US20180282994A1

US20180282994A1 - Precast concrete building elements and assemblies thereof, and related methods

Info

Publication number: US20180282994A1
Application number: US15/890,877
Authority: US
Inventors: Nandy Sarda
Original assignee: Individual
Current assignee: Individual
Priority date: 2017-03-30
Filing date: 2018-02-07
Publication date: 2018-10-04
Anticipated expiration: 2037-03-30
Also published as: WO2018182769A1; US20180282993A1; US10106973B1; US10106972B1

Abstract

An assembly of concrete structural elements includes a precast concrete lower column, a precast concrete column capital supported on an upper end of the lower column, at least one precast concrete beam supported by the precast column capital, at least one slab supported by the at least one beam, an upper column extending above the lower column, and a poured concrete lap splice connecting the lower and upper columns, a volume of the lap splice being at least partially defined by the lower column, the column capital, the beam, the slab and the upper column. A method of making a lap splice comprises embedding splice reinforcement in each of opposed end of a pair of concrete structural elements such that the splice reinforcement extends out of each approximately as far as the structural reinforcement and overlaps the structural reinforcement within the opposed ends.

Description

CROSS-REFERENCE TO RELATED APPLICATION

This application is a divisional of U.S. patent application Ser. No. 15/474,306, filed on Mar. 30, 2017, the contents of which are herein incorporated by reference in their entirety.

FIELD OF THE INVENTION

The present invention relates to precast concrete building elements, such as precast concrete columns, and more particularly, to assemblies made from such building elements and related methods of assembly.

BACKGROUND

The use of reinforced concrete for structural elements of buildings is well known. The loads in concrete structures are transferred by both the concrete and the reinforcement within the structural elements. For many building applications, formwork for the concrete is assembled in situ, reinforcement is placed (typically in the form of steel rebar, often pre-stressed), and the concrete is poured and allowed to cure.
Alternately, precast concrete building elements are sometimes used, with the reinforcement already located therein and often extending out from one or more surfaces thereof. The use of precast elements can offer several advantages, including simplifying and speeding construction, reducing susceptibility to weather and environmental conditions on site, affording greater consistency and quality control for precast elements made in a more controlled, factory setting, etc. Examples of the advantageous use of precast concrete structural elements can be found in the inventor's prior U.S. Pat. No. 4,505,087, the contents of which are herein incorporated by reference in their entirety.
A conventional downside of the precast building elements is the complexity that can be involved when structurally tying one such element into other structural elements. Often, the reinforcement from adjacent elements are bolted or welded together, which can be very time consuming, require highly skilled laborers and special equipment. Sometimes the connection problem is largely avoided in low-rise structures by al the precast elements tall enough for the full height of the structure.
Referring to FIG. 9, a lap splice 170 can be used to tie adjacent elements together, such as upper and lower precast columns 114, 124. The lap splice does not require reinforcement to be bolted or welded together, but simply to overlap for a predetermined splice length 176 in the space between the precast elements, which space is subsequently filled with concrete that cures around the splice 170 and holds the precast elements 114, 124 together.
While this appears, on the face of it, to be a rather simple solution, the problem is that engineering concerns and code requirements will often require a splice length 176 so considerable that it becomes impractical to accommodate the space needed between the precast elements 114, 124. Although the particular equations used to calculate the required splice length can be rather complex, a good approximation for illustrative purposes is that the splice length must be 40 times the diameter of reinforcement for splices in tension and 30 times the diameter of reinforcement for splices in compression.

SUMMARY OF THE INVENTION

In view of the foregoing, it is an object of the present invention to provide improved precast concrete building elements, assemblies thereof and related methods.
According to an embodiment of the present invention, an assembly of concrete structural elements includes a precast concrete lower column, a precast concrete column capital supported on an upper end of the lower column, at least one precast concrete beam supported by the precast column capital, at least one slab supported by the at least one beam, an upper column extending above the lower column, and a poured concrete lap splice connecting the lower and upper columns, a volume of the lap splice being at least partially defined by the lower column, the column capital, the beam, the slab and the upper column.
According to a method aspect, a lap splice is made between opposed ends of adjacent concrete structural elements having structural reinforcement extending therethrough and out the opposed ends thereof. The method comprises embedding splice reinforcement in each of the opposed ends such that the splice reinforcement extends out of each approximately as far as the structural reinforcement and overlaps the structural reinforcement within the opposed ends, and bringing the structural elements together such that the ends of the structural reinforcement and the splice reinforcement extending from the opposed ends overlap.
These and other objects, aspects and advantages of the present invention will be better appreciated in view of the drawings and following detailed description of preferred embodiments.

