Abstract:
This invention relates to pole structures used for supporting transmission and distribution lines, lighting and communications systems, highway signs, traffic signals, and the like. More specifically, this invention relates to a new and useful design of a multi-sectioned pole, with at least one telescoping upper section made of metal or another similar lightweight material and a base section composed of concrete or similar material that can be directly embedded into the ground without the need for baseplate-type foundations, or other preparatory work.

Description:
This application is a continuation-in-part of U.S. application Ser. No. 09/450,871 filed on Nov. 29, 1999 and claims priority from Provisional Application Ser. No. 60/119,871, filed Feb. 12, 1999. 
    
    
     BACKGROUND OF THE INVENTION 
     It is known in the art of pole manufacturing that the suitability of a pole for a given purpose depends upon the materials from which it is constructed. Pole designs have been restricted by the fact that selection of the material for construction previously required a tradeoff with respect to a number of certain key desirable characteristics of the pole. Among the key characteristics are strength, resilience, weight, length, durability, resistance to environmental conditions, and the ease of transportation and erection. Optimal pole design has been confounded because materials which provide superiority in one characteristic generally have corresponding disadvantages in other characteristics. 
     Perhaps the oldest known method in the art of pole construction is the use of wooden poles, such as those commonly used for telephone lines. However, many modern pole uses require longer lengths than are practical, or even possible, with wood. While shorter length poles constructed of wood are relatively inexpensive and easy to erect, wood poles become increasingly more expensive as the desired length increases. Furthermore, wood poles are highly susceptible to rot, insect infestation, and bird attack. Known methods of preventing these latter problems present their own difficulties in that the chemicals used to treat the wood may leach out into the surrounding soil, causing environmental hazards. Finally, optimal construction of wooden poles requires that the pole be of one piece of uncut wood. This creates difficulties in transporting and erecting long poles, and it obviously limits the maximum pole length to the height of available trees from which the poles are made. 
     Metal pole construction has also long been known in the art. However, metal poles also have disadvantages. Although relatively strong and capable of being constructed in sections for ease of transportation and erection, metal poles have limited durability in that they are susceptible to rusting and other chemical deterioration. This is primarily because the moisture, chemicals, and abuse that a typical pole receives at its base abrade any resistant coatings and lead to rapid rusting and deterioration of the metal structure. Metal poles experience an acute problem in locations near roadways, marine environments, industrial plants, and aggressive soils. For example, the salt used to prevent ice accumulation on the roads inevitably comes into contact with the pole, accelerating its deterioration. Other chemicals commonly spilled onto roadways can easily be splashed onto metal poles, accelerating the deterioration. Marine environments are also very aggressive and substantially limit the life of a metal pole. 
     Further, metal poles implanted directly into the ground or with closely surrounding vegetation are subjected to constant moisture accumulation both underground and within the first few feet of the base. While separately preparing a foundation onto which a metal pole may be secured addresses the underground deterioration, this does not solve the problem of salt and chemical splash, abuse, or moisture at the ground line vicinity of the pole. Further, such foundations built on site have the disadvantage of being of variable quality depending on the skill of the designer, the worker, and the actual soil conditions. Likewise, the necessity for the design and construction of a separate foundation structure adds significantly to the time and expense required to erect such a pole. Attachment to such foundation presents a critical structural weak point. Bolts used for attachment of the pole to the base are themselves subject to environmental degradation. Additionally, the bolts and mechanical fasteners represent a weak point because of the imposed fatigue loads and thus the potential for failure in shear or tension. The bolts may also pull out under stress if they are not adequately embedded in the foundation. 
     The use of concrete poles has also been known in the prior art. The strength and durability of concrete poles is superior to other materials. Concrete poles also solve the problem of susceptibility to roadside conditions and moisture. However the greater weight of concrete poles precludes the use of very long poles. The weight causes problems both for transportation and for ease of installation. Methods have been devised for transporting concrete poles to the construction site in sections to address the weight problem. See, for example, U.S. Pat. No. 5,285,614 issued to Fouad, which is hereby incorporated by reference, and which describes a splicing mechanism for concrete poles to address the weight and length restrictions. However, the greater weight of concrete poles has significantly impeded their widespread use. 
