Patent Grant
11885092
The present invention relates to one or more reinforcement structures for tensionless concrete pier foundations used to support tall, heavy and/or large towers and the like, and to methods of constructing reinforced tensionless concrete pier foundations and to retrofitting existing tensionless concrete pier foundations with reinforcement structures.
Concrete foundation structures of various kinds have been developed to support commercial signs, traffic signs, light poles and the like. To support larger structures including tall and heavy towers and wind turbines that exert significant overturning force on the foundation, Applicant developed and commercialized tensionless pier foundations as described in U.S. Pat. No. 5,586,417 (“the '417 patent”). The '417 patent is hereby expressly incorporated by reference as if fully set forth in its entirety herein.
The tensionless pier foundation described in the '417 patent includes a concrete foundation formed as a cylinder having an outer boundary shell defined by a corrugated metal pipe (CMP) and an inner boundary formed by a second CMP of smaller diameter, with the upper ends of both CMPs being below the top of the foundation. Elongated high strength steel bolts run from an anchor flange near the bottom of the concrete cylinder vertically up through the concrete to extend above the upper end of the foundation and through a connecting flange for the supported structure to be connected on top of the foundation. The bolts are encased in sleeves or hollow tubes over a substantial portion of their vertical extent in the concrete to allow the encased portion of the bolts to be stretched and thus tensioned. With such tensioning of the bolts, the concrete is kept under constant compression while the bolts are always in static tension. Thus, the pier foundation in the '417 patent is referred to as “tensionless” due to the absence of tensile stress on the concrete.
The '417 patent construction was a significant improvement over previously known concrete foundations that incorporated a reinforcing steel bar matrix and were subject to repeatedly alternating tensile and compressive loads on the steel bar matrix, leading to fatigue and, in many cases, premature failure. Additional improvements in tensionless concrete foundations are shown in Applicant's other U.S. Pat. No. 8,720,139 (“the '139 patent”) and U.S. Pat. No. 9,340,947 (“the '947 patent”), among others. The complete disclosures of the '139 and '947 patents are hereby expressly incorporated by reference as if fully set forth in their entirety herein.
While the tower-supporting tensionless concrete pier foundation disclosed in the '417 patent is strong and long lasting in use, in at least some cases concrete pier foundations of similar construction would benefit from added reinforcement to increase the overturning (upset) moment capacity and also to reduce movement and deflection of the top of the tensionless pier.
Therefore, it would be beneficial to incorporate one or more reinforcement structures within both new and retrofit constructions of tensionless concrete pier foundations to improve the strength, operational effectiveness and structural integrity of such foundations over the life thereof.
In view of the foregoing, the present invention is directed to reinforced tensionless concrete pier foundations, reinforcement structures for such foundations, and methods of constructing such foundation, including the retrofitting of existing tensionless concrete pier foundations to include one or more reinforcement structures. The foregoing reinforcement structures act to provide one or more of increased lateral stiffness, shear resistance and overturning (upset) moment capacity to the pier; reduced movement, bending and deflection of the top of the pier; and improved conditioning, containment, skin friction and lateral bearing capacity of the surrounding soil and/or rock substrate that supports the tensionless pier.
As in the '417 patent, the reinforced tensionless concrete pier foundation to which the present invention is directed includes a plurality of elongated tower anchor bolts embedded within sleeves in a concrete pier and secured at their lower ends to an anchor or embedment ring. The tower anchor bolts and embedment ring are received within an annular space formed between an outer corrugated metal pipe (CMP) and an inner CMP having a smaller diameter than the outer CMP. The upper ends of the tower anchor bolts extend above the top of the concrete so that the bolts, which bear the tensile load, can be post-tensioned to keep the concrete pier under constant compression in like manner to the tensionless concrete pier foundation construction described in the '417 patent. These post-tensioned tower anchor bolts are also referred to herein as tensioning tower anchor bolts. And like the pier foundation in the '417 patent, the reinforced concrete pier foundation according to the present invention is also referred to as a “tensionless” pier foundation due to the absence of tensile stress on the concrete.