BRIEF DESCRIPTION OF THE DRAWINGS

FIG. 1 is a partial perspective view of an assembly of precast concrete structural elements according to an embodiment of the present invention, including upper and lower precast columns, a precast column capital, precast beams, and precast slabs (in section), the assembly being tied to a foundation slab and poured column footing;

FIG. 2 is a partial perspective view of the lower precast column of FIG. 1 being located over the foundation slab;

FIG. 3 is a partial perspective view of the lower precast column of FIG. 1 situated over the foundation slab, optional alternate components being shown in broken lines;

FIG. 4 is a partial perspective view of the lower precast column of FIG. 1 situated over the foundation slab with formwork for the column footing arranged thereabout;

FIG. 5 is a partial perspective view of the lower precast column of FIG. 1, with temporary supports for the precast column capital attached;

FIG. 6 is a partial perspective view of the lower precast column of FIG. 1, with the precast column capital in place, optional alternate components being shown in broken lines;

FIG. 7 is a partial perspective view of the lower precast column and precast column capital of FIG. 1, with the precast beams in place;

FIG. 8 is a partial perspective view of the lower precast column, precast column capital and precast beams of FIG. 1, with the precast slabs (in section) arranged thereon and the upper precast column located thereabove;

FIG. 9 is a schematic side view of a lap splice between upper and lower precast elements, hidden components being shown in broken lines;

FIG. 10 is a schematic side view of a shortened lap splice between upper and lower precast elements, hidden components being shown in broken lines, according to an aspect of the present invention; and

FIG. 11 is a schematic side view of a stabilizing connection between upper and lower precast elements, hidden components being shown in broken lines, according to a further aspect of the present invention.

DETAILED DESCRIPTION OF PREFERRED EMBODIMENTS

According to an embodiment of the present invention, referring to FIG. 1, an assembly 10 of precast concrete structural elements is connected to and extends away from a poured slab 12, or other suitable surface. The precast concrete structural elements are generally concrete with reinforcement, such as steel rebar, extending therethrough.
The precast concrete structural elements include a lower column 14, a column capital 16, beams 20, slabs 22 and upper column 24. A poured footing 26 supports a lower end of the lower column 14. With reference to FIG. 2-8, the assembly of the structural elements, and further features thereof, will be described. These structural elements are selected for exemplary and illustrative purposes, and it will be appreciated the present invention is not necessarily limited thereto.
Referring to FIG. 2, reinforcement 30 extends upwardly from the slab 12 or other surface where the lower column 14 is to be situated. The lower column 14 is arranged over the slab 12, with column reinforcement 32 facing downward toward the slab reinforcement 30. Further reinforcement, in the form of column ties 34 extend generally perpendicular to the column reinforcement 30. Referring to FIG. 3, the lower column 14 is lowered to sit above the slab 12 with the column reinforcing 32 and the slab reinforcing overlapping. Bracing 36 can be applied as necessary to steady the lower column 14 while pouring the footing 26.
Referring to FIG. 4, formwork 40 for the footing 26 is arranged around the overlapping reinforcement elements 32, 34, 36. Referring to FIG. 5, the footing 26 is poured, supporting the lower column 14 and tying it structurally to the slab 12.
To support the column capital 16 before it is permanently tied to the lower column 14 and the rest of the assembly 10, support blocks 42 are glued or otherwise secured around an upper end of the lower column 14. The support blocks 42 can be made of polystyrene or other suitable material. When no longer needed, the support blocks 42 can be removed, or alternately, left in place with some finish applied thereto. To facilitate visibility, the support blocks 42 are shown extending to the edges of the column capital 16; however, this is not a design requirement. The support blocks 42 can be much smaller than the footprint of the column capital 16. Strengthening the holding power of the support blocks 42 can be performed by wrapping cellophane or other substance acting as a belt around them.
Referring to FIG. 6, the column capital 16 is placed on the support blocks 42 at the upper end of the lower column 14 with upper ends of the column reinforcement 32 extending upwardly therethrough. The column capital 16 includes end walls 44 and notched side walls 46 where the beams 20 are to be arranged. Other configurations of column capital 16 walls could be used to support different numbers and arrangements of beams. The column capital 16 can include reinforcement 50 therein as necessary to facilitate a structural tie with the lower column 14.
Referring to FIG. 7, the beams 20 are placed on the notched side walls 46 of the column capital 16. To ensure that the column capital 16 can support the weight of the beams 20, bracing 52 can be added to the support blocks 42. Alternately, the interior of column capital 16 could be partially poured before placing the beams 20, in which case a wire screen 54 or the like is placed around the column reinforcement 32 to ensure the region thereabout remains temporarily free of concrete.
Referring to FIG. 8, the slabs 22 are placed on the beams 20, with the upper ends of the reinforcement 32 of the lower column 14 being left clear. Grout 56 (see FIG. 1), with reinforcement as required, can be poured between the slabs 22. The depicted slabs 22 are precast hollow core slabs; however, any suitable precast or cast-in-place slab(s) could be used.
The upper column 24 is arranged above the lower column 14, with upper column reinforcing 60 extending downwardly therefrom. From the foregoing, it will be appreciated that the lower column 14, column capital 16, beams 20 and slabs 22 both offer support for the upper column 24 and serve as a form for the space that needs to be poured to complete a lap splice between the respective reinforcement 32, 60. Thus, little or no additional formwork need be added, and the upper column 24 need only be lowered into the location shown in FIG. 1 and the empty volume bounded by the structural elements poured to tie the entire assembly 10 together.
For clarity of the illustrations, the reinforcement 32, 60 of the upper and lower columns 14, 24 is not shown in detail and every reinforcement element is not necessarily shown. Referring to FIG. 10, a lap splice 70 between the lower and upper columns 14, 24 will be explained in detail. In addition to the column reinforcing 32, 60, the lap splice 70 is formed from splice reinforcement 72, 74 extending from the lower and upper columns 14, 24, respectively.
Each element of splice reinforcement 72, 74 overlaps its respective column reinforcement 32, 60 by the entire required splice length 76. Approximately one-half 80 of the overlap is within the respective column 14, 24, and one-half 82 of the overlap is outside. Thus, the effective exposed distance over which the column reinforcement 32, 60 and splice reinforcement 72, 74 is approximately one-half the full required splice length 76. An approximately 50% reduction in the required spacing for the lap splice 70 is achieved. Further reductions could be achieved by using larger diameter rebar for the splice reinforcement 72, 74 and/or by employing additional, shorter splice reinforcement sections 78 in the space 82 between the columns 14, 16. Preferably, an element of splice reinforcement 72, 74, 78 is supplied for each element of column reinforcement 32, 60.
The substantial reduction in effective lap splice 70 length achieved by the present invention can work synergistically with the assembly 10. In particular, the height of the column capital 16, beams 20 and/or slabs 22 can readily be adjusted to closely match the effective lap splice 70 length, making tying together of structural elements via a lap splice much simpler.
While the present invention can significantly reduce the required splice length, and allow other structural elements to serve as formwork for the lap splice, it may still be desirable to provide additional stability to the upper column 24 while the lap splice 70 is being poured. Referring to FIG. 11, generally opposed stabilizing connectors 84 extend from respective ends of the lower and upper columns 14, 24. Each pair of stabilizing connectors 84 is connected by a splice bar 86 that is bolted or otherwise secured to the connectors 84. The stabilizing connectors 84 are preferably made from steel angles or similarly strong and rigid material partially embedded into the columns 14, 24.
Only two pairs of connectors 84 are shown in FIG. 11 (without the other reinforcement for clarity of illustration), although more or fewer pairs could be used. The stabilizing connectors 84 enhance the immobility of the upper column 24 before and during pouring of the lap splice 70, ensuring accurate final alignment and placement of the upper column 24. Additionally, the connectors 84 could supplement or replace the splice reinforcement 72, 74 for some applications.
In general, the foregoing description is provided for exemplary and illustrative purposes; the present invention is not necessarily limited thereto. Rather, those skilled in the art will appreciate that additional modifications, as well as adaptations for particular circumstances, will fall within the scope of the invention as herein shown and described and the claims appended hereto.