     A new improvement in the art is the use of hybrid pole construction, where the advantages of two different types of poles can be utilized. However, a hybrid pole approach has engendered its own set of problems, not the least of which is the method for securing the upper steel or other lightweight material pole to the concrete base pole and the method for manufacturing the pole in a manner that permits the pole to support high loads while reducing pole weight. The most efficient way to manufacture a strong concrete pole is by centrifugally casting the pole. The centrifugal action compacts the concrete mix, making it denser and thus stronger. The hollow core results in a lighter weight pole as well as saving on the cost of raw materials. The smooth, circular cross-section of the concrete base pole makes it easier to embed into the ground, is the most efficient shape for wind-loading minimization, and is the easiest to centrifugally cast. A lightweight, hollow steel or other lightweight material upper pole, on the other hand, generally is stronger and provides greater torsion resistance if it has a multisided cross-section than if it has a circular cross-section. So far, there has been no pole design that takes advantage of all the most favorable characteristics of both types of materials in a hybrid construction. 
     SUMMARY OF THE INVENTION 
     It is an object of one preferred embodiment of this invention to provide a centrifugally-cast concrete pole base that is reinforced, prestressed, and post-tensioned and that has two different cross-sectional shapes in order to permit it to readily receive a multi-sided upper pole section. This permits the mounting of much taller metal, fiberglass, or other material poles on the concrete pole base in one or more pole sections so as to reach the desired height while utilizing all the best design characteristics of each individual material. 
     It is also an object of the present invention to provide for taller poles that are economical to manufacture and install, in terms of time, labor, and materials. 
    
    
     BRIEF DESCRIPTION OF THE DRAWINGS 
     FIG. 1 is a perspective view of a preferred embodiment of a hybrid pole made in accordance with the present invention, where the pole in the foreground depicts the concrete base section only, and the other two poles are completely constructed; 
     FIG. 2 is an enlarged, broken away perspective view of the upper portion of the concrete base of FIG. 1 after removal from the manufacturing molds and before the reinforcing post-tensioning strands have been tensioned; 
     FIG. 3 is an enlarged, broken away perspective view of the top of the concrete pole section of FIG. 2 after a steel bearing plate has been inserted and post-tensioning of strands has been applied; 
     FIG. 4 is a broken away side view of the transition section of the assembled pole of FIG. 1, showing a hollow multi-sided steel pole telescopically mounted over the multi-sided upper portion of the concrete base, with the bottom part of the steel pole partially in section; 
     FIG. 5 is a perspective view of the hardware for the centrifugal casting of the concrete pole base of FIG. 1, including an insert for the transition from circular cross-section to a multisided cross-section, as well as the end anchor plates used for prestressing the steel mold; 
     FIG. 5A is an enlarged perspective view of the left end of the mold of FIG. 5, including steel reinforcing strands and cage and the anchor end plate; 
     FIG. 6 is a schematic, broken away side view, partially in section, of the top of the concrete base pole shown in FIG. 3, showing both pretensioned and post-tensioned strands; 
     FIG. 7 is a broken away perspective view, partially in section, of the uppermost part of an alternative embodiment of a concrete base pole made in accordance with the present invention, prior to post-tensioning, and including a channel or keyway used to non-rotationally secure the upper pole (not shown) to the concrete pole; 
     FIG. 8 is a broken away perspective view of the top of the concrete pole section of FIG. 7 after post-tensioning; 
     FIG. 9 is a broken-away, perspective side view of a multi-sided pole, having a circular cross-section bottom portion, mounted over the concrete base of FIG. 8; 
     FIG. 9A is a section taken along the line  9 A— 9 A of FIG. 9; 
     FIG. 10 is a view along the section  10 — 10  of FIG. 7; 
     FIG. 11 is a view along section  11 — 11  of FIG. 7; 
     FIG. 12 is a broken away side view of another embodiment of the present invention, wherein a multisided cross-section pole is being mounted onto a circular-cross-section concrete pole; 
     FIG. 13 is a perspective view of the left end of the mold, similar to the view of FIG. 5A, except that it is for yet another embodiment of the present invention, showing two sets of reinforcing strands and cages and an end plate; 
     FIG. 14 is a view, similar to that of FIG. 11, but for the double cage embodiment depicted in FIG. 13; and 
     FIG. 15 is an enlarged view of the detail area  15  of FIG.  4 . 