According to a first embodiment, the tensionless concrete pier foundation according to the present invention is provided with a structural post-tensioned collar that can be added during original construction or as a retrofit to an existing pier to increase foundation stiffness and load-bearing capacity. The outer perimeter of the post-tensioned collar is defined by an outer collar CMP that surrounds the original outer CMP of the pier (the “outer pier CMP”) to create an annular space that is filled with concrete, preferably 6000 psi concrete. Embedded within the concrete, the collar preferably includes shear steel, such as an inner collar CMP placed between the outer collar CMP and the outer pier CMP before the concrete is poured, and sleeved radially-extending horizontal bolts that connect the collar to the pier. The radially-extending horizontal bolts are tensioning bolts that, when post tensioned after concrete pour and set-up, provide tension steel for minimizing bending of the collar and enable the collar to share the overturning (upset) loads otherwise borne by the concrete pier alone. The structural collar can also support soil and rock anchor additions that extend vertically through the collar and into the underlying soil and/or rock substrate to increase the capacity and stiffness of the tensionless pier foundation.
To provide additional stiffness to the pier foundation according to the first embodiment, the inner CMP of the pier (the “inner pier CMP”) is filled with concrete from the top to the depth of the collar, preferably on the order of about 5 feet deep, to form what is referred to herein as a deep concrete floor addition. The deep concrete floor addition in the center of the pier provides structural bending resistance and prevents distortion of the top of the tensionless pier while also providing the floor for the foundation.
According to a second embodiment, the present invention is directed to an extended base flange support (EBFS) repowering addition for an existing tensionless concrete pier foundation that enables the existing pier foundation to support a somewhat larger tower than that for which the foundation was originally constructed. The EBFS repowering addition includes a repowering addition CMP that surrounds the outer pier CMP to define an annular space, approximately 2 feet wide and 6 feet deep, that is filled with concrete to form a repowering collar. The EBFS repowering collar further includes lateral reinforcing bolts, a tower base insert, and auxiliary tensioning tower anchor bolts. The lateral reinforcing bolts extend across the annular space and couple the EBFS repowering addition CMP to the inner and outer pier CMPs. These lateral reinforcing bolts are also post-tensioned to provide tension steel for minimizing bending of the repowering addition. The tower base insert acts to provide a wider support surface on the upper surface of the repowering collar to accommodate the base flange of a larger tower and is supported by the existing tower anchor bolts as well as by the auxiliary tensioning tower anchor bolts.
To support much larger towers, the repowering addition can be configured as a replacement base flange support (RBFS) repowering addition. The RBFS repowering addition also includes a repowering addition CMP but one that is larger in diameter than that used with the EBFS repowering addition in order to create an annular space between the RBFS repowering addition CMP and the outer pier CMP that is about 4 feet wide and 6 feet deep. Further, the RBFS repowering assembly provides stand alone tower base support that is spaced outwardly from, and functionally replaces, the existing support surface for the tower connection flange and is supported by tensioning repowering addition tower anchor bolts that keep the addition under constant compression. The repowering addition tower anchor bolts, which are generally 1.5 inch bolts 7 feet in length, extend vertically through the concrete of the repowering addition collar, generally parallel with the outer pier CMP and the repowering addition CMP. Like the EBFS repowering addition, the RBFS repowering addition also includes lateral reinforcing bolts that extend across the annular space between the repowering addition CMP and the outer pier CMP, and into the annular concrete ring formed between the inner and outer pier CMPs. Both the smaller EBFS and the larger RBFS repowering additions allow a tower having a commensurately larger diameter to be connected to the existing foundation for retrofitted repowering, saving the cost and time required to remove the original foundation and construct a new foundation.
According to a third embodiment, the present invention is directed to a soil condition improvement collar for an existing tensionless concrete pier foundation or for a new construction. The soil condition improvement collar includes a soil improvement CMP that surrounds the outer pier CMP, and is about 5 feet larger in diameter and about 5 feet deep, to define an annular area that is filled with concrete, preferably 3000 psi concrete, to form the soil condition improvement collar which acts to improve the integrity of the surrounding ground material, i.e., the soil and/or rock substrate, to reduce pier movement and soil cracks at the surface.
According to a fourth embodiment, the present invention is directed to buttress additions for a new pier construction, to retrofit an existing pier foundation, or to support future repowering of the tower or turbine supported on the foundation. The buttress additions are preferably embodied as individual concrete blocks or reinforcements, each approximately 4 ft wide, 5 ft long and 10 ft deep, that are spaced around the outer perimeter of the pier foundation and may be precast or formed in situ. The buttress additions increase the overall load capacity and stiffness of the pier foundation while also providing deep-level soil improvement. Further, the buttress additions require less concrete than full encircling-type collars, and the buttress additions do not interfere with, or require encasement of, the electrical conduits which facilitates ease of construction.
