WO2003060250A1 - Method and apparatus for utilizing non-cylindrical support sections to lift and level existing buildings and an adjustable top support section for use therewith - Google Patents

Method and apparatus for utilizing non-cylindrical support sections to lift and level existing buildings and an adjustable top support section for use therewith Download PDF

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Publication number
WO2003060250A1
WO2003060250A1 PCT/US2002/000954 US0200954W WO03060250A1 WO 2003060250 A1 WO2003060250 A1 WO 2003060250A1 US 0200954 W US0200954 W US 0200954W WO 03060250 A1 WO03060250 A1 WO 03060250A1
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WO
WIPO (PCT)
Prior art keywords
support section
cylindrical support
adjustable
cap
openings
Prior art date
Application number
PCT/US2002/000954
Other languages
French (fr)
Inventor
Mark Dimitrijevic
Original Assignee
Mark Dimitrijevic
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Mark Dimitrijevic filed Critical Mark Dimitrijevic
Priority to PCT/US2002/000954 priority Critical patent/WO2003060250A1/en
Priority to AU2002237820A priority patent/AU2002237820A1/en
Publication of WO2003060250A1 publication Critical patent/WO2003060250A1/en

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/06—Separating, lifting, removing of buildings; Making a new sub-structure
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D27/00—Foundations as substructures
    • E02D27/32—Foundations for special purposes
    • E02D27/48—Foundations inserted underneath existing buildings or constructions
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D35/00—Straightening, lifting, or lowering of foundation structures or of constructions erected on foundations
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/06—Separating, lifting, removing of buildings; Making a new sub-structure
    • E04G23/065—Lifting of buildings

