitudinal cross braces, and vertical supports. 
           [0035]      FIG. 9  is a magnified perspective view depicting the interconnections of multiple support pieces from  FIG. 8B . 
           [0036]      FIG. 10  is a magnified view of the interconnections between a vertical support and a tilt top cord. 
           [0037]      FIG. 11  is a side elevational view depicting the tolerances in a first direction for positioning of the vertical supports with respect to internal cross bracing. 
           [0038]      FIG. 12  is an end view of  FIG. 11 , depicting tolerances in another direction for positioning the vertical supports. 
           [0039]      FIG. 13A  is a top view of the subject concrete forms arranged and packaged for shipping. 
           [0040]      FIG. 13B  is a side elevational view of the packaged forms of  FIG. 13A . 
           [0041]      FIG. 13C  is an end view of the packaged concrete forms depicted in  FIG. 13B . 
       
    
    
     DESCRIPTION OF THE PREFERRED EMBODIMENTS 
       [0042]      FIG. 1  is a perspective view depicting a single use ballast concrete form system  100  of the present invention. The system, as depicted, is configured to serve as a support with tilt bracket for framing for a solar panel array. However, the present invention need not be limited to support of solar panel arrays. The rear and front vertical supports  4 ,  5  can be modified in a variety of ways to support any kind of structure that requires a ballast foundation. External bracing or supports such as a tilt top cord  7  can also be modified as necessary for the structure to be supported by ballast form system  100 . 
         [0043]    While  FIG. 1  depicts two vertical supports  4 ,  5 , sized so that the top tilt cord  7  is at a particular angle, a wide variety of different vertical supports can be used within the concept of the present invention. Further, those supports can be of any size or height consistent with the structure to be supported and the concrete pour to be contained within form system  100 . For example, only a single vertical support can be used in some applications while more than two vertical supports can be provided for other types of applications. 
         [0044]    Likewise, while four transverse cross braces  3  are depicted in  FIG. 1 , form system  100  can be modified to accommodate a greater or lesser number of transverse cross braces to accommodate the size of the resulting ballast foundation and the size of concrete pour  2000  ( FIG. 6 ). Further, while U-shaped channels are used as vertical supports in  FIG. 1 , different types of structures can be used as vertical supports to accommodate the requirements of the structure to be supported. Also, while top tilt cord  7  is provided to help support a solar panel array, other types of supports or external bracing can be used. Because of the capability, described infra., regarding the adjustments and bracing of the vertical supports  4 ,  5 , external bracing (such as the use of top tilt cord  7 ) may not be necessary before providing the concrete pour  2000 . 
         [0045]    Because the form sections  1 A,  1 B are rolled sheet steel, they are easily manufactured in different sizes to accommodate different ballast support requirements. These forms can be anywhere from 6 inches to several feet in height. The taller form arrangements will require additional internal cross bracing to properly contain the forces generated by concrete pour  2000 . Additional slots  18  are easily added during the manufacturing process of form sections  1 A,  1 B to accommodate bracing for greater heights. This allows the present form system  100  to be easily modified during the manufacturing process, and easily provided with additional internal bracing during the assembly process. 
         [0046]    Further, the height, length and width (overall finished footprint) of the form can easily be modified by manufacturing the forms in varying lengths. This is a simple way in which to increase the strength of the resulting ballast foundation. The requirements for the load of the ballast foundation can be calculated in a manner that will permit an exact calculation as to the length of the form sections based upon a particular height of the form sections. All that need be done is that the concrete pour be applied to the very top of the form system  100  when assembled, so that the requirements of the ballast foundation are met without further adjustment at the pour site. 
         [0047]    The benefit of this is that the ballast foundation requirements (for a particular type of load) are easily accommodated by simply adjusting the length of the form sections  1 A,  1 B during the manufacturing process. The resulting manufacturing, packing, shipping, assembly and pour steps of the process are thereby simplified substantially. 