    
    
     DESCRIPTION OF THE PREFERRED EMBODIMENTS 
     FIGS. 1-4 show a first preferred embodiment of a hybrid construction pole  100  made up of a concrete base pole  102 , and a hollow, multi-sided metal pole section  104  mounted atop and overlapping part of the concrete base pole  102 . The concrete base pole  102  defines a first or lower end  106  and a second or upper end  108 . The concrete base pole  102  further defines an outer surface  110  and an inner surface  112  (See FIG.  2 ), since the concrete base pole  102  is hollow. The concrete base pole  102  has a continuous longitudinal taper along its outside surface  110  such that the outside diameter of the concrete base pole  102  is largest at the bottom end  106 , and smallest at the top end  108 . 
     The concrete base pole  102  is manufactured by centrifugally casting, using the hardware assembly  114  shown in FIGS. 5 and 5A. This hardware assembly includes two identical semicircular cross-section mold halves  116  which, when assembled, together will form a tapered shape having a circular cross-section, which is wider at the bottom end  118  and narrower at its top end  120 . The mold halves  116  (preferably made of steel) are made up in sections, each section having end flanges  117 , at both ends, and the abutting end flanges  117  are bolted together to form the full length of the mold. Each mold half  116  also has side flanges  119 , and the upper and lower mold halves  116  are bolted together at their side flanges  119  to form the tapered-cylinder mold. Inside the tapered cylindrical shape formed by the two identical semicircular mold halves  116  are two identical semicircular sleeve inserts  122 . These semicircular sleeve inserts  122  are substantially shorter than the two semicircular mold halves  116  (in this preferred embodiment the sleeve inserts  122  are approximately 4 feet long), and the sleeve inserts  122  are also of slightly smaller diameter than the mold halves  116  and have the same taper such that, when the sleeve inserts  122  are bolted into the mold halves  116 , they fit snugly inside the mold halves  116 . The sleeve inserts  122  are mounted at the top end  120  of the respective mold halves  116  such that the upper end of the sleeve inserts  122  is exactly even with the upper end  120  of the cylinder formed by the assembled mold halves  116 . 
     The sleeve inserts  122  have an outer surface  124  and an inner surface  126 . In this preferred embodiment, the inner surface  126  defines a multisided, polygonal shape which, in this case, is a dodecagon or twelve-sided figure. End plates  128 ,  130  lie adjacent to the respective ends  118 ,  120  of the mold. As shown in FIG. 5A, the reinforcing strands  139  extend through holes  140  in the end plate  130 . The same is true of the other end, which is not shown in this view. The reinforcing strands  139  that are tensioned are held in position by chucks  142 , and this tension holds the end plates  128 ,  130  on the ends of the mold. As will be noted in FIG. 5A, an additional ring  144  is located outside the end plate  130  in order to provide sufficient space for all the chucks  142 . The additional ring  144  rests on the lower tier of chucks  142 . It should also be noted that not all the reinforcing strands  139  are tensioned by the chucks  142 . These strands may be post-tensioned, as will be explained below, or they may not be tensioned at all. 
     The casting assembly  114  is, then, essentially a tapered, cylindrical shape, a multisided insert at the narrow end, and end anchor plates at both ends, which are secured to the cylindrical shape with reinforcing strands  139  extending along the interior of the mold and projecting out at the ends. 
     In the manufacture of the centrifugally-cast concrete pole  102 , the cage of reinforcing spiral wires and prestressing strands is prepared as is shown in FIGS. 5A and  7 . To accomplish this, a coil of reinforcing wire  137  is placed in the lower mold half  116 . The end plates  128 , 130  are temporarily clamped to their respective end flanges  117  by means of large C-clamps (not shown). Reinforcing strands  139  are then fed through the end plate  130 , through the inside of the coil of reinforcing wire  137  which is lying on the mold half  116 , and through the other end plate  128 , such that the reinforcing strands  139  are extending out past the bottom  118  of the mold half  116 , and they are also extending out past the top  120  of the mold half  116 . The coil of reinforcing wire  137  is tied with wire ties to the reinforcing strands  139  at intervals along the length of the pole and is stretched out, so that it surrounds the strands  139  from the top  120  to the bottom  118  of the mold half  116 , forming a spiral cage around the strands  139 , as is known in the art. 