Claims

1. An assembly method for concrete structural elements, the method comprising:

embedding splice reinforcement in a first concrete column such that a first portion of the splice reinforcement overlaps with reinforcements of the first concrete column, and a second portion of the lap splice extends out of an end of the first concrete column;

arranging a precast concrete column capital defining an interior volume on an upper end of a vertical concrete first column such that the second portion of the splice reinforcement extending from the first column extends into the interior volume of the column capital;

supporting at least one precast concrete beam on an edge of the column capital; and

pouring the interior volume of the column capital with concrete.

2. The method of claim 1, further comprising attaching support blocks around the upper end of the first column prior to arranging the column capital thereon, the support blocks supporting the column capital.

3. The method of claim 2, wherein the support blocks are adhered to the first column.

4. The method of claim 2, wherein the support blocks are polystyrene.

5. The method of claim 2, wherein the support blocks are braced before supporting the beam on the edge of the column capital and the pouring of the interior volume of the column capital is performed after supporting the beam on the edge thereof.

6. The method of claim 1, wherein a portion of the pouring of the interior volume of the column capital is performed before supporting the beam on the edge thereof.

7. The method of claim 1, further comprising arranging a precast concrete second column above the first column.

8. The method of claim 7, wherein the pouring of the interior volume of the column capital with concrete includes filling a vertical space between the upper end of the first column and a lower end of the second column.

9. A method of making a lap splice between opposed ends of adjacent concrete structural elements having structural reinforcement extending therethrough and out the opposed ends thereof, the method comprising:

embedding splice reinforcement in each of the opposed ends such that the splice reinforcement extends out of each end approximately as far as the structural reinforcement and overlaps the structural reinforcement within the opposed ends;

bringing the structural elements together by overlapping a portion of splice reinforcement extending out of the respective opposed ends such that the ends of the structural reinforcement and the splice reinforcements extending from the respective opposed ends overlap; and

pouring concrete at a connection space between the opposed ends of the adjacent concrete structural elements.

10. The method of claim 9, wherein a length of overlap between splice reinforcement and structural reinforcement embedded in the opposed ends is approximately equal to a length overlap of the exposed splice reinforcement and structural reinforcement.

11. The method of claim 9, further comprising arranging additional splice reinforcement within the overlap of the structural reinforcement and splice reinforcement between the opposed ends.

12. The method of claim 11, wherein a length of the additional splice reinforcement is approximately equal to a length overlap of the exposed splice reinforcement and structural reinforcement.