US20020026767A1

US20020026767A1 - Post-frame building

Info

Publication number: US20020026767A1
Application number: US09/846,871
Authority: US
Inventors: Thomas Dowland
Original assignee: Individual
Current assignee: Individual
Priority date: 1998-05-04
Filing date: 2001-04-30
Publication date: 2002-03-07
Also published as: US20020184848A1; US6694699B2

Abstract

A post frame building that utilizes columns composed of and upper and lower section that is laminated from standard dimensional lumber. The lower section of the columns, made from treated lumber are set into the ground and cut to level. The upper sections, of non-treated lumber is joined to the lower section by means of a staggered slip joint. The upper end of the upper column section forms a sleeve into which a deep heel truss is set. Pre-fabricated girt panels are applied to the columns prior to truss mounting. Prefabricated applied between the trusses form a complete structure.

Description

This is a continuation of the parent application Ser. No. 09/305,175 which was accorded a filing date of May 4, 1999. [0001]

CROSS-REFERENCES TO RELATED PROVISIONAL APPLICATIONS

This invention references, includes the subject matter and claims the benefit of previously filed provisional applications, No. 60/084,088, filed May 4, 1998; No. 60/100,910 filed Sep. 17, 1998 and No. 60/101,165 filed Sep. 21, 1998.[0002]

BACKGROUND

1. Field of Invention

This invention relates to the construction of buildings and specifically to those that utilize pre-manufactured components applied to a modified post-frame type skeleton resulting in an improved building.

2. Developments in the Field

The demand for strong yet economical buildings for commercial, industrial and agricultural applications has grown over the decades. In the agricultural context, barns were usually constructed of self-supporting heavy timber frames. One alternative to this construction method was the pole barn. This type of building was constructed by digging a series of holes around a perimeter of the to-be-constructed building. Long poles, such as wooden telephone or power poles, were set into the holes. Then numerous horizontal members called “girts” were then nailed to the poles increasing stability and providing a mechanism for attachment of exterior sheathing. The poles used in this method of construction were merely whole harvested timber with branches and bark removed. Consequently, the pole varied in diameter being generally wider and the base and narrower at the top. The poles, being a natural product were not uniform nor necessarily straight. This created significant problems in constructing a “square” buildings with true angles. This had further ramifications making the creation of properly functioning doorways and windows difficult. Since the poles narrowed and became less straight at the top, attachment of the roof rafters or trusses was difficult and sometimes irregular.

The use of poles as columns or posts in post and frame construction was supplanted by the use of standard dimensional lumber, i.e., 2×4, 2×6 and 2×8 lumber. The regular dimensions allowed construction of truer angles. The advent of treated rot resistant lumber allowed the dimensional lumber to be inserted into foundation holes in place of poles.

3. Prior Art

Of all prior art references, the one that comes the closest to the to the characteristics of this invention is the building system disclosed in U.S. Pat. No. 4,479,342 to Eberle. The Eberle building system utilizes a columnar structure wherein the lower column section sits on a pre-cast or poured concrete footing and is held in place by tamped earth. This could potentially allow wind sheer forces to lift the column from the hole thereby destroying or distorting the structure. Further, the lower section of the Eberle patent discloses a symmetrical slip joint which is inherently weaker than the staggered slip joints disclosed in this invention. The upper section of the Eberle column does not contain a center member. This requires the unnecessary step of inserting a leveling block between the upper column members to allow the insertion of a shallow heel truss. The use of a narrow-heeled truss in the Eberle patent requires the further utilization of the application of a knee brace. Utilization of deep heel trusses in this invention eliminates this particular disadvantage by providing significant stability and wind sheer resistance. Further, the Eberle building method utilizes either long girts nailed to the exterior of the sidewall columns, or girts nailed between and flush with the sidewall column lips. Utilization of individual girts instead of square and true girt panels, does not allow the columns to be plumed and leveled when the individual girts are applied. The present system allows the columns to be squared using the girt panels. The Eberle building method also discloses individual purlins which are either laid down on top of the upper truss chord or there between. The use of the individual purlins as opposed again, to a prefabricated true and plumed purlin panels does not allow the roof trusses to conform to the square and true purlin panel. Failure to use a centering column requires the user of the Eberle construction method to undertake a series of complex measurements and the use of shims in order to insure the upper ends of the upper column sections are all level.