Definitions

  • the present invention relates to lifting and leveling (i.e., repairing) existing buildings that have settled unevenly or, for some other reason, have become unstable and need to be re-leveled and stabilized. More particularly, the present invention relates to a method and apparatus for repairing existing buildings by utilizing a support system that comprises an apparatus having non-cylindrical support sections that are driven into the earth underneath the building foundation.
  • the non-cylindrical support sections are strong and have relatively low bearing characteristics and relatively high friction characteristics.
  • One common technique used for re- leveling and stabilizing buildings and houses is accomplished by digging a hole underneath a building foundation to a depth generally equal to the length of a cylindrical cement support piling (e.g., 12 inches), driving the cylindrical cement support pilings into the ground one on top of the other until a particular depth has been reached, and jacking a portion of the building up to a particular height by utilizing a jack that is located on the top surface of the uppermost piling.
  • a cylindrical cement support piling e.g. 12 inches
  • the pilings are typically driven into the ground until a rock strata is encountered or until the depth of the hole containing the pilings is believed to be sufficiently deep. In situations where a rock strata cannot be reached, the pilings are typically driven to a depth great enough to cause friction between the earth and the outer surfaces of the pilings to prevent substantial movement of the pilings.
  • cement pilings must have relatively large diameters to provide them with sufficient strength to be driven into the ground to a particular depth and to support the building.
  • Another problem associated with using cement pilings is that they often shatter when rock strata and/or tree roots are encountered. For all of these reasons, this type of support system is undesirable.
  • Another common technique for re-leveling and stabilizing buildings utilizes steel cylindrical pipe sections that are driven into the earth adjacent the side of the building until a sufficient depth is reached.
  • the building foundation is then jacked up using a hydraulic jack to a desired height, and then the foundation is bracketed to the uppermost steel pipe section.
  • the jack is then removed and the building is supported and stabilized by the support system.
  • One of the benefits of using hollow steel pipe sections for this purpose is that they have less bearing than the aforementioned concrete pilings due to the fact that the steel pipe support sections are smaller in diameter than the concrete pilings.
  • steel pipe used for this purpose is normally stronger than concrete and therefore is unlikely to break when rock or tree roots are encountered. However, the steel pipe support sections may bend, which results in instability in the support structure.
  • the present invention provides a method and an apparatus for lifting and leveling existing buildings by utilizing a support system that lifts and levels an existing building from underneath the building utilizing non-cylindrical support sections.
  • the apparatus of the present invention comprises at least one non-cylindrical support section that is substantially rectangular in shape and has first and second ends.
  • the non-cylindrical support section is, in accordance with the method of the present invention, driven into the earth at a position underneath the existing building such that the first end of the first non-cylindrical support section is located beneath the second end of the first non-cylindrical support section.
  • An adjustable upper support section is then placed in contact with the second end of the non-cylindrical support section.
  • a jack is disposed on the top surface of the second end of the non-cylindrical support section and is jacked up until the top end of the jack is in contact with the lower surface of the top end of the adjustable support section side, and the upper surface of the top end of the adjustable support section is in contact with the building foundation.
  • the jack is then further raised until the adjustable support section has raised the building foundation to a suitable height.
  • the adjustable support section is then locked into place and the jack is lowered and removed.
  • a jack is again placed on the top surface of the upper end of the non-cylindrical support section and raised until it is pressed against the lower surface of the top end of the adjustable support section.
  • the adjustable support section is then unlocked and the jack is raised or lowered until the foundation is at a suitable height.
  • the adjustable support section is then locked into place and the jack is lowered and removed.
  • the present invention can also include a shock absorbent jack.
  • the non-cylindrical support section has low bearing and high friction characteristics.
  • the low bearing characteristics enable the apparatus to be driven further into the earth than cylindrical pilings that are commonly used to lift and level existing buildings.
  • the high friction characteristics assist in maintaining the stability of the apparatus once it has been installed.
  • Fig. 1 A is an end view of an H-beam that may be used to lift and level existing buildings in accordance with the method of the present invention.
  • Fig. IB is a side view of the H-beam shown in Fig. 1A.
  • Fig. 2 A is an end view of an I-beam that may be used to lift and level existing buildings in accordance with the method of the present invention.
  • Fig. 2B is a side view of the I-beam shown in Fig. 2 A.
  • Fig. 3 A is an illustration of the support system of the present invention once it has been installed to lift and level the foundation of a building.
  • Fig. 3B is an illustration of the support system of the present invention once it has been installed to lift and level the foundation of a building in a alternate configuration.
  • Fig. 4A illustrates a side view of the apparatus of the present invention in accordance with one embodiment for attaching the sections shown in Figs. 1 A and IB together as they are driven into the ground.
  • Fig. 4B illustrates a front view of the apparatus shown in Fig. 4A.
  • Fig. 5 is a flow chart demonstrating the method of the present invention in accordance with the one embodiment.
  • Fig. 6 is a flow chart demonstrating the method of the present invention in accordance with a second embodiment.
  • Fig. 7 is a plan view of the apparatus shown in Fig. IB wherein an end of the apparatus is sharpened, or tapered, to further reduce bearing when the apparatus is driven into the earth in accordance with the method of the present invention.
  • Fig. 8 A is a side view of the apparatus shown in Fig. 4A with the cap replaced by the adjustable support section of the present invention.
  • Fig. 8B is a front view of the apparatus shown in Fig. 4A with the cap replaced by the adjustable support section of the present invention.
  • Fig. 9 is a top view of the lower end of the adjustable support section shown in Fig. 8A.
  • Fig. 10 is a plan view of an embodiment of an absorbent jack of the present invention.
  • the present invention is directed to a method and an apparatus for lifting and leveling (i.e., repairing) existing structures, such as buildings and houses (hereinafter referred to collectively as "buildings").
  • the apparatus of the present invention in accordance with one embodiment comprises one or more H- beams 1 , such as the H-beam shown in Figs. 1A and IB.
  • Fig. 1A is a top (or bottom) view of an H-beam 1 of the type typically used in constructing large commercial buildings.
  • Fig. IB is a front view (or rear view) of the H-beam 1 shown in Fig. 1A.
  • a beam having a non-cylindrical cross-section such as a cross-section of the type shown in Figs. 1 A and IB, for example, has decreased bearing characteristics, meaning that it can be driven into the ground easier and deeper than the concrete and steel piling sections that are currently used for lifting and leveling existing buildings.
  • the H-beam 1 shown in Figs. 1 A and IB has decreased bearing characteristics due to the fact the area of the end (end view shown in Fig. 1 A) of the beam 1 that is driven into the ground is less than that typically used for cement and hollow, steel pipe pilings.
  • the outside area surface of the H-beam 1 (shown in Fig. IB) is large enough to create friction between the earth and the beam 1 to help maintain the beam 1 in place once it has been installed. Therefore, the apparatus of the present invention has very desirable bearing and friction characteristics.
  • the apparatus of the present invention is much stronger than steel pipes and cement pilings, and therefore has much greater stability than support apparatuses or systems comprised of steel pipes or cement pilings.
  • Figs. 2 A and 2B show an alternative embodiment of the present invention in which I-beam support sections 4 are used by the support system of the present invention.
  • the I-beam support sections 4 have similar bearing and friction characteristics as those of the H-beam 1 , except that the I-beam 4 has a longer mid- section 5 that separates the top and bottom sections 6 of the I-beam 4.
  • non-cylindrical support sections other than those shown in Figs. 1 A - 2B have similar bearing and friction characteristics and therefore are suitable for use with the present invention.
  • a second mid-section could be added to either of the H-beam or I-beam support sections (i.e., another section that would be parallel to mid-sections 3 or 5, respectively), or the support section could be constructed simply as a cross or "X- shaped" having two substantially equal length substantially perpendicular sections that intersect each other at their respective mid-points.