     The reinforcing strands  139  form a cylindrically-shaped bundle, with each strand  139  extending through its respective opposed holes in the end plates  128 , 130 . As is best shown in FIGS. 6 and 11, some of the strands  139  have a sheath  132  surrounding the strand starting at the end proximate to the upper end  120  of the mold half  116  and extending for a desired length, such as four or five feet, fifteen feet, or whatever length the designer thinks is desirable for post-tensioning. The sheaths  132  are located at and project out of the narrow end  120  of the mold half  116 . The sheaths  132  are preferably made of plastic tubing or other similar material and have an inside diameter which will freely allow the axial movement of the reinforcing strands inside the sheaths  132 . The purpose of these sheaths  132  will be explained later. While these drawings show the sheaths  132  on every other strand, the designer may insert the number and arrangement of sheaths as is desired for the proper post-tensioning. However, the sheaths  132  should be placed symmetrically so that the post-tensioning will be uniformly distributed at the end of the pole. 
     The reinforcing wire  137  (which is now no longer in a coil but is rather in a spiral) is secured to the reinforcing strands at several points along the length of the mold. The end result is a cage, formed of reinforcing strands  139  running lengthwise and inside of a spiral of reinforcing wire  137 , with the reinforcing strands  139  and the reinforcing wire  137  being secured to each other (preferably with wire ties) along the length and circumference of the cage. 
     Once the bottom mold half  116 , the end plates  128 ,  130 , and the cage made up of spiral wire  137  and straight strands  139 , some with casing  132 , is assembled, some of the strands  139  are pre-tensioned (preferably the strands that are not encased by sheaths  132 ) by fastening one end relative to the mold with a chuck  142 , pulling the other end with a certain desired amount of tension, and then fastening the other end relative to the mold using another chuck  142 , as is well known in the art. Once the chucks  142  are in place, the tensioning holds the end plates  128 ,  130  onto the ends of the mold, and the C-clamps (not shown) are removed. Concrete is then placed along the entire length of the mold half  116 , through the wire cage, such that the concrete mix fills the trough formed by the mold half  116  and the end plates  128 , 130 . Additional concrete is placed toward the narrower end  120  of said trough such that the concrete level actually crowns above what would be a full-trough level. The trough is now closed by assembling the other half of the sleeve insert  122  to the upper mold half  116 , installing the upper mold half  116  over the lower mold half  116 , and bolting the side flanges  119  together. 
     At this point, there is an entire cylinder assembly consisting of mold halves  116  with sleeve inserts  122 , and inside these is a reinforcing strand cage made up of a cylindrical bundle of strands  139 , in which some strands have a plastic sheath  132  at the narrower end  120  of the assembly, and a spiral wound reinforcing wire which has been secured to the axially aligned reinforcing strands. Concrete has been placed into the horizontal cylinder assembly so it is approximately half full as the cylinder lies on its side (with its longitudinal axis perpendicular to the force of gravity). End plates  128 ,  130  have been installed at the first and second ends  118 ,  120  of the cylinder assembly, and the desired strands  139  have been prestressed. 
     This entire assembly is then placed on a spinner that rotates the assembly around its longitudinal axis until the concrete material has been evenly distributed by the centrifugal forces along the walls of the assembly, forming an interior void, and the concrete mix has hardened due to consolidation. The centrifugal action will also cause a slight migration of the concrete along the longitudinal axis of the assembly, from the narrower end to the wider end of the tapered cylinder. It is in order to counter the effects of this migration that concrete was placed to a higher level (until it actually crowned over what would be the flush level) in the narrower end of the trough. 
     The spinning of the assembly around its longitudinal axis accomplishes the centrifugal casting, wherein centrifugal forces acting on the concrete sling the concrete against the walls of the assembly and at the same time compact the concrete, resulting in a denser, stronger concrete than one simply statically poured but not subjected to centrifugal action. The entire assembly is then removed from the spinner and is allowed to remain undisturbed for a desired curing period. Once the concrete has cured sufficiently, the chucks  142  securing the pre-tensioned strands to the end plates  128 ,  130  are then removed; this releases the steel mold and transfers the tension in the pre-tensioned strands to apply a compression force along the entire length of the concrete pole  102 , thus applying the prestress forces to the concrete to increase its load carrying capacity and reduce its susceptibility to cracking. 