According to a fifth embodiment, the present invention includes pressure grouting around an existing pier foundation to stabilize the surrounding soil and to increase the load capacity of the pier foundation by expanding the diameter of the cementitious materials horizontally supporting the pier. According to this embodiment, a grout emitting pipe is driven into the soil surrounding the outer pier CMP to the desired soil depth adjacent the base of the foundation, followed by pressure grouting to several hundred psi at 5 ft intervals as the grouting pipe is lifted upwardly. Pressure grouting in this way can be performed immediately after construction or years later to increase the pier's resistance to lateral movement and also improve foundation stiffness. Pressure grouting for soil stabilization also increases the lateral bearing capacity of the surrounding soil and increases the skin friction around the perimeter of the pier foundation.
The present invention is also directed to a method of constructing a post-tensioned reinforcement collar for a tensionless concrete pier foundation having inner and outer pier CMPs as shown in the '417 patent. The outer perimeter of the collar is bounded by a collar CMP and the collar is secured to the inner and outer pier CMPs with a plurality of lateral reinforcing bolts that extend through the three CMPs, spanning the annular spaces between the inner and outer pier CMPs and between the outer pier CMP and the collar CMP. The lateral reinforcing bolts are nutted both outside the collar CMP and inside the inner pier CMP and can include an upper set of lateral reinforcing bolts near the top of the CMPs and a lower set of lateral reinforcing bolts near the bottom of the CMPs.
According to the method, when constructing a new tensionless pier foundation, the lateral reinforcing bolts of the post-tensioned collar are added before the foundation concrete is poured. The concrete for the tensionless pier can be poured monolithically or a plurality of pours may be placed separately. The bolts are nutted against the inner pier CMP and the collar CMP to retain post-tension loads after both pier and collar concrete cure.
The post-tensioned collar can also be added to an existing tensionless pier foundation for retrofit or repowering with a larger turbine. The preferred method of adding the post-tensioned collar as a retrofit includes removing the floor as well as the soil within the cylindrical space defined by the inner pier CMP to the depth of the collar, and drilling holes for insertion of the horizontally-extending lateral bolts through the inner pier CMP, the annular concrete ring between the inner and outer pier CMPs, the outer pier CMP, the annular space between the outer pier CMP and the collar CMP, and the collar CMP. The bolts are inserted through the drilled holes and nutted against the inner pier CMP and against the outer surface of the collar CMP during post tensioning. In such a retrofit construction, the deep concrete floor addition can be incorporated within the retrofit collar addition by pouring the deep concrete floor after the concrete in the annular space between the collar CMP and the outer pier CMP has been poured and cured and the bolts post tensioned, effectively replacing the previously existing floor and soil fill which was removed to install the retrofit collar.
Whether the retrofit collar is added during original construction or as a retrofit to an existing tensionless pier foundation, the soil and/or rock anchor additions are placed within drilled holes prior to concrete pour in the collar. Rock anchors are installed in drilled holes, such as percussion drilled holes, and are grouted to within a few inches below the bottom of the collar while the upper end of the rock anchor bolt extends to the design height above the collar. Soil anchors can be auger cast or driven piles, drilled to the design depth with a sleeved centralized bolt, the piles being backfilled with concrete or grout, and terminated a few inches below the bottom of the collar with the sleeved bolt extending above the top of the collar to the design height. As used herein, the “design height” and the “design depth” are that height and depth corresponding with the desired height or depth, respectively, as planned for the particular construction.
Soil anchors can also be helical anchors drilled to the design depth with a tube or bolt, central to the helices, having an upper end extending to the design height above the collar. Such helical anchors can be pressure grouted, if required, to increase anchor capacity. Displacement anchors can be drilled and grouted to design depth with the displacement section of the anchor terminating inches below the bottom of the collar and with the upper end of the central sleeved bolts extending to the design height above the collar.
Similar method steps to those just described in connection with the reinforcement collar are followed for construction of the repowering additions except that with the repowering additions the tower anchor bolts are sleeved rather than soil and/or rock anchor bolts.
Accordingly, it is an object of the present invention to provide one or more reinforcement structures to a tensionless concrete pier foundation that increase lateral stiffness, shear resistance and overturning (upset) moment capacity of the pier, and that reduce movement, bending, displacement, and deflection of the top of the pier. The reinforcement structures may also serve to improve the conditioning, containment, skin friction and lateral bearing capacity of the surrounding soil and/or rock substrate that supports the tensionless pier.