  • Fig. 3 A illustrates a side view of the apparatus of the present invention in accordance with one embodiment wherein the apparatus is comprised of a plurality of H-beams that are utilized in accordance with the method of the present invention to lift and level a building.
  • the apparatus 10 is shown installed and supporting a building foundation 8 after being driven into the ground, which is represented by the numeral 7.
  • the method for installing the apparatus 10 of the present invention will be discussed below with reference to Fig. 5.
  • the apparatus 10 is shown as comprising three H-beam sections 11, 12 and 13, although, in reality, many more sections will typically be required to reach a suitable depth in the earth (designated by numeral 7), e.g., until a depth is reached at which a rock strata is encountered.
  • the support section 11 is driven into the ground through a hole 15 that has been formed in the earth (i.e., by digging) underneath the foundation 15. Once the first section 1 1 has been driven into the ground, the next section 12 is driven into the ground on top of the first section 11. Once a suitable depth has been reached, an H-beam support section 13 is disposed between the upper end of support section 12 and the bottom surface of the foundation 8.
  • FIG. 3 A illustrates the apparatus configured in a substantially linear arrangement and disposed substantially underneath the foundation 8 of the building. It should be understood, however, that other alternative configurations may be implemented without departing from the spirit of the present invention.
  • Fig. 3B illustrates an alternative support arrangement.
  • the foundation 8 of the building is bracketed by a bracket 20 to a location on the uppermost support section 12 to maintain the building at the new level.
  • the bracket 20 is not limited to any particular design or configuration. Brackets exist that are utilized for lifting and leveling existing buildings and that are suitable for use with the present invention. Those skilled in the art will understand, in view of the present disclosure, that virtually an unlimited number of bracket designs can be used with the present invention for the intended purpose.
  • Figs. 4A and 4B illustrate side and front views, respectively, of the apparatus 10 shown in Figs. 3 A and 3B further comprising fastening devices that are utilized to fasten adjacent support sections together, and further comprising a fourth support section 16, which is shown for the purposes of clearly demonstrating the manner in which the support sections can be fastened together in accordance with one embodiment.
  • fastening adjacent support sections together in the manner shown in Figs. 4A and 4B enhances stability and further ensures that the apparatus 10, once installed, will not shift, bend, etc. over time.
  • a first type of fastening device is used for fastening together the lower support sections, 16 to 11 and 11 to 12, and a second type of fastening device is used for fastening the top two support sections 12 and 13 together.
  • the first type of fastening device is comprised of a plate 20 located on opposing sides of the support sections (only front side shown in Fig. 4A), bolts 21, and nuts (not shown).
  • the bolts 21 pass through openings formed in the plates 20 and the plates 20 on each side of the support sections 16, 11 and 12 are pulled tightly against the support sections 16, 11 and 12 by nuts that are fastened to the ends of the bolts 21.
  • the second type of fastening device is comprised of a U-bolt 24 that passes through an opening 22 formed in a location in the second-from-the-top upper support section 12 and through two openings (not shown) formed in the top support section 13.
  • a plate 23 similar in design to plate 20 has openings formed therein through which the ends 24A and 24B of the U-bolt 24 pass, which have nuts 25 A and 25B fastened thereto to pull the two support sections 12 and 13 together.
  • Fig. 4B is a front view of the apparatus 10 shown in Fig. 4A.
  • the view provided in Fig. 4B more clearly illustrates the bolt 21 passing through two plates 20A and 20B, and a nut 28 fastened to the end of each bolt 21 to thereby pull opposing plates 20A and 20B toward each other, which, in turn, fastens ends of adjacent support sections together.
  • the two plates comprised by any given fastening device of the first type are collectively represented by a thick dark line, which is labeled 20A and 20B. It will be understood by those skilled in the art, in view of the present disclosure, that the many fastening device configurations can be used to accomplish the task of coupling the non-cylindrical support sections together.
  • the configuration of the fastening device of the first type is an example of one suitable design for this purpose and is not intended to represent the only suitable design for this purpose. Those skilled in the art will understand, in view of the present disclosure, that this task can be accomplished in virtually an unlimited number of ways.
  • Fig. 4B also illustrates the configuration of the second type of fastening device, which is used for coupling the top and second-to-the-top support sections 12 and 13, respectively, together.
  • This view shows the U-bolt 24 having ends 24A and 24B that pass through an opening (Fig. 4A, item 22) formed in the mid-portion of support section 12, through two openings (not shown) formed in the top support section 13 and through openings (not shown) formed in a plate 23.
  • the ends 24A and 24B of the U-bolt 24 have nuts 25A and 25B, respectively, fastened thereto, thereby locking support sections 12 and 13 together.
  • the fastening device utilized for coupling the non-cylindrical support sections 12 and 13 together is not limited to any particular design.
  • Those skilled in the art will understand, in view of the present disclosure, the manner in which various designs can be used for this purpose, and that these support sections can be coupled together in virtually an unlimited number of ways.
  • Other suitable securing means that can be used in place of the first and/or second fastening device designs, include, but are not limited to, welding, utilizing sleeves, bolts, rivets, etc., in such a way that one solid piling is created that substantially eliminates or reduces the possibility of lateral and/or vertical movement of the piling, even if normal types of lateral and/or vertical movement in the earth about the piling occurs.
  • Fig. 5 is a flow chart illustrating the steps for performing the method 30 of the present invention in accordance with one embodiment. It should be noted that many of the steps shown in Fig. 5 do not need to be performed in the order depicted. Some steps are performed before others, but other steps may be performed in different sequences and/or simultaneously.
  • the first step in the method depicted in the flow chart of Fig. 5 is to dig a hole that begins on the side of the building and extends underneath the building.
  • the hole may be, for example, approximately 2 feet x 2 feet wide across the top, about 4 feet deep, and extending approximately 1 foot underneath the building.
  • This step is represented by block 31 in Fig. 5. It should be noted that a sufficient hole may exist without digging for various reasons, for example settling of the earth, that may be usable whereby the remainder of the steps can be performed without departing from the spirit of the present invention.
  • the next step is to press (e.g., by using a hydraulic ram) the non-cylindrical support section into the ground at the bottom of the hole, as indicated by blocks 32 and 33.
  • the bottom end of the next support section is then placed on the top end of the lower support section and is pressed or rammed into the ground, as indicated by blocks 34 and 35.
  • This process of driving the support sections into the ground is repeated until the non-cylindrical support sections cannot be further pressed into the ground (which typically occurs when the lower-most support section is at a depth of between 10 and 80 feet, but possibly more) and/or stable soil or rock has been reached, or simply a desired depth has been reached, as indicated by block 36.
  • the cap support section support section 13 in Figs.
  • a jack preferably a hydraulic jack, is then disposed between the cap support section and the foundation of the building and the building is lifted and leveled using the jack, as indicated by blocks 38 and 39.
  • the hole that was dug will be covered with dirt so that none of the piling is showing.
  • These steps will be performed at each location(s) that needs lifting, leveling and stabilization.
  • the length of the piling may be adjusted if further lifting/leveling is ever needed. This can be accomplished by digging down to the cap support section and following the steps discussed above (i.e., placing the jack at the proper position, re-raising the area at issue and inserting the shim).
  • Fig. 6 is a flow chart illustrating the method 40 of the present invention in accordance with another embodiment, wherein the apparatus of the present invention illustrated in Figs. 4A and 4B is utilized to lift and level an existing building. It should be noted that many of the steps shown in Fig. 6 do not need to be performed in the order depicted. Some steps are performed before others, but other steps may be performed in different sequences and/or simultaneously.