     Once the end plates  128 ,  130  have been removed, the mold halves  116  and the sleeve inserts  122  are also removed, and the ends of all pre-tensioned strands (those which did not have a sheath) extending out at the narrow top end  120  of the assembly are cut off. All ends of all the strands extending out the bottom end  118  are cut off. A ring-shaped bearing plate  134  (see FIGS. 3,  6 , and  8 ) is then installed at the upper end of the pole  102 , with all ends of the post-tensioning strands  139  (those which have the sheath) sticking out through holes in the circular bolt pattern of the plate  134 . The majority of the length of these post-tensioning strands is embedded, and thus secured, in the cured concrete below the sheaths  132 . The end of each post-tensioning strand proximate to the narrow end  108  has been encased by the sheath  132  so it is free to move axially, as the sheath  132  has protected and separated the strand from bonding to the concrete. Once the bearing plate  134  is in place, the ends of the encased strands  139  extending out are tensioned with the desired amount of force and secured against the plate  134 , using securing devices  141  known in the industry. Thus, the plate  134 , pushing against the strands in order to keep said strands in tension, will exert a compression force on the concrete, at the end of the pole that fits inside the upper pole section and that bears the most force from the upper attachment pole section  104 . This is also the area of the concrete pole which has the multisided cross-section. This post-tensioning of the concrete at the upper end makes the concrete stronger in this area and capable of resisting the high internal forces that develop when an upper pole  104  is mounted on the concrete base pole  102  and is subjected to external loads. 
     As may be understood by anyone skilled in the art, the specific configuration of the reinforcing cage, the number, relationship, and ratio of sheathed-to-unsheathed strands, and the pre-tensioning and post-tensioning forces applied, if any, may vary, depending on the specific requirements and design calculations of the application. While the bearing plate  134  is shown here as a single plate, it could also be made in various configurations, such as providing a smaller, individual plate for each strand to to be post-tensioned, for example. 
     FIG. 4 shows a broken-away portion of a pole  100  at the bottom of the upper hollow pole portion  104 . It can be seen in this view that the cross-section of the concrete base pole  102  in its upper portion has a multi-sided polygonal shape and corresponds with the cross-section of the hollow upper pole  104 , so that the upper pole  104  readily telescopes over the lower pole  102 . The upper portion of the base pole  102  and the lower portion of the upper pole  104  are tapered so that, as the upper pole  104  is lowered onto the base pole  102 , it reaches a position in which there is a tight fit between the upper pole  104  and the base pole  102 . At that point the upper pole  104  stops, leaving a strip  102 A of the multi-sided portion of the concrete pole that is not encased by the upper pole  104 . The mating polygonal shapes of the upper pole  104  and base pole  102  prevent the pole portions from rotating relative to each other. 
     FIG. 15 shows an enlarged, detailed view of the area  15  encircled in FIG. 4, in which the upper metal pole section  104  is shown partially in section. The wall of the metal pole  104  is shown to include an outer surface  160 , and an inner surface  162 . The end portion  164  of the metal pole  104 , which slides over the concrete base  102 , includes a chamfer on its inner surface  162 , having a rounded contour. The inner surface  162  of the bottom portion  164  of the metal pole  104  preferably is curved in a substantially parabolic shape, so that it is tangent to the substantially vertical concrete base wall in the area where it contacts the concrete base and then curves away from the concrete base at an increasing angle. In this case, the angle a at the bottom end of the inner surface  162  is approximately 45° from a line perpendicular to the wall of the concrete base, which means that it is also approximately 45° from the substantially vertical wall of the concrete base  102 A, while the angle β where the curved surface  162  approaches the wall of the concrete base  102 A is substantially less than 45°. This shape may be achieved by making a double chamfer or by other known means. This rounded chamfer provides a smooth side to slide and rest against the concrete base  102 A, so there are no sharp edges to cut into the concrete base  102 A, which could weaken the concrete base  102 A. By protecting the concrete base  102 A against being cut by the upper pole  104 , the concrete base is not weakened, and therefore can support the applied design loads. This curved shape also shifts the inner surface of the bottommost edge  166  of the metal pole outwardly as much as possible, making it easy to slip the metal upper pole portion  104  over the concrete base  102 A. 