         [0048]    The form system  100  is preferably constituted by two substantially identical sections  1 A,  1 B, as depicted in  FIG. 1 . A single form section  1 A, for example, is depicted in  FIG. 2 . Form section  1 A is flat, which is the configuration in which it is manufactured, and shipped. This flat arrangement simplifies shipping because nesting and stacking of the various form sections is possible, as depicted in  FIGS. 13A-13C . 
         [0049]    Both form sections  1 A,  1 B have a sidewall  10  with a number of fastener apertures  16  (to accommodate screws), and fastener slots  18  to accommodate the flanges of the internal cross bracing  2 ,  3 . Sidewall  10  is bounded on its width by transverse edges  12 A,  12 B best seen in  FIG. 2 . At scored crease or pre-seam  11 , both transverse edges  12 A,  12 B are provided with a V-notch  13 A,  13 B. Each of the transverse edges  12 A,  12 B includes a lip structure  121 A,  121 B, respectively. These lip structures  121 A,  121 B can be discontinued at the V-notch structures  13 A,  13 B. 
         [0050]    Each form section  1 A,  1 B is preferably made of rolled sheet metal. This particular kind of construction is less expensive for the type of structure shown in the drawings since the form sections  1 A,  1 B are more easily and inexpensively manufactured using rolled sheet metal. Further, this particular configuration aids in the transportation of the form sections  1 A,  1 B since these structures are easily nested and/or stacked during transportation. 
         [0051]    The rolled sheet metal form sections  1 A,  1 B are able to withstand the pressure of a large concrete pour  2000  due to a number of factors. The sidewalls  10  are stiffened by the transverse edges  12 A,  12 B, and further by the lip structures  121 A,  121 B extending substantially perpendicular to the respective transverse edges. As a result, there is far less inclination for the sidewalls  10  to bulge outward under the stresses created by a concrete pour  2000 . 
         [0052]      FIG. 3  depicts an enlarged view of the V-notch such as  13 A,  13 B. The subject V-notches result when a knock-out  125  (in  FIG. 13B ) is removed after transport. Then, form sections  1 A,  1 B can be folded at pre-seam or crease  11 . It is relatively easy to manufacture form sections  1 A,  1 B with knock-outs  125  at each of the V-notches  13 A,  13 B to keep transverse edges  12 A,  12 B contiguous so as to remain robust during transport. The structure of the transverse edges  12 A,  12 B can be configured so that knock-outs  125  are easily removed after transport. 
         [0053]    When a form section, such as  1 A,  1 B, is folded at the scored crease  11 , the V-notch  13 A,  13 B permits the transverse edges  12 A,  12 B, to come together as depicted in  FIG. 4B  and  FIG. 5 . Each form section  1 A,  1 B now forms an L-shape as depicted in  FIG. 5 . Because opposing ends of transverse edges  12 A,  12 B come together at the fold, they strengthen the overall structure. 
         [0054]    Additional strength is provided to each of the form sections  1 A,  1 B by virtue of the fact that each form section forms two sides of the overall concrete form system  100 . Two such form sections  1 A,  1 B are connected together after each has been folded along crease  11 . The two intersections between the two form sections  1 A,  1 B, are connected together using corner braces  6  seen in  FIGS. 1 and 11 , which are connected using screws or other fasteners to sidewalls  10  of each of the forms sections  1 A,  1 B. 
         [0055]    Additional strength can come from ribs  17 , as depicted in  FIG. 6 , to provide additional stiffness to sidewalls  10  of the form sections  1 A,  1 B. Ribs  17  are easily formed within the body of the sidewalls  10  through the rolling process used to create the overall form sections  1 A,  1 B.  FIG. 6  depicts a cutaway view of parts of two parallel form sections  1 A,  1 B. Only the lower portions of the form sections are depicted, being supported by substrate  1000 . Also depicted is concrete pour  2000 , applied between the two form sections  1 A,  1 B. It is well-known that substantial force is generated by concrete pour  2000 , tending to force the form sections  1 A,  1 B outward, or otherwise distort the concrete form sections. This is addressed cumulatively by ribs  17 , transverse edges  12 A,  12 B and lip structures  121 A,  121 B. All of these, in conjunction with the corner brace  6  connecting the two L-shaped structures (one of which is depicted in  FIGS. 1 and 11 ) to form the concrete form system  100  of  FIG. 1 , help to address the issue of pressure generated by concrete pour  2000 . However, these expedients are not necessarily sufficient in themselves. This is especially true when fabricating large concrete foundation form systems  100 . 