Another object of the present invention is to provide one or more reinforcement structures to a tensionless concrete pier foundation in accordance with the preceding object in which the reinforcement structure includes a structural post-tensioned collar added during original construction or as a retrofit to an existing tensionless pier foundation to increase foundation lateral stiffness, overturning resistance, and load-bearing capacity, the outer perimeter of the post-tensioned collar being defined by an outer collar CMP that surrounds the outer pier CMP to create an annular space that is filled with concrete, preferably 6000 psi concrete.
Yet another object of the present invention is to provide a reinforced tensionless concrete pier foundation in accordance with the preceding object in which the reinforcement collar includes an inner collar CMP placed between the outer collar CMP and the outer pier CMP before the concrete is poured, the inner collar CMP increasing the shear strength of the reinforcement collar.
Still another object of the present invention is to provide a reinforced tensionless concrete pier foundation in accordance with the preceding two objects in which the reinforcement collar includes sleeved radially-extending horizontal bolts that connect the collar to the pier and, when post tensioned after concrete pour and set, provide tension steel for minimizing bending of the collar and enable the collar to share the overturning (upset) loads otherwise borne by the concrete pier alone.
A further object of the present invention is to provide a reinforced tensionless concrete pier foundation in accordance with the three preceding objects in which the structural post-tensioned collar supports soil and/or rock anchor additions that extend through the collar and into the underlying soil and/or rock substrate to increase the capacity and stiffness of the tensionless pier foundation.
Yet a further object of the present invention is to provide a reinforced tensionless concrete pier foundation in accordance with at least one of the preceding four objects in which the inner pier CMP is filled with concrete from the top to the depth of the collar, preferably on the order of about 5 ft deep, to form a deep concrete floor addition that provides structural bending resistance and prevents distortion of the top of the tensionless pier while also providing the floor for the foundation.
Another object of the present invention is to provide a reinforcement structure for a tensionless concrete pier foundation in which the reinforcement structure includes a repowering addition for an existing tensionless concrete pier foundation that includes a repowering addition CMP, a plurality of lateral reinforcing bolts, and additional tensioning tower anchor bolts, the repowering addition CMP surrounding the outer pier CMP of the foundation to define an annular space and the lateral reinforcement bolts extending across the annular space and coupling the repowering addition CMP to the inner and outer pier CMPs, concrete being poured to fill the annular space with the lateral reinforcement bolts embedded therein, the repowering addition enabling the existing pier foundation to support a larger tower than that for which the foundation was originally constructed, saving the cost and time required to remove the original foundation and construct a new foundation.
Still another object of the present invention is to provide a reinforced tensionless concrete pier foundation in accordance with the preceding object in which the repowering addition includes a tower base insert that creates an extended base flange support (EBFS) repowering addition, the tower base insert of the EBFS repowering addition providing an extended support surface on the upper surface of the repowering collar to accommodate the base flange of a somewhat larger tower.
Yet another object of the present invention is to provide a reinforced tensionless concrete pier foundation in accordance with the object before the preceding object in which the repowering addition includes a replacement base flange support (RBFS) repowering addition that forms a stand alone support for the tower connection flange that is spaced outwardly from, and functionally replaces, the existing tower support surface for the tower connection flange and is supported by repowering addition tensioning tower anchor bolts that extend vertically through the concrete of the repowering addition collar, generally parallel with the outer pier CMP and the repowering addition CMP, the RBFS repowering addition enabling the previously existing pier foundation to support a much larger tower than that for which the foundation was originally constructed.
A further object of the present invention is to provide a reinforcement structure for a tensionless concrete pier foundation in which the reinforcement structure includes a soil condition improvement collar for an existing tensionless concrete pier foundation or for a new construction, the soil condition improvement collar including a soil improvement CMP that surrounds the outer pier CMP, preferably being about 4-5 feet larger in diameter, to define an annular area about 5-6 feet deep that is filled with concrete, preferably 3000 psi concrete, to improve the integrity of the surrounding ground material, i.e., the soil and/or rock substrate, and to reduce pier movement and soil cracks at the surface.