     FIGS. 7-9A show an alternate embodiment of the present invention. In this embodiment, the transition from circular cross-section base pole to multisided cross-section upper pole is achieved by the upper pole  104 ′. The tapered concrete base pole  102 ′ has a circular cross-section throughout its full length. At the top of the concrete pole  102 ′, and extending axially downwardly along one side of the outer surface  110  of the concrete pole  102 ′, is a groove or keyway  136 . The upper pole  104 ′ has a projection  136 A on its inner surface that serves as a key, which is received in the keyway  136  to prevent the upper pole from rotating relative to the lower pole, as shown in FIG.  9 A. If the upper pole  104 ′ is made of metal, the key may be a metal bar that is welded in place. If the upper pole  104 ′ is made of fiberglass, the projection may just be a molded part of the pole. The key is of such dimensions that it will slide into and fit snugly into the keyway  136 . The upper pole  104 ′ is first aligned with the concrete base pole  102 ′ such that the key  136 A attached to the inner surface of the upper pole  104 ′ is lined up with the corresponding keyway  136  in the concrete pole  102 ′. The upper pole  104 ′ is lowered onto the base pole  102 ′ until it reaches a position in which there is a tight fit between the upper pole  104 ′ and the base pole  102 ′. The key  136 A and keyway  136 , acting cooperatively, provide a positive alignment of the upper pole  104 ′ and the base concrete pole  102 ′, and further will not allow for rotation of the upper pole  104 ′ relative to the concrete pole  102 ′ once the two poles have been mated. 
     FIG. 9 shows a broken-away portion of the upper pole  104 ′, which fits over the base pole  102 ′. The upper pole  104 ′ has a hollow multisided polygonal cross-section in its upper portion and a transition to a hollow circular cross-section  104 A in its lower portion, which conforms to the shape of the concrete base  102 ′. 
     FIG. 12 shows another alternative embodiment. In this embodiment, the lower pole  102 ′ has a circular cross-section from top to bottom as in FIGS. 7-9A, and the upper pole  104  has a multi-sided polygonal (i.e. 12-sided) cross-section from top to bottom as in the first embodiment. The upper pole  104  in this embodiment must be made of a deformable material, such as metal. In this case, the hollow upper pole  104  is lowered onto the base pole  102 ′ until it reaches a position in which there is a tight fit between the upper pole  104  and the base pole  102 ′. The upper pole  104  is then forced further down over the concrete base pole  102 ′, resulting in a friction fit and a distortion of the multisided cross-section of the upper pole  104  in the area where it is contacting the concrete pole  102 ′, such that the multisided cross-section of the upper pole  104 ′ becomes rounded. Essentially, the upper pole  104  is being deformed and re-shaped by the lower concrete pole  102 ′ due to jacking of the two parts together and, as it does so, the cross-sectional profile of the lower portion of the upper pole  104 ′ adopts the more circular cross-sectional profile of the concrete pole  102 ′, so that it approaches the shape shown in FIG.  9 . This friction fit between the lower concrete pole  102 ′ and the upper pole  104  will not allow for rotation of the upper pole  104  relative to the concrete pole  102 ′ once the two poles have been mated. 
     FIGS. 13 and 14 show yet another embodiment for a concrete base  202  of the present invention. In this embodiment, the concrete base  202  is made stronger in order to handle higher structural loadings. This is accomplished by a combination of additional reinforcing steel embedded in the centrifugally cast concrete base  202 , and a thicker cast concrete wall. In order to physically accommodate the additional reinforcing steel, a second cage  204  is added inside the first cage  206 . 