         [0056]    It is well-known that concrete structures benefit from reinforcement, such as metal bars (“rebar”) or meshes placed within the concrete pour. The current form system  100  provides such reinforcement, both for strengthening the concrete product, and holding the form system  100  together under the pressures generated by concrete pour  2000 . To provide additional bracing, longitudinal cross brace  2  is provided, along with transverse cross braces  3 . It should be noted that there are 4 transverse braces  3  in the form system  100  depicted in  FIGS. 1 and 11 , and that the transverse cross braces  3  are arranged at two different heights between the sidewalls  10  of form sections  1 A and  1 B. There are also connections between the longitudinal cross brace  2 , transverse cross braces  3 , and front and rear vertical supports  4 ,  5 , as seen for example in  FIGS. 8A, 8B and 9 . All of these structures, which are almost entirely internal to the form system  100 , are eventually held within concrete pour  2000 , bracing the resulting concrete ballast structure. 
         [0057]    While four transverse cross braces  3  and one longitudinal cross brace  2  are depicted in  FIGS. 1 and 11 , additional bracing of both types can be provided. Further, there can be greater or fewer transverse cross braces  3  than the arrangement depicted in the Figures. The internal cross bracing  2 ,  3  of the form system  100  can be arranged in a manner that will help support additional concrete reinforcing structures (not shown), such as metal mesh, rebar, and the like. However, it should be understood that the primary purpose of the longitudinal and transverse cross bracing  2 ,  3  is to maintain strength and stability of the overall form system  100  during a concrete pour. 
         [0058]    The internal cross bracing  2 ,  3  is connected to opposite sidewalls  10  of form sections  1 A,  1 B, by means of slots  18  in the sidewalls of each of the form sections. 
         [0059]      FIG. 7A  depicts an end view of the arrangement of  FIG. 1 . Transverse cross braces  3  are connected to opposite sidewalls  10  of parallel form sections  1 A,  1 B. In  FIG. 7B  flanges  31  at each end of transverse cross braces  3  extend through slots  18  in sidewalls  10 . In  FIG. 7B , flanges  31  are depicted in the non-secure position. In  FIG. 7C , flanges  31  have been bent against sidewall  10 , thereby securing the sidewall  10  to transverse cross brace  3 . The same can be done with respect to longitudinal cross brace  2 , which is also constructed so that flanges  21  extend from each end of longitudinal cross brace  2 . This is done in the same manner as the transverse cross braces  3 . Accordingly, the internal bracing of the form system  100  is accomplished in a simple, effective manner which holds sidewalls  10  in a fixed position, so as not to be deformed by concrete pour  2000 . 
         [0060]    Further, as previously described, reinforcement is provided at the interfaces of the two complementary form sections  1 A,  1 B. The reinforcement is provided by corner braces  6 , which have apertures  61  aligned with apertures  16  in the sidewalls  10  of each of the form sections  1 A,  1 B. Preferably, fasteners, such as screws  65 , are used to hold the edges of the complementary form sections  1 A,  1 B together. In order for this to be accomplished, there is an incline cut  122 A,  122 B in the transverse edges at the two ends of each form section  1 A,  1 B as shown in  FIG. 5 . The two incline edges of complementary form sections will butt up to each other so that complementary form sections  1 A,  1 B can fit together as depicted. 
         [0061]    Front and rear vertical supports  4 ,  5  are necessary for connection to the structure, or structures that are to be supported by the ballast foundation resulting from the concrete pour  2000  in form system  100 . It should be understood that within the context of the present invention, two vertical supports  4 ,  5  (as depicted in the drawings) are not necessary. Rather, a single vertical support could be used, or more than two could also be used within the context of the present invention. The drawings depict a concrete form system  100  specifically arranged to support framing for a solar panel array. Consequently, tilt top cord  7  is also an essential part of the solar panel array support frame and at least two ballast foundations will be required for the solar panel array. 