Yet a further object of the present invention is to provide a reinforcement structure for a tensionless concrete pier foundation in which the reinforcement structure includes buttress additions for a new pier construction, to retrofit an existing pier foundation, or to support future repowering of the tower or turbine supported on the foundation, the buttress additions being embodied as individual concrete blocks or reinforcements, precast or formed in situ, each approximately 4 feet wide, 5 feet long and 10 feet deep, and being spaced around the outer perimeter of the pier foundation to increase the overall load capacity and stiffness of the pier foundation and provide deep-level soil improvement around the pier foundation.
A still further object of the present invention is to provide a reinforcement structure for a tensionless concrete pier foundation in which the reinforcement structure includes grout stabilized soil around the perimeter of the foundation to increase the lateral bearing capacity of the surrounding soil by expanding the diameter of the cementitious materials horizontally supporting the pier and by increasing the skin friction around the perimeter of the pier foundation.
Another object of the present invention is to provide a method of stabilizing the soil in accordance with the previous object that includes driving a grout emitting pipe to the desired soil depth adjacent the base of the foundation and pressure grouting to several hundred psi at 5 ft intervals as the grouting pipe is lifted upwardly, the method being able to be performed immediately after construction or years later to improve the pier's resistance to lateral movement.
Yet another object of the present invention is to provide a method of constructing a tensionless concrete pier foundation having inner and outer pier CMPs to include a post-tensioned reinforcement collar during original construction, the method including placing a collar CMP around the outer pier CMP, installing lateral reinforcing bolts that extend through the collar CMP and the inner and outer pier CMPs, the bolts spanning the annular spaces between the inner and outer pier CMPs and between the outer pier CMP and the collar CMP, nutting the lateral reinforcing bolts both outside the collar CMP and inside the inner pier CMP, pouring concrete into the annular spaces, and post-tensioning the lateral reinforcing bolts after concrete cure.
Still another object of the present invention is to provide a method of retrofitting a tensionless concrete pier foundation having inner and outer pier CMPs with a post-tensioned reinforcement collar, the method including removing the floor as well as the soil within the cylindrical space defined by the inner pier CMP to the depth of the collar, drilling holes for insertion of horizontally-extending lateral bolts through the inner pier CMP, the annular concrete ring between the inner and outer pier CMPs, the annular space between the outer pier CMP and the collar CMP, and the collar CMP, inserting the bolts through the drilled holes and nutting the bolts against the inner surface of the inner pier CMP and against the outer surface of the collar CMP during post tensioning thereof.
Still a further object of the present invention is to provide a method of retrofitting a tensionless concrete pier foundation with a post-tensioned reinforcement collar in accordance with the preceding object in which the method further includes pouring a deep concrete floor addition into the cylindrical space after the concrete in the annular space between the collar CMP and the outer pier CMP has been poured and cured and the bolts post tensioned, the deep concrete floor addition replacing the soil and floor that were removed to install the retrofit collar.
These together with other objects and advantages which will become subsequently apparent reside in the details of construction and operation as more fully hereinafter described and claimed, reference being had to the accompanying drawings forming a part hereof, wherein like numerals refer to like parts throughout.
It is to be understood that the embodiments described herein are disclosed by way of illustration only. It is not intended that the invention be limited in its scope to the details of construction and arrangement of components set forth in the following description or illustrated in the drawings. Also, in describing the preferred embodiments, specific terminology will be resorted to for the sake of clarity. It is to be understood that each specific term includes all technical equivalents which operate in a similar manner to accomplish a similar purpose.
A tensionless concrete pier foundation like that disclosed in the '417 patent is shown in
Broadly, and as claimed in the '417 patent, the tensionless pier foundation 10 is an upright cylindrical structure of cementitious material having upper and lower ends, the lower end being embedded within an excavation and the upper end for supporting a tower. At least one set of tower anchor bolts, and preferably two sets of tower anchor bolts 20, 21, are disposed in the upright structure and spaced about a central axis thereof. The lower ends of the bolts are secured to the embedment ring 22 adjacent the lower end of the foundation, and the upper ends project upwardly from the upper end of the foundation. The bolts are shielded against bonding with the cementitious material by sleeves 30. The tower base flange 301 is fitted tightly upon the upper surface of the upright structure. The tower base flange has openings formed therethrough through which the threaded upper ends of the tower anchor bolts 20, 21 are slidingly received. A plurality of nuts 18 are threaded onto the bolt upper ends and tightened downwardly upon the tower base flange sufficiently to place the bolts under heavy tension. As a result, the entire upright cylindrical structure is placed under heavy post-compression. Reference is made to the '417 and '947 patents for a more detailed disclosure of the structure and construction of the basic pier foundation 10 shown in
As shown in
According to the first embodiment of the reinforced tensionless concrete pier foundation 100 as shown in
The outer perimeter of the post-tensioned collar 110 is defined by an outer collar CMP 112 that surrounds the outer pier CMP 14 to create an annular space generally designated by reference numeral 114 between the outer pier CMP 14 and the outer collar CMP 112. The annular space 114 is filled with concrete, preferably 6000 psi concrete. As used herein, “concrete” is intended to refer to any combination of aggregate, including various aggregate sizes, water and a binding cementitious material such as Portland cement and the like, which may or may not include optional strength and/or consistency additives, and which hardens upon cure as is known in the concrete and masonry fields.