  • the first step in the method depicted in the flow chart of Fig. 6 is to dig a hole that begins on the side of the building and extends underneath the building. The hole may be, for example, approximately 2 feet x 2 feet wide across the top, about 4 feet deep, and extending approximately 1 foot underneath the building. This step is represented by block 41 in Fig. 6.
  • the next step is to press (e.g., by using a hydraulic ram) the non-cylindrical support section into the ground at the bottom of the hole, as indicated by blocks 42 and 43.
  • the bottom end of the next support section is then placed on the top end of the lower support section and is pressed or rammed into the ground, as indicated by blocks 44 and 45.
  • the support sections are then coupled together in the manner described above with reference to Figs. 4A and 4B, as indicated by block 46.
  • This process of driving the support sections into the ground and coupling them together is repeated until the non-cylindrical support sections cannot be further pressed into the ground (which typically occurs when the lower-most support section is at a depth of between 10 and 80 feet, but possibly more) and/or stable soil or rock has been reached, or simply until a desired depth has been reached, as indicated by block 47.
  • the cap support section (support section 13 in Figs. 3 A - 4B) is then placed on top of the uppermost support section (support section 12 in Figs. 3 A - 4B), as indicated by block 48.
  • a jack preferably a hydraulic jack, is then disposed between the cap support section and the foundation of the building and the building is lifted and leveled using the jack, as indicated by blocks 49 and 51.
  • the first support section driven into the ground includes a tapered end.
  • the apparatus of the present invention comprises a non-cylindrical support section having the shape shown in Figs. 1A and IB
  • the lowermost support section could have the shape shown in Fig. 7, which is a front view of an H-beam 50 having a tapered lower end 52.
  • This tapered, or sharpened, lower end would result in even less bearing encountered when the piling is being installed.
  • the piling would still have essentially the same desirable friction characteristics as if it were formed of support sections such as those shown in Figs. 1 A - 2B.
  • Fig. 8 A illustrates a side view of the apparatus of the present invention in accordance with the preferred embodiment.
  • the apparatus shown in Fig. 8A is similar to the apparatus shown in Fig. 4A, except that the cap 13 shown in Fig. 4A has been replaced by the vertically-adjustable cap 70 of the present invention.
  • the vertically-adjustable cap 70 is adjustable in the vertical direction and has a plurality of locking positions to enable the precise height at which the foundation is to be maintained to be easily chosen and easily secured.
  • the adjustable support section has holes formed in it along opposite vertical sides, which, once installed, are adjacent opposite sides of the uppermost support section. The holes are formed at a plurality of different vertical positions.
  • the uppermost support section i.e., the non-cylindrical support section that couples to the adjustable support section
  • the uppermost support section also has holes formed through it at a plurality of vertical positions.
  • the vertically-adjustable cap 70 comprises an upper surface 70 A and a lower surface 70B, a first vertical side 71 having an outer surface 71 A and an inner surface 7 IB, a second vertical side 72 having an outer surface 72A and an inner surface 72B, and a base 75 having slots 76 formed therein for receiving the first and second vertical sides 71 and 72, respectively, in a vertically sliding engagement.
  • a top plan view of the base 75 having the slots 76 formed therein is shown in Fig. 9.
  • Figs. 8A and 8B only a side view of the base is shown in Figs. 8A and 8B.
  • the first and second vertical sides 71 and 72 have openings 62 formed therein.
  • the uppermost non- cylindrical support section 12 has holes 61 formed through it that can be aligned with the holes 62 formed in the first and second vertical sides 71 and 72.
  • vertically-adjustable cap 70 is shown locked in its lowest vertical position via a pin 63 or the like, which passes through the holes 61 and 62 and is locked in place such that vertical movement of the adjustable support section 70 with respect to the support section 12 does not occur.
  • the many ways in which the pin 63 can be locked to prevent it from sliding out once it has been installed are known to those skilled in the art.
  • the pin 63 could have a bolt head on one end that is larger than the diameter of the hole 62 and threads on the other end to which nuts can be fastened.
  • each end of the pin 63 could have a hole formed through it to engage a locking pin such, as a cotter pin. Therefore, a detailed discussion of the manner in which the pin 63 can be locked into place will not be provided herein.
  • Fig. 8 A three different alignment positions are shown wherein the holes 61 formed through section 12 are in alignment with the holes 62 formed in the first and second vertical sides 71 and 72.
  • the vertically-adjustable cap 70 can be configured or adapted to have any number of alignment positions.
  • there are other ways to configure vertically- adjustable cap and that the embodiment discussed with reference to Figs. 8A - 9 is only one example of the many ways that such an vertically-adjustable cap may be configured.
  • the vertically-adjustable cap 70 is generally rectangular in shape such that the lower surface 70B has substantially the same length and width as the cross section of the end of the non-cylindrical support section 12.
  • the sides 71 and 72 have substantially the same width as the sides of the non-cylindrical support sections.
  • the type of material used to manufacture the vertically-adjustable cap 70 is not critical, but must be sufficiently strong to enable the vertically-adjustable cap 70 to function for its intended purpose, such as, for example, steel, aluminum, cast iron, etc.
  • Fig. 8A also illustrates a jack, which is represented by a lower portion 73 and an upper portion 74.
  • the vertically-adjustable cap 70 is arranged on the top end of the section 12 in the manner shown in Fig. 8A and the jack 73/74 is inserted therein, such that the bottom end of the lower portion 73 of the jack is supported by the base 75 of the vertically-adjustable cap 70.
  • the jack is then raised until the top portion 74 of it is in contact with the lower surface 70B of the vertically-adjustable cap 70.
  • the jack is then raised until the top surface 70 A is in contact with the lower surface of the building foundation (not shown).
  • the jack is then further raised until the building foundation has been raised to a desired height that coincides with alignment a set of holes 61 and 62.
  • the pin 63 or the like is then inserted through the holes 61/62 and locked into place.
  • the jack may then be lowered and removed, and no substantial vertical movement of vertically-adjustable cap 70 with respect to the uppermost support section 12 will occur.
  • the support structure may move for various reasons (e.g., sinking further into the earth).
  • the vertically-adjustable cap 70 in conjunction with the apparatus of the present invention allows such problems to be easily handled by installing and raising a jack to be in contact with the lower surface 70B of the vertically-adjustable cap 70, by removing the pin 63, by using the jack to raise or lower the building foundation and then by inserting the pin 63 when the desired height has been reached.
  • Fig. 10 illustrates another embodiment of a jack 90 having a base formed of a hydraulic ram 91.
  • the hydraulic ram 91 is arranged and configured for placement on the upper most support section 12.
  • the hydraulic ram 91 supports at least a pair of welded fittings 92, 93 capable of fitting within the hydraulic ram 91.
  • the upper most welded fitting 93 supports a substantially rigid plate 94.
  • the plate 94 can be formed of any suitably rigid, strong material, such as steel.
  • the plate 94 provides strength and rigidity and supports a malleable layer 95 capable of deforming when placed under substantial weight or pressure.
  • the malleable layer 95 can substantially conform to a shape of a member engaged by the malleable layer 95.
  • the malleable layer 95 is configured to engage a slab or beam 96 disposed underneath the building 100, typically as part of the foundation 8 of the house or building 100 desired to be lifted, leveled or raised.
  • the malleable layer 95 absorbs shock and vibration resulting from the hydraulic ram 91 while raising the jack until the foundation is lifted to a desired height (step 39, Fig. 5; step 51, Fig. 6) thereby protecting the foundation 96 of the building 100 from breakage or shattering.
  • the vertically-adjustable cap 70 has been described as being substantially rectangular in shape, this is because the support sections have been described as preferably being H-beams or I-beams. It should be noted that the vertically-adjustable cap 70 could be, for example, cylindrical in shape with similar type locking mechanisms if it were intended to be used with a cylindrical type support section.
  • a pin is shown as passing through the entire cap 70 and H or I-beam support section, a single pin or multiple pins could be used for this purpose, and it may be possible to lock the cap 70 to the support section by passing a pin through only one opening in the cap and a single aligned opening in the support structure.
  • other types of locking mechanisms aside from pins and aligned openings are suitable for use with the present invention and should be construed as structural and functional equivalents.

