US20120177445A1 - Steel pipe piles and pipe pile structures - Google Patents
Steel pipe piles and pipe pile structures Download PDFInfo
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- US20120177445A1 US20120177445A1 US13/347,009 US201213347009A US2012177445A1 US 20120177445 A1 US20120177445 A1 US 20120177445A1 US 201213347009 A US201213347009 A US 201213347009A US 2012177445 A1 US2012177445 A1 US 2012177445A1
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- pipe
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- pipe piles
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/03—Prefabricated parts, e.g. composite sheet piles
- E02D5/04—Prefabricated parts, e.g. composite sheet piles made of steel
- E02D5/08—Locking forms; Edge joints; Pile crossings; Branch pieces
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/02—Sheet piles or sheet pile bulkheads
- E02D5/16—Auxiliary devices rigidly or detachably arranged on sheet piles for facilitating assembly
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/22—Piles
- E02D5/24—Prefabricated piles
- E02D5/28—Prefabricated piles made of steel or other metals
- E02D5/285—Prefabricated piles made of steel or other metals tubular, e.g. prefabricated from sheet pile elements
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- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0004—Synthetics
- E02D2300/0018—Cement used as binder
- E02D2300/002—Concrete
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D2300/00—Materials
- E02D2300/0026—Metals
- E02D2300/0029—Steel; Iron
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
- E02D5/74—Means for anchoring structural elements or bulkheads
- E02D5/80—Ground anchors
Definitions
- the present invention relates to an improvement in pipe piles—and especially, steel pipe piles—which are adapted to be driven into the earth for use as a structural element in a foundation or in a wall. More particularly, the present invention relates to metal pipe piles, for use in a foundation or wall, which are subject to corrosion by the elements.
- FIG. 1 shows a retaining wall 10 , formed of a row of steel pipe piles for example, which holds back the earth 12 on the edge of the sea 14 .
- an earth anchor 16 provides horizontal support for the pipe piles against lateral forces exerted by the earth side 12 . With such an anchor in place, the pipe piles are subject to a bending moment with a distribution, along their length, as shown by the graph 18 .
- the outer surface of the pipe piles corrodes away at a prescribed rate, thus decreasing the wall thickness of a pipe pile.
- rusting speed rusting rate in mm/year.
- Investigations of steel sheet piling with differing service lives indicate that the rusting speed decreases in time resulting from the formation of a cover layer, unless this cover layer is constantly eroded away by mechanical or chemical action. Accordingly, when rating the decrease in thickness or rusting speed, the design period or “service life”, respectively, of the sheet pile member must also be stated.
- steel piling durability concerns are minimal simply because steel piling is usually over-designed, due to the use of a relatively high safety factor with steel as compared to concrete. This inherent factor obviously takes the natural and inevitable aspect of corrosion into account.
- salt water applications or, in some cases involving polluted waters or polluted soils
- the area of most concern is the low water zone because it is closest to the area of highest stress.
- the exposed steel surfaces be coated (and/or be subjected to “cathodic protection”) down to 1.5 meters to 2.5 meters below the mean low water so that the critical low water zone is protected.
- the European Pre-standard promulgated as “Eurocode 3: Design of Steel Structures—Part 5: Piling” (BS ENV 1993-5: 1997 and BS ENV 1993-5: 2007) provides tables for the expected loss of thickness due to corrosion for steel pipe piles and steel sheet piles in fresh water and in sea water for temperate climates. For example, in sea water and in the zones of high corrosion rate, it is expected that 7.5 mm of steel will be lost from the steel surface over a period of 100 years.
- this amount of loss can be delayed by up to 20 years by coating the steel surface with paint or epoxy, particularly in the regions that are most vulnerable to corrosion.
- the application of such a protective coating also allows the design engineer to specify a thinner wall thickness for the pipe or sheet piling than would otherwise be required, resulting in a cost saving in the total amount of steel.