         [0062]    Another key feature of the present invention is the connection arrangement whereby the vertical supports  4 ,  5  are connected to both the longitudinal cross brace  2  and at least one transverse cross brace  3 . This is depicted in the magnified view of  FIG. 8B  which depicts identical connection arrangements for both the front vertical support  5  and the rear vertical support  4 . The interrelationship between the vertical supports  4 ,  5  and the longitudinal cross brace  2  and at least one transverse cross brace  3  is best depicted in  FIG. 9 . Because the substrate  1000  may not be level, it is necessary to adjust the rear and front vertical supports  4 ,  5  so that they are in a proper position to maintain the proper alignment of the structures (solar panel array) to be supported by those vertical supports. This means that before the concrete pour  2000  occurs, the rear and front vertical supports  4 ,  5  must be adjusted. This requires latitude in the adjustability between the vertical supports  4 ,  5  and the internal cross bracing  2 ,  3 . This is accomplished through the use of slots, such as  25  in the longitudinal cross brace  2 , as depicted in  FIG. 8B . There are also slots  35  in the transverse cross braces  3  as seen in  FIG. 9 . Because of these slots in the cross braces, it is not necessary to have slots in the beams constituting rear and front vertical supports  4 ,  5 . 
         [0063]    Referring to  FIGS. 8B and 9 , it is clear that each vertical support  4 ,  5  is connected to at least the longitudinal cross brace  2  and at least one transverse cross brace  3 . This arrangement permits the tilt of each of the rear and front vertical supports  4 ,  5  to be adjusted in two directions. The amount of tilt in each of the vertical supports  4 ,  5  in the longitudinal direction is depicted in  FIG. 11 . The lateral tilt (along a transverse cross brace  3 ) is depicted in  FIG. 12 . As stated previously, this is achieved through slots such as  35  (in  FIG. 9 ) and  25  (in  FIG. 8B ). 
         [0064]    Rear and front vertical supports  4 ,  5  are constituted by U-shaped beams capable of supporting heavy loads such as solar panel arrays. The vertical support beams  4 ,  5  must be carefully adjusted to the proper angle for a solar panel array. Consequently, the beams constituting the front and rear vertical supports  5 ,  4  must be held in position in a manner that will allow close adjustment while accommodating the size and weight of those beams. To facilitate this process, resilient washers  55  are used with bolts and nuts to fasten the vertical supports  4 ,  5  into place. The washers  55  permit a moderately tight connection between the front and rear vertical supports and the longitudinal cross brace and transverse cross braces so that the front and rear vertical supports are maintained in the proper disposition. The use of resilient washers allows sufficient controlled sliding (using slots  25 ,  35 ) so that position of the front and rear vertical supports can be subjected to fine adjustment before tightening the fasteners in a permanent connection arrangement. 
         [0065]    Once the bolts are thoroughly tightened down, the front and rear vertical supports  5 ,  4  are secure, and will remain in the proper position during the concrete pour. The advantage of pouring in place is that precise adjustments can be made for the vertical supports extending from the concrete pour to accommodate existing conditions of the substrate  1000 . 
         [0066]    Further, if necessary, with the present inventive concrete form system  100 , an unsuitable substrate surface can be accommodated with sand, gravel, or the like before the concrete pour  2000  is carried out. With the preferred open bottom of the concrete form system  100 , better accommodation can be made between the concrete form and an irregular substrate below. The connecting medium is the concrete pour  2000 , which holds the form system  100  and the substrate  1000  together by conforming to the shape and contour of the substrate. As depicted in  FIG. 6 , the transverse edges next to the substrate  1000 , along with the lip structures  121 A, help hold the form system  100  to the substrate via concrete pour  2000  (which can spread to match the underlying substrate  1000 ). As a result, the base of the ballast foundation is formed in a manner that will conform to the substrate  1000 . 