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  • Structural Engineering (AREA)
  • Civil Engineering (AREA)
  • Chemical Kinetics & Catalysis (AREA)
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Abstract

An apparatus (10) and a method (30, 40) are provided for lifting and leveling an existing building (100). At least a first non-cylindrical support section (12) having a substantially rectangular shape and first and second ends is located within the earth (7) at a position underneath the existing building (100). A cap support section (13) is placed in contact with the second end of the first non-cylindrical support section (12). A jack (73/74) is disposed on the upper side of the cap support section (13) and raised until the foundation (96) of the existing building (100) has been lifted to a desired height. The non-cylindrical support section (12) has low bearing and high friction characteristics. The low bearing characteristics enable the apparatus (10) to be driven further into the earth (7) than cylindrical pilings that are commonly used to lift and level existing buildings (100). The high friction characteristics assist in maintaining the stability of the apparatus (10) once installed.

Description

METHOD AND APPARATUS FOR UTILIZING NON-CYLINDRICAL SUPPORT SECTIONS TO LIFT AND LEVEL EXISTING BUILDINGS AND AN ADJUSTABLE TOP SUPPORT SECTION FOR USE THEREWITH
TECHNICAL FIELD OF THE INVENTION
The present invention relates to lifting and leveling (i.e., repairing) existing buildings that have settled unevenly or, for some other reason, have become unstable and need to be re-leveled and stabilized. More particularly, the present invention relates to a method and apparatus for repairing existing buildings by utilizing a support system that comprises an apparatus having non-cylindrical support sections that are driven into the earth underneath the building foundation. The non-cylindrical support sections are strong and have relatively low bearing characteristics and relatively high friction characteristics.
BACKGROUND OF THE INVENTION
Several methods and systems have been developed and used for lifting, leveling and stabilizing existing buildings. One common technique used for re- leveling and stabilizing buildings and houses is accomplished by digging a hole underneath a building foundation to a depth generally equal to the length of a cylindrical cement support piling (e.g., 12 inches), driving the cylindrical cement support pilings into the ground one on top of the other until a particular depth has been reached, and jacking a portion of the building up to a particular height by utilizing a jack that is located on the top surface of the uppermost piling.
The pilings are typically driven into the ground until a rock strata is encountered or until the depth of the hole containing the pilings is believed to be sufficiently deep. In situations where a rock strata cannot be reached, the pilings are typically driven to a depth great enough to cause friction between the earth and the outer surfaces of the pilings to prevent substantial movement of the pilings.
One of the problems associated with using this approach is that the cement pilings must have relatively large diameters to provide them with sufficient strength to be driven into the ground to a particular depth and to support the building. The larger the diameter of the cement piling, the more bearing it has, which makes it more difficult to drive the piling into the ground. Another problem associated with using cement pilings is that they often shatter when rock strata and/or tree roots are encountered. For all of these reasons, this type of support system is undesirable.
Another common technique for re-leveling and stabilizing buildings utilizes steel cylindrical pipe sections that are driven into the earth adjacent the side of the building until a sufficient depth is reached. The building foundation is then jacked up using a hydraulic jack to a desired height, and then the foundation is bracketed to the uppermost steel pipe section. The jack is then removed and the building is supported and stabilized by the support system. One of the benefits of using hollow steel pipe sections for this purpose is that they have less bearing than the aforementioned concrete pilings due to the fact that the steel pipe support sections are smaller in diameter than the concrete pilings. Also, steel pipe used for this purpose is normally stronger than concrete and therefore is unlikely to break when rock or tree roots are encountered. However, the steel pipe support sections may bend, which results in instability in the support structure. One of the disadvantages of using hollow steel pipes for this purpose is that the smaller diameter results in overall less friction between the earth and the surfaces of the steel pipe sections. Also, steel pipes, even if they are galvanized, tend to rust due to water collecting within the pipes after the system has been installed. Furthermore, bracketing the steel-pipe support system to the side of the building foundation tends to exert undesirable pressure on the outside of the building, which can result in structural damage to the building.
SUMMARY OF THE INVENTION
Accordingly, it would be desirable to provide a method and an apparatus for lifting and leveling existing buildings that overcome the aforementioned problems associated with existing support systems. The present invention provides a method and an apparatus for lifting and leveling existing buildings by utilizing a support system that lifts and levels an existing building from underneath the building utilizing non-cylindrical support sections. The apparatus of the present invention comprises at least one non-cylindrical support section that is substantially rectangular in shape and has first and second ends. The non-cylindrical support section is, in accordance with the method of the present invention, driven into the earth at a position underneath the existing building such that the first end of the first non-cylindrical support section is located beneath the second end of the first non-cylindrical support section. An adjustable upper support section is then placed in contact with the second end of the non-cylindrical support section. A jack is disposed on the top surface of the second end of the non-cylindrical support section and is jacked up until the top end of the jack is in contact with the lower surface of the top end of the adjustable support section side, and the upper surface of the top end of the adjustable support section is in contact with the building foundation. The jack is then further raised until the adjustable support section has raised the building foundation to a suitable height. The adjustable support section is then locked into place and the jack is lowered and removed. If, in the future, the building supported by the apparatus of the present invention needs further stabilization (i.e., raising or lowering), a jack is again placed on the top surface of the upper end of the non-cylindrical support section and raised until it is pressed against the lower surface of the top end of the adjustable support section. The adjustable support section is then unlocked and the jack is raised or lowered until the foundation is at a suitable height. The adjustable support section is then locked into place and the jack is lowered and removed. The present invention can also include a shock absorbent jack.
The non-cylindrical support section has low bearing and high friction characteristics. The low bearing characteristics enable the apparatus to be driven further into the earth than cylindrical pilings that are commonly used to lift and level existing buildings. The high friction characteristics assist in maintaining the stability of the apparatus once it has been installed.
These and other features and advantages of the present invention will become apparent from the following description drawings and claims.
BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 A is an end view of an H-beam that may be used to lift and level existing buildings in accordance with the method of the present invention. Fig. IB is a side view of the H-beam shown in Fig. 1A. Fig. 2 A is an end view of an I-beam that may be used to lift and level existing buildings in accordance with the method of the present invention. Fig. 2B is a side view of the I-beam shown in Fig. 2 A. Fig. 3 A is an illustration of the support system of the present invention once it has been installed to lift and level the foundation of a building. Fig. 3B is an illustration of the support system of the present invention once it has been installed to lift and level the foundation of a building in a alternate configuration.
Fig. 4A illustrates a side view of the apparatus of the present invention in accordance with one embodiment for attaching the sections shown in Figs. 1 A and IB together as they are driven into the ground.
Fig. 4B illustrates a front view of the apparatus shown in Fig. 4A.
Fig. 5 is a flow chart demonstrating the method of the present invention in accordance with the one embodiment. Fig. 6 is a flow chart demonstrating the method of the present invention in accordance with a second embodiment.
Fig. 7 is a plan view of the apparatus shown in Fig. IB wherein an end of the apparatus is sharpened, or tapered, to further reduce bearing when the apparatus is driven into the earth in accordance with the method of the present invention. Fig. 8 A is a side view of the apparatus shown in Fig. 4A with the cap replaced by the adjustable support section of the present invention.
Fig. 8B is a front view of the apparatus shown in Fig. 4A with the cap replaced by the adjustable support section of the present invention.
Fig. 9 is a top view of the lower end of the adjustable support section shown in Fig. 8A.
Fig. 10 is a plan view of an embodiment of an absorbent jack of the present invention.
DETAILED DESCRIPTION OF THE INVENTION As stated above, the present invention is directed to a method and an apparatus for lifting and leveling (i.e., repairing) existing structures, such as buildings and houses (hereinafter referred to collectively as "buildings"). The apparatus of the present invention in accordance with one embodiment comprises one or more H- beams 1 , such as the H-beam shown in Figs. 1A and IB. Fig. 1A is a top (or bottom) view of an H-beam 1 of the type typically used in constructing large commercial buildings. Fig. IB is a front view (or rear view) of the H-beam 1 shown in Fig. 1A. In accordance with the present invention, it has been determined that a beam having a non-cylindrical cross-section, such as a cross-section of the type shown in Figs. 1 A and IB, for example, has decreased bearing characteristics, meaning that it can be driven into the ground easier and deeper than the concrete and steel piling sections that are currently used for lifting and leveling existing buildings.
The H-beam 1 shown in Figs. 1 A and IB has decreased bearing characteristics due to the fact the area of the end (end view shown in Fig. 1 A) of the beam 1 that is driven into the ground is less than that typically used for cement and hollow, steel pipe pilings. However, the outside area surface of the H-beam 1 (shown in Fig. IB) is large enough to create friction between the earth and the beam 1 to help maintain the beam 1 in place once it has been installed. Therefore, the apparatus of the present invention has very desirable bearing and friction characteristics. Furthermore, the apparatus of the present invention is much stronger than steel pipes and cement pilings, and therefore has much greater stability than support apparatuses or systems comprised of steel pipes or cement pilings.