- a pipe pile which comprises a substantially cylindrical, and preferably steel, pipe body extending longitudinally between two opposite ends, the pipe body being formed of a plurality of pipe sections, interlocked or welded together end to end, arranged on a common central longitudinal axis between the two ends. All of the pipe sections have substantially the same outside diameter; however, two or more pipe sections have differing inside diameters, and thus a differing wall thickness, between the two ends of the pipe pile.
- This structure allows a design engineer to specify the material wall thickness of the pipe piles approximately in accordance with the expected rate of corrosion over the service life of the project, with certain ones of the pipe sections of the pipe piles having a greater wall thickness than other pipe sections.
- FIG. 1 is a representational diagram of a pipe pile retaining wall with accompanying graphs showing the approximate rate of corrosion and a typical bending moment distribution along the length of the pipe piles.
- FIG. 2 is an illustration of a row of pipe piles of the type to which the present invention relates.
- FIG. 3 is a plan view showing two pipe piles linked together by male and female connecting elements, welded to the exterior pipe pile surfaces.
- FIG. 4 is a detailed plan view of the male and female connecting elements shown in FIG. 3 .
- FIG. 5 is a detailed plan view showing another embodiment of male and female connecting elements that may be used to connect pipe piles.
- FIG. 6 is a plan view of two pipe piles linked by two Z-shaped sheet piles.
- FIG. 7 is a plan view of two pipe piles linked by a U-shaped sheet pile.
- FIG. 8 is a cross-sectional view of a retaining wall (not to scale) of the type to which the present invention relates.
- FIG. 9 is a cross-sectional view of a pier (not to scale) of the type to which the present invention relates.
- FIG. 10 a is a cross-sectional view (not to scale) showing a single pipe pile comprised of three sections, welded together end-to-end along a common longitudinal axis, with each section having the same outer diameter but a differing internal diameter.
- FIG. 10 b is a lateral cross-sectional view (not to scale) of each pipe pile section of FIG. 10 a.
- FIG. 11 is a cross-sectional, detailed view (not to scale) of the abutting ends of two pipe piles of differing wall thickness, welded together along their seam.
- FIG. 1 shows a retaining wall 10 formed of steel pile piles which retains and separates the earth 12 , on one side, from the sea 14 on the other.
- the pipe piles in this wall are subjected to continuous stress and to the continuous effects of corrosion due to the action of air and water.
- FIG. 2 shows such a series of pipe piles 32 , arranged along a horizontal line 33 and connected together by intermediate connecting elements 34 , which are affixed to the external, curved surfaces of the piles by welding.
- FIG. 3 illustrates how two such pipe piles 32 are joined by such connecting elements 34 , the details of which are presented in FIG. 4 .
- a “male” connecting element 36 is welded to one side of each pipe 32 and a “female” connecting element 38 is welded to the opposite side, over the entire length (or nearly the entire length) of the pipe.
- the pipes are then driven into the earth, one at a time, with the male connecting element 36 , welded to one pipe, inserted in and interlocked with the female connecting element 38 that is welded to the next, adjacent pipe.
- FIG. 5 shows another type of connecting element 40 that may be used between adjacent pipes 32 to connect the pipes closely together.
- This connecting element which is similar to the connecting elements described in detail in the U.S. Pat. No. 7,168,214, comprises a short male element 42 with an interlocking head strip 44 and a female element formed by a claw 46 .
- FIGS. 6 and 7 each show two pipe piles 32 , also arranged side by side and longitudinally in parallel, which are separated by sheet piles instead of connectors only.
- the adjacent pipe piles are connected together by two Z-shaped sheet piles 50 and 52 ; in FIG. 7 the pipe piles are connected by an intervening U-shaped sheet pile 54 .
- FIG. 8 is a cross-sectional side view of a pipe pile 32 , one of many in a seaside retaining wall 60 .
- the wall supports the earth 62 , on one side, from eroding and falling into to the sea 64 , on the other.
- the pipes of the wall, represented by pipe 32 pass through the sandy earth 66 beneath the sea floor and are preferably of sufficient length to reach the bedrock 68 below.
- the wall of pipes is constructed considerably higher so as to protect against storms and other contingencies.
- the pipes are transported to the construction site in convenient (e.g. 20 foot) lengths and welded end-to-end when they are installed.