OBJECTS AND ADVANTAGES

In addition to the objects and advantages of the Post-Frame Building heretofore described, additional objects and advantages of the present invention are as follows:

(a) to reduce on site labor costs by utilizing pre-manufactured purlin and girt panel components. Through the use of jigs and machinery, the pre-manufactured girt and purlin panels are subject to higher quality control, can be manufactured to varying an exacting specifications and are manufactured with square and true angles.

(b) to increase safety by reducing the number of components needing to be assembled thereby reducing the need for workers to work atop trusses and other elevated building components.

(c) Drop in roof purlin panels provide added stability the structure during truss installation meaning more safety for the workers and less chance of damage to the structure before it is finished from severe weather (usually in the form of wind loads associated with thunder storms).

(d) Purlin panels also help to ensure that the trusses are installed straight, plum and at the correct spacing.

(e) Purlin panels provide a more effective type of bracing for the top chord (compression chord) compared to roof purlins that are set on top of the truss. This is because the drop-in panels brace more than just the top edge of the truss top chord; they brace the depth of the chords by butting into them from both sides. This not only prevents the chords from buckling laterally (out of the plane of the truss), it also resists the torsional (twisting) mode of buckling.

(f) Deep heel trusses provides for added stability to the structure during construction. Since connection of the post to the heel is more rigid than a normal heel because the bolts or nails can be spread apart and provide a moment connection between the post and truss. In this way, this connection works like a knee brace between the post and truss.

(g) The moment connection between the post and deep heel trusses stiffens the post-truss frame and reduces lateral building deflection under wind loads.

(h) The moment connection between the post and deep heel trusses changes the moment distribution in the post and better utilizes the strength of the post.

(i) The joining of columns by the use of staggered slip joints greatly increases the column's resistance to wind sheer.

(j) The use of a center column in the upper column section greatly reduces time needed to measure and shim, a disadvantage of the prior art.

(k) The use of purlin hangers allows the purlin panels to self position themselves and allows faster and more accurate attachment to roof trusses.