Figs. 2 A and 2B show an alternative embodiment of the present invention in which I-beam support sections 4 are used by the support system of the present invention. The I-beam support sections 4 have similar bearing and friction characteristics as those of the H-beam 1 , except that the I-beam 4 has a longer mid- section 5 that separates the top and bottom sections 6 of the I-beam 4. Those skilled in the art will understand, in view of the present disclosure, that non-cylindrical support sections other than those shown in Figs. 1 A - 2B have similar bearing and friction characteristics and therefore are suitable for use with the present invention. For example, a second mid-section could be added to either of the H-beam or I-beam support sections (i.e., another section that would be parallel to mid-sections 3 or 5, respectively), or the support section could be constructed simply as a cross or "X- shaped" having two substantially equal length substantially perpendicular sections that intersect each other at their respective mid-points. Those skilled in the art will understand, in view of the description provided herein, the manner in which such alternative non-cylindrical support section designs could be used to achieve the goals of the present invention.
Fig. 3 A illustrates a side view of the apparatus of the present invention in accordance with one embodiment wherein the apparatus is comprised of a plurality of H-beams that are utilized in accordance with the method of the present invention to lift and level a building. The apparatus 10 is shown installed and supporting a building foundation 8 after being driven into the ground, which is represented by the numeral 7. The method for installing the apparatus 10 of the present invention will be discussed below with reference to Fig. 5.
The apparatus 10 is shown as comprising three H-beam sections 11, 12 and 13, although, in reality, many more sections will typically be required to reach a suitable depth in the earth (designated by numeral 7), e.g., until a depth is reached at which a rock strata is encountered. The support section 11 is driven into the ground through a hole 15 that has been formed in the earth (i.e., by digging) underneath the foundation 15. Once the first section 1 1 has been driven into the ground, the next section 12 is driven into the ground on top of the first section 11. Once a suitable depth has been reached, an H-beam support section 13 is disposed between the upper end of support section 12 and the bottom surface of the foundation 8. A jack (not shown) is then placed on the top surface of support section 13 and the building is jacked up to a suitable height to thereby lift and level the building. Friction between the apparatus 10 (i.e., support sections 11, 12 and 13) and the earth 7 and between the apparatus 10 and the bottom surface of the foundation 8 ensures that the support system will remain stable over time. Fig. 3 A illustrates the apparatus configured in a substantially linear arrangement and disposed substantially underneath the foundation 8 of the building. It should be understood, however, that other alternative configurations may be implemented without departing from the spirit of the present invention.
Fig. 3B illustrates an alternative support arrangement. As illustrated, the foundation 8 of the building is bracketed by a bracket 20 to a location on the uppermost support section 12 to maintain the building at the new level. The bracket 20 is not limited to any particular design or configuration. Brackets exist that are utilized for lifting and leveling existing buildings and that are suitable for use with the present invention. Those skilled in the art will understand, in view of the present disclosure, that virtually an unlimited number of bracket designs can be used with the present invention for the intended purpose.
In accordance with the embodiment shown in Figs. 3A and 3B, the H-beams 1 1 , 12 and 13 comprising the apparatus are not fastened together, but are kept in place through their contact with adjacent support sections, through the downward force associated with the weight of the building and though the settling of the soil about the support sections 11 and 12. Figs. 4A and 4B illustrate side and front views, respectively, of the apparatus 10 shown in Figs. 3 A and 3B further comprising fastening devices that are utilized to fasten adjacent support sections together, and further comprising a fourth support section 16, which is shown for the purposes of clearly demonstrating the manner in which the support sections can be fastened together in accordance with one embodiment. Although it is not necessary that adjacent support sections be fastened together, fastening adjacent support sections together in the manner shown in Figs. 4A and 4B enhances stability and further ensures that the apparatus 10, once installed, will not shift, bend, etc. over time.
In accordance with one embodiment, a first type of fastening device is used for fastening together the lower support sections, 16 to 11 and 11 to 12, and a second type of fastening device is used for fastening the top two support sections 12 and 13 together. The first type of fastening device is comprised of a plate 20 located on opposing sides of the support sections (only front side shown in Fig. 4A), bolts 21, and nuts (not shown). The bolts 21 pass through openings formed in the plates 20 and the plates 20 on each side of the support sections 16, 11 and 12 are pulled tightly against the support sections 16, 11 and 12 by nuts that are fastened to the ends of the bolts 21. With respect to the top two support sections 12 and 13, the second type of fastening device is comprised of a U-bolt 24 that passes through an opening 22 formed in a location in the second-from-the-top upper support section 12 and through two openings (not shown) formed in the top support section 13. A plate 23 similar in design to plate 20 has openings formed therein through which the ends 24A and 24B of the U-bolt 24 pass, which have nuts 25 A and 25B fastened thereto to pull the two support sections 12 and 13 together.
Fig. 4B is a front view of the apparatus 10 shown in Fig. 4A. The view provided in Fig. 4B more clearly illustrates the bolt 21 passing through two plates 20A and 20B, and a nut 28 fastened to the end of each bolt 21 to thereby pull opposing plates 20A and 20B toward each other, which, in turn, fastens ends of adjacent support sections together. The two plates comprised by any given fastening device of the first type are collectively represented by a thick dark line, which is labeled 20A and 20B. It will be understood by those skilled in the art, in view of the present disclosure, that the many fastening device configurations can be used to accomplish the task of coupling the non-cylindrical support sections together. The configuration of the fastening device of the first type is an example of one suitable design for this purpose and is not intended to represent the only suitable design for this purpose. Those skilled in the art will understand, in view of the present disclosure, that this task can be accomplished in virtually an unlimited number of ways.
Fig. 4B also illustrates the configuration of the second type of fastening device, which is used for coupling the top and second-to-the-top support sections 12 and 13, respectively, together. This view shows the U-bolt 24 having ends 24A and 24B that pass through an opening (Fig. 4A, item 22) formed in the mid-portion of support section 12, through two openings (not shown) formed in the top support section 13 and through openings (not shown) formed in a plate 23. The ends 24A and 24B of the U-bolt 24 have nuts 25A and 25B, respectively, fastened thereto, thereby locking support sections 12 and 13 together. As with the first type of fastening device, the fastening device utilized for coupling the non-cylindrical support sections 12 and 13 together is not limited to any particular design. Those skilled in the art will understand, in view of the present disclosure, the manner in which various designs can be used for this purpose, and that these support sections can be coupled together in virtually an unlimited number of ways. Other suitable securing means that can be used in place of the first and/or second fastening device designs, include, but are not limited to, welding, utilizing sleeves, bolts, rivets, etc., in such a way that one solid piling is created that substantially eliminates or reduces the possibility of lateral and/or vertical movement of the piling, even if normal types of lateral and/or vertical movement in the earth about the piling occurs.
Fig. 5 is a flow chart illustrating the steps for performing the method 30 of the present invention in accordance with one embodiment. It should be noted that many of the steps shown in Fig. 5 do not need to be performed in the order depicted. Some steps are performed before others, but other steps may be performed in different sequences and/or simultaneously. The first step in the method depicted in the flow chart of Fig. 5 is to dig a hole that begins on the side of the building and extends underneath the building. The hole may be, for example, approximately 2 feet x 2 feet wide across the top, about 4 feet deep, and extending approximately 1 foot underneath the building. This step is represented by block 31 in Fig. 5. It should be noted that a sufficient hole may exist without digging for various reasons, for example settling of the earth, that may be usable whereby the remainder of the steps can be performed without departing from the spirit of the present invention.
The next step is to press (e.g., by using a hydraulic ram) the non-cylindrical support section into the ground at the bottom of the hole, as indicated by blocks 32 and 33. The bottom end of the next support section is then placed on the top end of the lower support section and is pressed or rammed into the ground, as indicated by blocks 34 and 35. This process of driving the support sections into the ground is repeated until the non-cylindrical support sections cannot be further pressed into the ground (which typically occurs when the lower-most support section is at a depth of between 10 and 80 feet, but possibly more) and/or stable soil or rock has been reached, or simply a desired depth has been reached, as indicated by block 36. The cap support section (support section 13 in Figs. 3 A - 4B) is then placed on top of the uppermost support section (support section 12 in Figs. 3 A - 4B) as indicated by block 37. A jack, preferably a hydraulic jack, is then disposed between the cap support section and the foundation of the building and the building is lifted and leveled using the jack, as indicated by blocks 38 and 39.
Once the foundation is lifted and stabilized, another support section having a suitable length will be placed next to the jack on top of the cap support section and shimmed tight, preferably with steel shims (step not shown). The jack can then be lowered and removed.
Once these steps have been performed, the hole that was dug will be covered with dirt so that none of the piling is showing. These steps will be performed at each location(s) that needs lifting, leveling and stabilization. The length of the piling may be adjusted if further lifting/leveling is ever needed. This can be accomplished by digging down to the cap support section and following the steps discussed above (i.e., placing the jack at the proper position, re-raising the area at issue and inserting the shim).