The collar 110 preferably includes shear steel embedded within the concrete, such as an inner collar CMP 116, which is placed between the outer collar CMP 112 and the outer pier CMP 14 before the concrete is poured. Because the inner collar CMP 116 can be set in one piece, as contrasted with the placing and tying of individual shear steel rebars as was done according to previously known construction methods, the inner collar CMP 116 not only increases the shear resistance in the collar but also expedites collar construction.
The collar 110 also preferably includes sleeved radially-extending horizontal tensioning bolts 118 that connect the collar 110 to the pier 10 and, when post tensioned after concrete pour and set, provide tension steel and lateral stiffness for minimizing bending of the collar and enable the collar to share the overturning (upset) loads otherwise borne by the concrete pier alone.
The structural post-tensioned collar 110 can also support soil and rock anchor additions 140 that extend vertically through the collar and into the underlying soil and/or rock substrate 142 to increase the overturning resistance, load-bearing capacity, and lateral stiffness of the tensionless pier foundation. The soil and rock anchor additions 140 are typically bolts which are secured against an upper surface 146 of the concrete collar with nuts 144.
To provide additional stiffness to the pier foundation according to the first embodiment, the inner pier CMP 12 is filled with concrete from the top to the depth of the collar, preferably on the order of about 5 ft deep, to form a deep concrete floor addition 150 as shown in
According to a second embodiment of the present invention, the reinforcement structure for the tensionless concrete pier foundation 10 includes a repowering addition generally designated by reference numeral 210A in
The repowering addition shown in
The EBFS repowering addition 210A further includes lateral reinforcing bolts 228, a tower base insert 230, and an auxiliary ring of tower anchor bolts 121. The lateral reinforcing bolts 228 extend across the annular space 218 and couple the EBFS repowering addition CMP 216 to the inner and outer pier CMPs 12, 14. The tower base insert 230 has openings that receive both the existing tower anchor bolts 20, 21 and the auxiliary tower anchor bolts 121 and acts to provide a wider, or extended, support surface on the upper surface of the repowering collar to accommodate the tower base flange 232 of a larger tower 233. The auxiliary tower anchor bolts 121 extend vertically through the concrete of the repowering addition collar 210A, generally parallel with the outer pier CMP and the repowering addition CMP, and are coupled to the tower base flange 232 through the insert 230.
To support much larger towers, the repowering addition can be configured as a replacement base flange support (RBFS) repowering addition 210B, as shown in
According to a third embodiment of the present invention, the reinforcement structure for the tensionless concrete pier foundation 10 includes a soil condition improvement collar generally designated by reference numeral 400 as shown in
The soil condition improvement collar 400 includes a soil improvement CMP 416 that surrounds the outer pier CMP 14, being about 4-5 feet larger in diameter, and is about 5-6 feet deep, to define an annular space 418 that is filled with concrete, preferably 3000 psi concrete. The resulting soil condition improvement collar acts to improve the integrity of the surrounding ground material, i.e., the soil and/or rock substrate, to reduce pier movement and soil cracks at the surface.
According to a fourth embodiment of the present invention shown in
The buttress additions 500 are preferably formed as individual concrete blocks or reinforcements, either precast or cured in place, each approximately 4 ft wide, 5 ft long and 10 ft deep, that are spaced around the outer perimeter of the pier foundation 10. The buttress additions 500 increase the overall load capacity and stiffness of the pier foundation while also providing deep-level soil improvement. Further, the buttress additions require less concrete than do fully encircling reinforcement collars, and the buttress additions do not interfere with, or require encasement of, the electrical conduits which facilitates ease of construction.