DETAILED DESCRIPTION OF THE INVENTION

The preferred embodiment of this method of construction will result in a post-frame building that will have side walls, end walls and a gabled roof formed from pre-manufactured trusses. The mechanism of support for the side walls, end walls and roof trusses will be a plurality of [0022] vertical columns 1, (FIG. 1 ) each set into a hole in the earth 2. Holes 2 are dug or bored into the ground forming the perimeter of the structure. The columns 1 are comprised of an upper column section 3 (FIG. 1A) and a lower column section 4 (FIG 1B). The lower column section 4 is composed of three pieces of dimensional treated lumber and is approximately 8 feet in length. Depending on the size of the building and on the application, the dimensional lumber could consist of 2×4, 2×6, 2×8, 2×10, or 2×12 or various combinations thereof. The three pieces of dimensional lumber (FIG. 2) are a center piece 5, a first outer piece 6 and a second outer piece 7. The center piece 5, usually a 2×8 and the first outer piece 6 and the second outer piece 7, usually 2×6's, are joined together in a laminated configuration using nails in such a manner that the lower end 8 and the upper end 9 as well as the rear face 10 of the lower column section 4 are flush. In this fashion, laminating the 2×8 center piece 5 and the 2×6 first outer piece 6 and the second outer piece 7, results in a lip 11 protruding approximately 1 and ½ inches from the front face of the lower column section 4. The lip can vary in protuberance depending on the dimensional lumber used and the application. Nailing of the lower column section 4, proceeds from the lower end 8 toward the upper end 9 stopping approximately 2 ½ feet from the upper end 9. The lower end 8 (FIG. 3) of the lower column section 4 is then drilled through to accept a length of metal rod 12. Depending upon the application, the lower column section 4 may be drilled to accept one or more metal rods. The lower end 8 is set into the hole 2 and concrete 13 is inserted into the bottom of the hole 2. The lower column section 4 is fixed in a plumbed and leveled position allowing the concrete 13 to set.
After the concrete [0023] 13 (FIG. 4) is set, a transit is then used to determine a uniform level for the upper end of the column pieces for all lower column sections 4 on the building's perimeter. After cutting according to the transit, the top ends of the center column pieces are now level. Then approximately 2 feet of the upper end of first outer piece 6 is cut away from the column. Similarly, approximately 1 foot of the second outer piece 7, is cut away. This results in the center piece 5 being the longest of the three components of the lower column section 4, and results in the first outer piece 6 being the shortest component and finally second outer piece 7 having an intermediate length. The center column piece extends above the outer column pieces thereby forming a tongue 14. An added result is that the center piece tongues 14 are all a uniform length in relation to the cut upper ends of first outer piece 6 and the second outer piece 7. Lumber may be saved by using shorter pieces of dimensional lumber for the first outer piece 6 and the second outer piece 7 during the initial lamination.
The upper column section [0024] 3 (FIG. 1A) is also composed of three pieces of dimensional lumber that, dependent upon the application, can be lumber of the same or different dimension as the lower column section 4. The central column member 15 of the upper column section 3 is measured and cut to length such that if the length of the central column member 15 of the upper column section 3 is added to the above ground height of the center column piece 5 of the lower column section 4, the truss to ground height is achieved. After the central column member 15 has been cut to length, a first side member 16 and a second side member 17 are cut. The length of the first side member 16 is calculated by adding the following three distances; the distance a (FIG. 1B) from the upper end of the first side piece 6 of the lower column section 4 to the upper end of the central column piece 5; the distance b (FIG. 1) represented by the length of the center column member 15 of the upper column section 3; and the length c (FIGS. 1 and 5) of the truss heel 18. The length of the truss heel (FIG. 5) is determined by the size and length of the dimensional lumber used for upper truss member 19, the lower truss member 20, and the vertical heel support member 21.
The length of the second column member [0025] 17 (FIG. 1B) is determined by adding the distance d (FIG. 1B) from the upper end of the second side piece 7 of the lower column section 4 to the upper end of the central column piece 5; the distance b (FIG. 1) represented by the length of the center column member 15 of the upper column section 3; and the length c (FIGS. 1 and 5) of the truss heel 18. The center column member 15, (FIG. 1A) the first side member 16 and the second side member 17 are then nailed together in a laminated configuration.
Similar to the configuration of the [0026] lower column section 4, the center column member 15, of the upper column section 3, usually a 2×8 and the first outer member 16 and the second outer member 17, usually 2×6's, are joined together in a laminated configuration using nails, in such a manner that the rear face of the upper column section 3 is flush. Laminating the 2×8 center column member 15 and the 2×6 first outer member 16 and the second outer member 17, results in a lip protruding approximately 1 and ½ inches from the front face of the upper column section 3, just as was accomplished with the lower column section 4 (FIG. 2).