Fig. 6 is a flow chart illustrating the method 40 of the present invention in accordance with another embodiment, wherein the apparatus of the present invention illustrated in Figs. 4A and 4B is utilized to lift and level an existing building. It should be noted that many of the steps shown in Fig. 6 do not need to be performed in the order depicted. Some steps are performed before others, but other steps may be performed in different sequences and/or simultaneously. The first step in the method depicted in the flow chart of Fig. 6 is to dig a hole that begins on the side of the building and extends underneath the building. The hole may be, for example, approximately 2 feet x 2 feet wide across the top, about 4 feet deep, and extending approximately 1 foot underneath the building. This step is represented by block 41 in Fig. 6. Similar to the method 30 illustrated in Fig. 5 and discussed in reference thereto, it should be understood that a sufficient hole may exist without digging for various reasons, for example settling of the earth, that may be usable whereby the remainder of the steps can be performed without departing from the spirit of the present invention. The next step is to press (e.g., by using a hydraulic ram) the non-cylindrical support section into the ground at the bottom of the hole, as indicated by blocks 42 and 43. The bottom end of the next support section is then placed on the top end of the lower support section and is pressed or rammed into the ground, as indicated by blocks 44 and 45. The support sections are then coupled together in the manner described above with reference to Figs. 4A and 4B, as indicated by block 46. This process of driving the support sections into the ground and coupling them together is repeated until the non-cylindrical support sections cannot be further pressed into the ground (which typically occurs when the lower-most support section is at a depth of between 10 and 80 feet, but possibly more) and/or stable soil or rock has been reached, or simply until a desired depth has been reached, as indicated by block 47. The cap support section (support section 13 in Figs. 3 A - 4B) is then placed on top of the uppermost support section (support section 12 in Figs. 3 A - 4B), as indicated by block 48. A jack, preferably a hydraulic jack, is then disposed between the cap support section and the foundation of the building and the building is lifted and leveled using the jack, as indicated by blocks 49 and 51.
Once the foundation is lifted and stabilized, another support section having a suitable length will be placed next to the jack on top of the cap support section and shimmed tight, preferably with steel shims. The jack can then be lowered and removed. Once these steps have been performed, the hole that was dug will be covered with dirt so that none of the piling is showing. These steps will be performed at each location(s) that needs lifting, leveling and stabilization. The length of the piling may be adjusted if further lifting/leveling is ever needed. This can be accomplished by digging down to the cap support section and following the steps discussed above (i.e., placing the jack at the proper position, re-raising the area at issue and inserting the shim).
In accordance with another embodiment of the present invention, as illustrated in Fig. 7, the first support section driven into the ground includes a tapered end. For example, if the apparatus of the present invention comprises a non-cylindrical support section having the shape shown in Figs. 1A and IB, the lowermost support section could have the shape shown in Fig. 7, which is a front view of an H-beam 50 having a tapered lower end 52. This tapered, or sharpened, lower end would result in even less bearing encountered when the piling is being installed. However, the piling would still have essentially the same desirable friction characteristics as if it were formed of support sections such as those shown in Figs. 1 A - 2B.
Fig. 8 A illustrates a side view of the apparatus of the present invention in accordance with the preferred embodiment. The apparatus shown in Fig. 8A is similar to the apparatus shown in Fig. 4A, except that the cap 13 shown in Fig. 4A has been replaced by the vertically-adjustable cap 70 of the present invention. The vertically-adjustable cap 70 is adjustable in the vertical direction and has a plurality of locking positions to enable the precise height at which the foundation is to be maintained to be easily chosen and easily secured. Generally, in accordance with the preferred embodiment, the adjustable support section has holes formed in it along opposite vertical sides, which, once installed, are adjacent opposite sides of the uppermost support section. The holes are formed at a plurality of different vertical positions. Similarly, the uppermost support section (i.e., the non-cylindrical support section that couples to the adjustable support section) also has holes formed through it at a plurality of vertical positions. Once the vertically-adjustable cap 70 has been jacked up to a desired height, and the holes formed in the adjustable support section are aligned with holes formed in the uppermost non-cylindrical support section, a pin or the like is inserted through the holes to thereby lock the adjustable support section in place. The manner in which the adjustable support section operates in accordance with the preferred embodiment will now be discussed with reference to Figs. 8A, 8B and 9.
The vertically-adjustable cap 70 comprises an upper surface 70 A and a lower surface 70B, a first vertical side 71 having an outer surface 71 A and an inner surface 7 IB, a second vertical side 72 having an outer surface 72A and an inner surface 72B, and a base 75 having slots 76 formed therein for receiving the first and second vertical sides 71 and 72, respectively, in a vertically sliding engagement. A top plan view of the base 75 having the slots 76 formed therein is shown in Fig. 9. In Figs. 8A and 8B, only a side view of the base is shown in Figs. 8A and 8B. The first and second vertical sides 71 and 72 have openings 62 formed therein. The uppermost non- cylindrical support section 12 has holes 61 formed through it that can be aligned with the holes 62 formed in the first and second vertical sides 71 and 72. For purposes of demonstration, vertically-adjustable cap 70 is shown locked in its lowest vertical position via a pin 63 or the like, which passes through the holes 61 and 62 and is locked in place such that vertical movement of the adjustable support section 70 with respect to the support section 12 does not occur. The many ways in which the pin 63 can be locked to prevent it from sliding out once it has been installed are known to those skilled in the art. For example, the pin 63 could have a bolt head on one end that is larger than the diameter of the hole 62 and threads on the other end to which nuts can be fastened. Alternatively, each end of the pin 63 could have a hole formed through it to engage a locking pin such, as a cotter pin. Therefore, a detailed discussion of the manner in which the pin 63 can be locked into place will not be provided herein.
In Fig. 8 A, three different alignment positions are shown wherein the holes 61 formed through section 12 are in alignment with the holes 62 formed in the first and second vertical sides 71 and 72. However, those skilled in the art will understand, in view of the discussion provided herein, that the vertically-adjustable cap 70 can be configured or adapted to have any number of alignment positions. Furthermore, those skilled in the art will understand that there are other ways to configure vertically- adjustable cap and that the embodiment discussed with reference to Figs. 8A - 9 is only one example of the many ways that such an vertically-adjustable cap may be configured. Preferably, the vertically-adjustable cap 70 is generally rectangular in shape such that the lower surface 70B has substantially the same length and width as the cross section of the end of the non-cylindrical support section 12. Preferably, the sides 71 and 72 have substantially the same width as the sides of the non-cylindrical support sections. The type of material used to manufacture the vertically-adjustable cap 70 is not critical, but must be sufficiently strong to enable the vertically-adjustable cap 70 to function for its intended purpose, such as, for example, steel, aluminum, cast iron, etc.
Fig. 8A also illustrates a jack, which is represented by a lower portion 73 and an upper portion 74. Once the uppermost non-cylindrical support section 12 has been installed, the vertically-adjustable cap 70 is arranged on the top end of the section 12 in the manner shown in Fig. 8A and the jack 73/74 is inserted therein, such that the bottom end of the lower portion 73 of the jack is supported by the base 75 of the vertically-adjustable cap 70. The jack is then raised until the top portion 74 of it is in contact with the lower surface 70B of the vertically-adjustable cap 70. The jack is then raised until the top surface 70 A is in contact with the lower surface of the building foundation (not shown). The jack is then further raised until the building foundation has been raised to a desired height that coincides with alignment a set of holes 61 and 62. The pin 63 or the like is then inserted through the holes 61/62 and locked into place. The jack may then be lowered and removed, and no substantial vertical movement of vertically-adjustable cap 70 with respect to the uppermost support section 12 will occur.
Sometimes, after a foundation has been lifted and leveled, the support structure may move for various reasons (e.g., sinking further into the earth). The vertically-adjustable cap 70 in conjunction with the apparatus of the present invention allows such problems to be easily handled by installing and raising a jack to be in contact with the lower surface 70B of the vertically-adjustable cap 70, by removing the pin 63, by using the jack to raise or lower the building foundation and then by inserting the pin 63 when the desired height has been reached.
Fig. 10 illustrates another embodiment of a jack 90 having a base formed of a hydraulic ram 91. The hydraulic ram 91 is arranged and configured for placement on the upper most support section 12. The hydraulic ram 91 supports at least a pair of welded fittings 92, 93 capable of fitting within the hydraulic ram 91. The upper most welded fitting 93 supports a substantially rigid plate 94. The plate 94 can be formed of any suitably rigid, strong material, such as steel. The plate 94 provides strength and rigidity and supports a malleable layer 95 capable of deforming when placed under substantial weight or pressure. The malleable layer 95 can substantially conform to a shape of a member engaged by the malleable layer 95. The malleable layer 95 is configured to engage a slab or beam 96 disposed underneath the building 100, typically as part of the foundation 8 of the house or building 100 desired to be lifted, leveled or raised. The malleable layer 95 absorbs shock and vibration resulting from the hydraulic ram 91 while raising the jack until the foundation is lifted to a desired height (step 39, Fig. 5; step 51, Fig. 6) thereby protecting the foundation 96 of the building 100 from breakage or shattering.
It should be noted that while the present invention has been described with reference to the particular embodiments, it is not limited to the particular embodiments described herein. For example, although the vertically-adjustable cap 70 has been described as being substantially rectangular in shape, this is because the support sections have been described as preferably being H-beams or I-beams. It should be noted that the vertically-adjustable cap 70 could be, for example, cylindrical in shape with similar type locking mechanisms if it were intended to be used with a cylindrical type support section. Also, although a pin is shown as passing through the entire cap 70 and H or I-beam support section, a single pin or multiple pins could be used for this purpose, and it may be possible to lock the cap 70 to the support section by passing a pin through only one opening in the cap and a single aligned opening in the support structure. Also, those skilled in the art will understand that other types of locking mechanisms aside from pins and aligned openings are suitable for use with the present invention and should be construed as structural and functional equivalents. Those skilled in the art will understand, in view of the present disclosure, that modifications can be made to the embodiments described herein and that such modifications are within the scope of the present invention.