According to a fifth embodiment shown in
The present invention is also directed to a method of constructing a post-tensioned reinforcement collar for a tensionless concrete pier foundation having inner and outer pier CMPs as shown in the '417 patent. The outer perimeter of the collar is bounded by a collar CMP and the collar is secured to the inner and outer pier CMPs with a plurality of lateral reinforcing bolts that extend through the three CMPs, spanning the annular spaces between the inner and outer pier CMPs and between the outer pier CMP and the collar CMP. The lateral reinforcing bolts are nutted both outside the collar CMP and inside the inner pier CMP and can include an upper set of lateral reinforcing bolts near the top of the CMPs and a lower set of lateral reinforcing bolts near the bottom of the inner pier and collar CMPs.
According to the method, when constructing a new tensionless pier foundation, the lateral reinforcing bolts of the post-tensioned collar are added before the foundation concrete is poured. The concrete for the tensionless pier can be poured monolithically or a plurality of pours may be placed separately. The bolts are nutted against the inner pier CMP and the collar CMP to retain post-tension loads after both pier and collar concrete cure.
A preferred sequence of the method steps for construction of a new tensionless concrete pier foundation with a reinforcement collar in accordance with the present invention may be summarized as follows:
While the concrete pours have been identified as separate steps, the concrete may be poured monolithically depending upon the specific construction sequence that is followed in a particular instance. In addition, the annular space between the outer perimeter of the excavation in the outer collar area and the outer collar CMP is also backfilled prior to completion of the foundation.
The post-tensioned collar can also be added to an existing tensionless pier foundation for retrofit or repowering with a larger turbine. The preferred method of adding the post-tensioned collar as a retrofit includes removing the floor as well as the soil within the cylindrical space defined by the inner pier CMP to the depth of the collar, and drilling holes for insertion of the horizontally-extending lateral bolts through the inner pier CMP, the annular concrete ring between the inner and outer pier CMPs, the outer pier CMP, the annular space between the outer pier CMP and the collar CMP, and the collar CMP. The bolts are inserted through the drilled holes and nutted against the inner surface of the inner pier CMP and against the outer surface of the collar CMP during post tensioning. In such a retrofit construction, the deep concrete floor addition can be incorporated within the retrofit collar addition by pouring the deep concrete floor after the concrete in the annular space between the collar CMP and the outer pier CMP has been poured and cured and the bolts post tensioned, effectively replacing the previously existing floor and soil fill which was removed to install the retrofit collar.
As already noted herein, the post-tensioned collar may also include soil and/or rock anchor additions which are placed within drilled holes prior to concrete pour in the collar. According to a preferred method of installation, rock anchors are installed in drilled holes, such as percussion drilled holes, and are grouted to within a few inches below the bottom of the collar while the upper end of the rock anchor bolt extends to the design height above the collar. Soil anchors can be auger cast or driven piles which are drilled to the design depth with a sleeved centralized bolt. The piles are backfilled with concrete or grout, and terminated a few inches below the bottom of the collar with the sleeved bolt extending above the top of the collar to the design height. Both the rock and the soil anchors are then post-tensioned after concrete pour and cure.
The present invention may also include soil anchor additions formed as helical anchors that are drilled to the design depth with a tube or bolt being central to the helices. An upper end of the tube or bolt extends to the design height above the collar. Helical anchors of this type can be pressure grouted, if required, to increase anchor capacity.
As a further alternative, displacement anchors having a centralized sleeved bolt secured near the top thereof can be drilled and grouted to design depth with the displacement section of the anchor terminating inches below the bottom of the collar and with the upper end of the central sleeved bolts extending to the design height above the collar for post tensioning.
The present invention is also directed to a method of installing repowering additions having tower anchor bolts. The tower anchor bolts extend through the repowering addition collar and are sleeved in like manner as has been described in connection with the rock and/or soil anchor bolts, also being post-tensioned after concrete pour and cure.
The foregoing descriptions and drawings should be considered as illustrative only of the principles of the invention. The invention may be configured in a variety of ways and numerous applications of the present invention will readily occur to those skilled in the art. Therefore, it is not desired to limit the invention to the specific examples disclosed or the exact construction and operation shown and described. Rather, all suitable modifications and equivalents may be resorted to, falling within the scope of the invention.
This application claims priority from U.S. provisional application Ser. No. 62/739,359, filed Jan. 31, 2019.
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| 20230243119 A1 | Aug 2023 | US |
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