The lower end of first column member [0027] 16 (FIG. 1A) extends below the central column member 15 a distance a′ (FIG. 1A) equal to the distance a (FIG. 1B) from the upper end of first column piece 6 to the top of the center column piece 5. The lower end of the second column member 17, extends below the central column member 15 a distance d′ (FIG. 1A) equal to the distance d (FIG. 1B) from the upper end of first column piece 7 to the top of the center column piece 5. This configuration results in the lower end of the upper column section 3 forming a staggered slip joint (FIG. 1A) capable of accepting the tongue 14 (FIG. 1B) of the lower column section 4 such that the lower ends of the central column member 15, (FIG. 1) first column member 16 and second column member 17 meet the upper ends of the center column piece 5, the first column piece 6 and the second column piece 7, respectively. The tongue 14 of the lower column section 4 is inserted into the slip joint formed by the staggered lamination of the members of the upper column section and nailed to join the upper columns section 3 and lower column section 4 into a single unit.
Lamination of the upper column members in this fashion also produces a sleeve (FIG. 1A) on the upper end of the upper column section formed by the equidistant extension of the upper ends of [0028] first column member 16 and second column member 17 beyond the upper end of the central column member 15. The upper ends of first column member 16 (FIG. 5) and second column member 17 are then cut at an angle matching the angle of the upper truss chord 22 and to a length such that the upper ends of first column member 16 and second column member 17 are flush with the upper truss chord 22. The construction of columns 1 is repeated around the perimeter of the building approximately 4 to 10 feet apart, until the required plurality is achieved.
Column construction for columns on the end walls of the post frame building are identical to those for the side walls except the [0029] column 1′ (FIG. 6) is oriented within the structure facing outward to accept an end gable truss 24. The bottom chord of end gable truss 25 rests on lip 11. Columns set in this configuration are repeated on the end walls at four to ten feet intervals, until the required plurality is achieved. Further, lumber may saved and girt panel application may be enhanced by using corner columns, both upper and lower sections, constructed of only a center member and a single offset outer member.
An added structural component for the end wall column is [0030] gable column extension 26. The gable column extension 26 is dimensional lumber cut to varying lengths for each end column in order to make contact with the upper truss member 19. The gable column extension 26 is then set into the sleeve formed by the first outer column members 16 and the second outer column member 17 that normally accepts the truss heel 18 under the side wall column configuration. The longest gable column extension 26 will correspond to the peak of the end gable truss and the shortest will correspond to the end wall column set closest to the side walls.
The primary component of the side and end walls is a prefabricated girt panel [0031] 24 (FIG. 7) which spans the distance between columns (FIG. 8). The prefabricated girt panel 24 (FIG. 7) is formed from dimensional lumber when two parallel vertical members 25 are joined with an array of horizontal members 26 being configured at right angle to the vertical members. The ends of the horizontal members 26 are abutted to the parallel vertical members 25 and are joined to one another by any standard means, with a truss plate 27 being the preferred method of attachment. Dimensional lumber of any size may be used to construct the girt panel 24, however, 2×4 lumber is standard. The girt panels 24, are configured with the longer dimension of the lumber i.e., the 3 and ½ inch width forming the face 28 of the vertical 25 and horizontal members 26. This results in the depth of the girt panel 24 being approximately 1 and ½ inches. The girt panel may be fabricated to any width necessary to span the distance between the columns and may be manufactured to any height necessary to accommodate the appropriate truss to ground distance.
The girt panel [0032] 24 (FIG. 8) is then raised and placed in between the columns 1. The vertical members 25 of girt panel 24 are mounted against, between and flush with the continuous lip 11 formed from the of the conjoined lips of the lower column section 4, upper column section 3 and protruding heel 18 of the deep heel truss 23. The vertical girt panel members 25 are then nailed into the column. This is repeated between columns 1 until each and every column 1 forming the perimeter of the building is similarly joined. Girt panels for the end walls (FIG. 6) are manufactured to the length similar to that of the side wall girt panels less the distance represented by the depth of the heel 18 of the deep heel truss 23. In this way, the end wall girt panels can be mounted under and flush with the bottom member of the gable end truss 20 and between and flush with the end wall columns lips 11.
After girt panel application a deep heel truss [0033] 23 (FIG. 5) is then inserted into the sleeve formed from first outer column member 16 and second outer column member 17. The deep heel truss 23 is constructed to length such that it extends approximately 1 and ½ inches beyond the sleeve formed by first outer member 16 and first outer member 17. This extension is designed to rest on and be a continuation of the lip 11. The deep heel truss 23 is secured within the sleeve by nails being driven through the first outer member 16 and second outer member 17 into the heel 18 of the deep held truss 23. This process is continued with opposing side wall trusses accepting opposing ends of the same truss, until all side wall columns and around the perimeter have accepted trusses.