Claims

CLAIMSWhat is claimed is:
1. An apparatus for lifting and leveling an existing building from a position underneath the existing building, the apparatus comprising: at least a first non-cylindrical support section, the first non-cylindrical support section having a substantially rectangular shape, the first support section having a first end and a second end, wherein when the apparatus is installed, the first end is located within the earth at said position underneath the existing building; and a cap support section having a first side and a second side, the first side of the cap support section being in contact with the second end of the first non-cylindrical support section, and wherein when the apparatus is installed, the existing building is lifted and leveled by disposing a jack on the second side of the cap support section and raising the jack until a portion of the jack is in contact with a foundation of the existing building and the foundation of the building has been lifted to a desired height.
2. The apparatus of claim 1, wherein said first non-cylindrical support section is an H-beam.
3. The apparatus of claim 1, wherein said first non-cylindrical support section is an I-beam.
4. The apparatus of claim 1, further comprising: a second non-cylindrical support section, the second non-cylindrical support section having a substantially rectangular shape, the second non-cylindrical support section having a first end and a second end, wherein when the apparatus is installed, the first end of the second non-cylindrical support section is located within the earth beneath said first non-cylindrical support section such that the first end of said first non-cylindrical support section is in contact with the second end of said second non- cylindrical support section.
5. The apparatus of claim 4, wherein said first and second non-cylindrical support sections are H-beams.
6. The apparatus of claim 4, wherein said first and second non-cylindrical support sections are I-beams.
7. A method for lifting and leveling an existing building from a position underneath the existing building, the method comprising: digging a hole in the earth, at least a portion of the hole extending underneath the building; driving a first non-cylindrical support section into the earth through the portion of the hole extending underneath the building, the first non-cylindrical support section having a substantially rectangular shape, the first support section having a first end and a second end, the first end being located below the second end within the earth at said position underneath the existing building; and placing a cap support section on top of the second end of the first non- cylindrical support section such that a first side of said cap support section is in contact with the second end of said first non-cylindrical support section; placing a jack on a second side of said cap support section; and raising the jack until a portion of the jack is in contact with a foundation of the existing building and the foundation of the building has been lifted to a desired height.
8. The method of claim 7, wherein said first non-cylindrical support section is an H-beam.
9. The method of claim 7, wherein said first non-cylindrical support section is an I-beam.
10. A method for lifting and leveling an existing building from a position underneath the existing building, the method comprising: digging a hole in the earth, at least a portion of the hole extending underneath the building; driving a first non-cylindrical support section into the earth through the portion of the hole extending underneath the building, the first non-cylindrical support section having a substantially rectangular shape, the first support section having a first end and a second end, the first end being located below the second end within the earth at said position underneath the existing building; driving a second non-cylindrical support section into the earth through the portion of the hole extending underneath the building, the second non-cylindrical support section having a substantially rectangular shape and being substantially identical in shape to the first non-cylindrical support section, the second non- cylindrical support section having a first end and a second end, the first end of the second non-cylindrical support section being in contact with the second end of said first non-cylindrical support section; placing a cap support section on top of the second end of said second non- cylindrical support section such that a first side of said cap support section is in contact with the second end of said first non-cylindrical support section; placing a jack on a second side of said cap support section; and raising the jack until a portion of the jack is in contact with a foundation of the existing building and the foundation of the building has been lifted to a desired height.
1 1. The method of claim 10, wherein said first and second non-cylindrical support sections are H-beams.
12. The method of claim 10, wherein said first and second non-cylindrical support sections are I-beams.
13. An apparatus for lifting and leveling an existing building from a position underneath the existing building, the apparatus comprising: an adjustable cap having a vertically-adjustable member and a stationary member, said vertically-adjustable member being vertically adjustable with reference to said stationary member, said vertically-adjustable member having an upper side and a lower portion, said lower portion being configured to be secured at any one of a plurality of positions to a portion of a support section that has been placed in the ground below a building to be lifted and leveled, wherein when the apparatus is installed, a lower surface of said stationary member is in contact with an upper end of said support section, and wherein the existing building is lifted and leveled by disposing a jack on an upper surface of said stationary member of the adjustable cap and by raising the jack until a top surface of said upper side of said vertically - adjustable member is in contact with a foundation of the building and said foundation has been lifted to a desired height through raising of the vertically-adjustable member to a particular height through raising of the jack, wherein once said foundation has been lifted to said desired height, said lower portion of said vertically-adjustable member is secured to said portion of said support section at one of said plurality of positions in order to maintain the vertically-adjustable member at said particular height.
14. The apparatus of claim 13, wherein said support section is an H-beam and wherein said lower portion of said vertically-adjustable member has first and second opposing sides that are in contact with first and second opposing sides, respectively, of the H-beam, said first and second opposing sides of the vertically-adjustable member being in contact with said first and second opposing sides of said H-beam, respectively, when said apparatus is installed.
15. The apparatus of claim 14, wherein said first opposing side of said vertically- adjustable member has a plurality of vertically-spaced openings therein that can be aligned with vertically-spaced openings in said first opposing side of said H-beam so that, when said foundation has been raised to a desired height, said adjustable cap can be removably secured to said support section by placing a pin through one of said openings in said first opposing side of said vertically-adjustable member that is aligned with an one of said openings in said first opposing side of said H-beam.
16. The apparatus of claim 14, wherein said first and second opposing sides of said vertically-adjustable member have a plurality of vertically-spaced openings therein that can be aligned with vertically-spaced openings in said first and second opposing sides of said H-beam so that, when said foundation has been raised to a desired height, said adjustable cap can be removably secured to said support section by placing a pin through one of said openings in said first opposing side of said vertically-adjustable member, through an aligned one of said openings in said first opposing side of said H-beam and through an aligned one of said openings in said second opposing side of said H-beam and through an aligned one of said openings in said second opposing side of said vertically-adjustable member.
17. The apparatus of claim 14, wherein said first and second opposing sides of said vertically-adjustable member have a plurality of vertically-spaced openings therein that can be aligned with vertically-spaced openings in said first and second opposing sides of said H-beam so that, when said foundation has been raised to a desired height, said adjustable cap can be removably secured to said support section by placing a first pin through one of said openings in said first opposing side of said vertically-adjustable member and through an aligned one of said openings in said first opposing side of said H-beam and by placing a second pin through an aligned one of said openings in said second opposing side of said H-beam and through an aligned one of said openings in said second opposing side of said vertically-adjustable member.
18. The apparatus of claim 13, wherein said support section is an I-beam and wherein said lower portion of said vertically-adjustable member has first and second opposing sides that are in contact with first and second opposing sides, respectively, of the I-beam, said first and second opposing sides of the vertically-adjustable member being in contact with said first and second opposing sides of said I-beam, respectively, when said apparatus is installed.
19. The apparatus of claim 18, wherein said first opposing side of said vertically- adjustable member has a plurality of vertically-spaced openings therein that can be aligned with vertically-spaced openings in said first opposing side of said I-beam so that, when said foundation has been raised to a desired height, said adjustable cap can be removably secured to said support section by placing a pin through one of said openings in said first opposing side of said vertically-adjustable member that is aligned with an one of said openings in said first opposing side of said I-beam.
20. The apparatus of claim 18, wherein said first and second opposing sides of said vertically-adjustable member have a plurality of vertically-spaced openings therein that can be aligned with vertically-spaced openings in said first and second opposing sides of said I-beam so that, when said foundation has been raised to a desired height, said adjustable cap can be removably secured to said support section by placing a pin through one of said openings in said first opposing side of said vertically-adjustable member, through an aligned one of said openings in said first opposing side of said I-beam and through an aligned one of said openings in said second opposing side of said I-beam and through an aligned one of said openings in said second opposing side of said vertically-adjustable member.
21. The apparatus of claim 18, wherein said first and second opposing sides of said vertically-adjustable member have a plurality of vertically-spaced openings therein that can be aligned with vertically-spaced openings in said first and second opposing sides of said I-beam so that, when said foundation has been raised to a desired height, said adjustable cap can be removably secured to said support section by placing a first pin through one of said openings in said first opposing side of said vertically-adjustable member and through an aligned one of said openings in said first opposing side of said I-beam and by placing a second pin through an aligned one of said openings in said second opposing side of said I-beam and through an aligned one of said openings in said second opposing side of said vertically-adjustable member.
22. A method for lifting and leveling an existing building from a position underneath the existing building, the method comprising: digging a hole in the earth, at least a portion of the hole extending underneath the building; driving at least a first non-cylindrical support section into the earth through the portion of the hole extending underneath the building, the first non-cylindrical support section having a substantially rectangular shape, the first support section having a first end and a second end, the first end being located below the second end within the earth at said position underneath the existing building; and placing a vetically-adjustable cap on top of the second end of the first non- cylindrical support section such that a first side of said cap is in contact with the second end of said first non-cylindrical support section; placing a jack on a second side of said cap; and raising the jack until a portion of the jack is in contact a first surface of an upper side of the vertically-adjustable cap; raising the jack until a second surface of said upper side of said cap is in contact with a foundation of the existing building and the foundation of the building has been lifted to a desired height; and locking the vertically-adjustable cap in place once said foundation has been raised to said desired height so that the vertically-adjustable cap is not vertically adjustable.
23. The method of claim 22, wherein said first non-cylindrical support section is an H-beam.
24. The method of claim 22, wherein said first non-cylindrical support section is an I-beam.
PCT/US2002/000954 2002-01-15 2002-01-15 Method and apparatus for utilizing non-cylindrical support sections to lift and level existing buildings and an adjustable top support section for use therewith WO2003060250A1 (en)

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AU2002237820A AU2002237820A1 (en) 2002-01-15 2002-01-15 Method and apparatus for utilizing non-cylindrical support sections to lift and level existing buildings and an adjustable top support section for use therewith

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Cited By (1)

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Publication number Priority date Publication date Assignee Title
CN102493674A (en) * 2011-12-12 2012-06-13 广州市鲁班建筑集团有限公司 Jacking system for buildings

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US3282001A (en) * 1963-05-06 1966-11-01 United States Steel Corp Base construction for supporting a column
US3634985A (en) * 1969-11-12 1972-01-18 Robert R Tipton Adjustable elevation building
US3664082A (en) * 1970-12-15 1972-05-23 Jenn Air Corp Method of placing a mobile home on a foundation
US3796055A (en) * 1972-05-19 1974-03-12 R Mahony Method and apparatus for underpinning and raising a building foundation
US4125975A (en) * 1975-03-10 1978-11-21 Soble Bernard D Foundation on grade arrangement for manufactured structures and method of installation

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Publication number Priority date Publication date Assignee Title
US3282001A (en) * 1963-05-06 1966-11-01 United States Steel Corp Base construction for supporting a column
US3634985A (en) * 1969-11-12 1972-01-18 Robert R Tipton Adjustable elevation building
US3664082A (en) * 1970-12-15 1972-05-23 Jenn Air Corp Method of placing a mobile home on a foundation
US3796055A (en) * 1972-05-19 1974-03-12 R Mahony Method and apparatus for underpinning and raising a building foundation
US4125975A (en) * 1975-03-10 1978-11-21 Soble Bernard D Foundation on grade arrangement for manufactured structures and method of installation

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102493674A (en) * 2011-12-12 2012-06-13 广州市鲁班建筑集团有限公司 Jacking system for buildings
CN102493674B (en) * 2011-12-12 2013-12-11 广州市鲁班建筑集团有限公司 Jacking system for buildings

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