     In the manufacture of the centrifugally-cast concrete pole  202 , the inner cage  204  of reinforcing wires and prestressing strands is prepared very much in the same manner as has already been described with reference to the first embodiment  102 , as is shown in FIGS. 5A and 7. Namely, a coil of reinforcing wire  137  is placed in the lower mold half  116 . However, in addition, a second, larger diameter coil of reinforcing wire  237  is also placed in the same lower mold half  116 , surrounding the first coil  137 . The purpose of this second coil  237  will be explained shortly. The end plates  128 ,  130  are temporarily clamped to their respective end flanges  117  by means of large C-clamps (not shown). Two sets of elongated reinforcing strands  139 , extending in the lengthwise direction of the pole, are then fed through the end plate  130 , through the inside of their respective coils of reinforcing wire  137 ,  237 , and through the other end cap  128 , as was explained earlier. Each coil of reinforcing wire  137 ,  237  is stretched out and tied to its respective elongated reinforcing strands  139 , forming inner and outer cages  204 ,  206 . As was described earlier, and as best shown in FIGS. 6 and 11, some of the strands  139  have a sheath  132  surrounding the strand starting at the end proximate to the upper end  120  of the mold half  116  and extending for a desired length, for post-tensioning. The sheaths  132  project out the narrow end  120  of the mold half  116 . While these drawings show the sheaths  132  on every other strand, the designer may insert the number and arrangement of sheaths as is desired for the proper post-tensioning. However, the sheaths  132  should be placed symmetrically so that the post-tensioning will be uniformly distributed at the end of the pole. Once the bottom mold half  116 , the end plates  128 ,  130 , and the cages  204 ,  206  made up of spiral wires  137 ,  237 , and their respective straight strands  139  are assembled, some of the strands  139  are pre-tensioned as described earlier. At this point in the manufacturing process, the inner cage  204  lies suspended inside the outer cage  206 , as shown in FIGS. 13 and 14. 
     Once the chucks  142  are in place, the tensioning holds the end plates  128 ,  130  onto the ends of the mold, and the C-clamps (not shown) are removed. Concrete mix is then placed along the entire length of the mold half  116 , through the wire cages  204 ,  206 , such that the concrete mix fills the trough formed by the mold half  116  and the end plates  128 ,  130 . Additional concrete mix is placed toward the narrower end  120  of said trough such that the concrete level actually crowns above what would be a full-trough level. The trough is now closed by assembling the other half of the sleeve insert  122  to the upper mold half  116 , installing the upper mold half  116  over the lower mold half  116 , and bolting the side flanges  119  together. 
     This entire assembly is then placed in a spinner that rotates the assembly around its longitudinal axis until the concrete has been distributed by the centrifugal forces along the walls as described earlier. Immediately after an initial spin cycle, which is usually a few minutes, the wall thickness is measured. If the measured cast concrete wall thickness is short of the targeted wall thickness, then additional concrete is added to the assembly via an opening  208  (See FIG. 5) in the second, narrower end  120  of the cylinder assembly  114  and is spread out as evenly as possible in the first section of the mold  116 . The entire assembly is then spun a second time for a few minutes at full rpm, and then it is spun a third time for an additional few minutes at ⅔ of full rpm. Upon completion of this third spinning cycle, the wall thickness is checked once again to ensure that the actual wall thickness is within the desired tolerance. As an example, the first spin may take ten minutes, and the second and third spins may each take five minutes. 
     As described earlier, the entire assembly is then removed from the spinner and is allowed to remain undisturbed. Thereafter, the pre-tensioned strands may be released from their chucks and cut off, and the strands within sleeves may be post-tensioned as described earlier. The procedure for using this heavier-wall-thickness cast concrete base  202  is similar to that described for the original cast concrete base  102  of the first embodiment, including the procedure for post-tensioning, if required, with the only added complexity being that there are now more strands. This heavier-walled concrete base  202 , with its more extensive metal reinforcing, results in a structurally stronger concrete base. 
     While a 12-sided polygonal shape has been shown here as a preferred embodiment, other similar shapes could be used, such as a six-sided (hexagon), eight-sided (octagon), ten-sided, twelve-sided, 18-sided, or other polygons. Also, the casting methods and reinforcement arrangements shown here may be used for other cross-sectional shapes of poles as well, such as for a base that has a circular cross-section throughout its height. It will be obvious to those skilled in the art that many other modifications may be made to the embodiments described above without departing from the scope of the present invention.