         [0067]    Additional adjustments to the front and rear vertical supports  5 ,  4  can be made before the concrete pour  2000  is carried out. In particular, as depicted in  FIG. 10 , the upper ends of the front and rear vertical supports  4 ,  5  can be braced and positioned through the use of tilt top cord  7 . Such adjustment is particularly appropriate when the structure to be supported by the ballast foundation is a solar panel array. Adjustment and bracing of the upper ends of the front and rear vertical supports  5 ,  4  is accomplished using slot  71  in the tilt top cord  7 . Preferably, such adjustment takes place before the concrete pour  2000  is carried out. However, because of the flexibility provided by the connection scheme depicted in  FIG. 10 , such adjustment can be deferred until after the concrete pour  2000  has set. Preferably, the adjustment of the tilt top cord  7  to the front and rear vertical supports  5 ,  4  is accomplished using nuts and bolts and resilient washers such as  72  (in  FIG. 10 ) to provide a stable connection once the final adjustments have been made. 
         [0068]    Yet another advantage of the present system  100  is that form sections  1 A,  1 B are made from rolled steel in the preferred shape depicted in  FIG. 2 . The shape of form sections  1 A,  1 B facilitate easy packaging and shipping, as depicted in the transport configurations of  FIGS. 13A-13C . Because these shipping packages are densely constituted (due to the substantially flat nature of form sections  1 A,  1 B, the shipping process is efficient and cost effective). Still further, because the design of the form sections  1 A,  1 B facilitate easy packaging and efficient shipment, placement at the job site is much easier. 
         [0069]    For assembly, all that needs to be done is for the correct number of form sections  1 A,  1 B be taken from a truck and placed at the pour site. This is relatively easy due to the substantially flat nature of the form sections  1 A,  1 B. At the pour site, form sections  1 A,  1 B are bent at the various scored creases  11 , and then complementary form sections are connected together to achieve the preferred configuration as shown in  FIG. 1 . 
         [0070]    As part of the assembly process, knock-out piece  125  is removed from each of the form sections  1 A,  1 B to provide V-notches  13 A,  13 B. Easily removable knock-outs  125  are configured as part of the basic manufacturing process. These knock-outs  125  were preferrably kept in place during packing and transport in order to protect transverse edges  12 A,  12 B and to prevent unwanted bending of the form sections during transport that could weaken the form section. Ribs  17  also help maintain the structural integrity of the form sections  1 A,  1 B during handling and transport. 
         [0071]    A key aspect of the present form system  100  is the overall simplicity and efficiency of all processes from manufacturing, to setting up the form on site, to receiving a concrete pour. To summarize, the entire process is essentially defined by the rolling process for manufacturing a product that is easily stackable for transport. Then, removing only those form sections  1 A,  1 B needed at a particular pour site, and bending the form sections  1 A,  1 B (after removing knock-outs  125 ) so that the form sections can be connected together with corner bracing  6 . The next, internal cross braces  2 ,  3  are easily installed by bending the flanges  21 ,  31  against the outer sidewalls  10  of the form sections  1 A,  1 B. Because of the multiple cross braces, alignment and securing of the vertical supports  4 ,  5  is easily done. This last step provides precise alignment of the vertical supports for the particular substrate at the pour site. Afterwards, the concrete pour  2000  can be made for the form system  100 . 
         [0072]    Relatively large ballast foundations can be achieved with the present form system  100  since the weight of the concrete pour  2000  is accommodated by the multiple interconnected cross bracing  2 ,  3 , as well as the vertical supports  5 ,  4 , which all provide substantial internal integrity capable of maintaining the sidewall  10  configuration under the force of concrete pour  2000 . 
         [0073]    While at least one preferred embodiment has been described by way of example, the present inventive form system is not limited thereto. Rather, the present invention should be interpreted to include any and all variations, adaptations, derivations, and embodiments that would occur to one skilled in this art and with a full knowledge with the present invention.