A primary component of the roof is a prefabricated purlin panel [0034] 29 (FIG. 9). The prefabricated purlin panel 29 is formed when two parallel vertical members 30 are joined with an array of horizontal members 31 being configured at right angle to the vertical members. The ends of the horizontal members 31 are abutted to the parallel vertical members 30 and are joined to one another by any standard means with a truss plate 32 being the preferred method of attachment. Dimensional lumber of any size may be used to construct the purlin panel 29, however, 2×4 lumber is standard. The purlin panels 29, are configured with the shorter dimension of the lumber i.e., the 1 and ½ inch width forming the face 33 of the vertical 30 and horizontal members 31. This results in the depth of the purlin panel 29 being approximately 3 and ½ inches. The purlin panel 29 (FIG. 10) is then lifted above the trusses and lowered into position between the deep heel trusses 23 and flush with the top chord of the truss 22 and then nails are driven through the vertical members 30 into the upper truss member 19 of the deep heel truss 23.
The [0035] purlin panel 29 may either be suspended and manually held in place while being nailed to the upper truss member 19 or it may be suspended by means of a purlin hanger 34 (FIG. 11). The purlin hanger 34 is of metal or other suitable material and is placed on the upper member of a truss 19 and in a corresponding position on an adjacent truss the purlin panel is being lowered between. The purlin hanger 34 and is composed of a vertical segment 35 for attachment to the upper truss member 19, a horizontal segment 36 upon which the narrow face 33 of the vertical purlin member 30 rests. The final segment of the purlin hanger 34 is the purlin panel receptacle face 37 (FIGS. 11 and 11B). When a purlin panel 29 is lifted above the truss line and lowered in place between the upper truss members 19 the vertical purlin member 30 (FIG. 12) makes contact with the purlin panel receptacle face 37. As the vertical purlin member 30 along with the entire purlin panel 29 continues to be lowered the angular nature of the purlin panel receptacle face 37 forces the upper truss member 19 into alignment with the vertical purlin panel member 30 which as it slides down the purlin panel receptacle face 37 finally resting on the horizontal segment 36 of the purling hanger 34. At this point, the upper face 41 (FIG. 11B) of the vertical purlin member 30 will be flush with the upper chord 22 of the upper truss member 19. A similar mechanism simultaneously positions the opposing vertical purlin member against the adjacent truss the purlin panel is being placed between. Purlin hangers may be used in the necessary plurality on adjacent trusses to properly support and position a purlin panel. Alternative embodiments (FIGS. 13 and 13A) wherein the purlin hanger is suspended form the top chord of the upper truss member 19 are illustrated. Here the vertical purlin segment 40 now appears above the horizontal purlin segment and is wrapped up and over the upper chord of the upper truss member 19. The vertical purlin segment 40 may either be secured or hang from the upper truss member.
Ceiling panels also containing vertical and horizontal members are constructed. The panels are then placed between the trusses and flush with the top chord of the truss. Columns as well as girt, purlin, ceiling panels can also be constructed of dimensional steel components with standard metal joinery and would be an appropriate choice depending on the application. [0036]
After the columns are set and constructed, the girt panels are attached thereto. The deep heel trusses are mounted onto the columns and the purlin panels are then applied to and the upper truss members. A suitable sheathing, such as metal, for the side an end walls in then applied as well as a suitable roofing material. Modifications in the girt panels such as the addition of headers and lintels will allow doors and windows essentially completing the structure. [0037]

Claims

What is claimed is:

1. A method of constructing a post frame building, said method comprising: setting a series of lower column sections into the ground in an upright position, each lower section being configured to mate at its upper end with an upper column section to form a column, each upper column section having a bearing surface at its upper end and the distance between the bearing surfaces and the lower ends of all of the upper column section being equal.

2. A method of constructing a post frame building wherein the upper section for each column is a laminated structure comprising at least three pieces of lumber joined together and the interior piece in the laminated structure is shorter than the pieces to the side of it, so that its end is offset downwardly from the ends of the piece to the side of it, whereby an upwardly opening pocket is created in the upper end of the upper section, the bearing surface of the upper section being the offset end of the interior piece.

3. A method of constructing a post frame building wherein cutting off side pieces of the upper section substantially flush with the upper surface of the roof structure after the roof structure is installed on the columns