- the pipe sections can either be rammed, section by section, and welded together during the ramming process, or they can be welded first, end to end, and rammed as a single lengthy unit.
- the useful life of a pipe pile and sheet pile wall depends entirely upon the rate of corrosion of the material (e.g., steel) caused by the elements, particularly the exposure to water and/or air.
- FIG. 9 is a diagram, similar to FIG. 8 , which shows the use of steel pipe piles 32 to support an ocean pier 76 . Like FIG. 8 , this diagram shows an intertidal zone 70 and a splash zone 72 . As compared to the pipes of the retaining wall of FIG. 8 , the steel pipe piles 32 are subjected to a substantially less bending moment. However, they are subjected to corrosion, especially in the splash zone, intertidal zone, low water zone and permanent immersion zone, as explained above in connection with FIG. 1 .
- FIGS. 10 a and 10 b the pipe piles 32 of FIGS. 8 and 9 are of differing wall thickness at different places along their length, so as to take into consideration the differing rates of corrosion during their useful life.
- FIG. 10 a shows a length of pipe 32 in three sections: a lower section 86 (intended to remain continuously beneath the water level); a middle section 88 (intended for location in the tide zone and splash zone of the wall) and an upper section 90 (intended to remain continuously in the open air).
- the pipe in section 88 which corrodes at a much faster rate, has a considerably thicker wall than the pipe in sections 86 and 90 .
- the pipe section 86 which must withstand a greater bending stress, has a somewhat greater wall thickness than the pipe section 90 .
- FIG. 11 shows in detail the welded seam between the pipe sections 86 and 88 .
- the ends of the pipe sections are chamfered at an angle of about 30 to 35°, leaving a “land” of at least 1/16 inches to make abutting contact with the adjacent section.
- the weld material 96 fills the space afforded by the chamfer.
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- Engineering & Computer Science (AREA)
- Structural Engineering (AREA)
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- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Life Sciences & Earth Sciences (AREA)
- General Engineering & Computer Science (AREA)
- Chemical & Material Sciences (AREA)
- Composite Materials (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
- Revetment (AREA)
- Piles And Underground Anchors (AREA)
- Retaining Walls (AREA)
Abstract
Description
- This application claims priority from Provisional Application No. 61/431,491 filed Jan. 11, 2011 and International Patent Application No. PCT/US11/22491, filed Jan. 26, 2011.
- The present invention relates to an improvement in pipe piles—and especially, steel pipe piles—which are adapted to be driven into the earth for use as a structural element in a foundation or in a wall. More particularly, the present invention relates to metal pipe piles, for use in a foundation or wall, which are subject to corrosion by the elements.
- When in contact with water and at the same time in the presence of air with oxygen, steel is subject to a natural corrosion process. Material abrasion from corrosion depends, on the one hand, on local (e.g. hydrological) conditions and, on the other hand, on the vertical position of the steel with respect to the water line. When pipe piles are driven into an ocean bed, for example to support a pier or ocean platform, or to form a seaside retaining wall, different vertical zones of the pipe piles are subject to different rates of corrosion or “rusting”.
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FIG. 1 shows aretaining wall 10, formed of a row of steel pipe piles for example, which holds back theearth 12 on the edge of thesea 14. Preferably, anearth anchor 16 provides horizontal support for the pipe piles against lateral forces exerted by theearth side 12. With such an anchor in place, the pipe piles are subject to a bending moment with a distribution, along their length, as shown by thegraph 18. - The vertical levels of the retaining wall are divided into zones, depending on the expected rates of corrosion of the steel. These zones, which are defined by the expected water levels due to the tides and storms are called, successively from upper to lower, the “splash zone” 20 (from the mean high water level to the top of the wall); the “intertidal zone” 22 (between the mean low water and the mean high water levels); the “low water zone” 24 (from the lowest water level to the mean low water level); the “permanent immersion zone” 26 (from the ocean floor to the lowest water level); and the “buried zone” 28 (below the ocean floor). As shown by the
graph 30 the pipe piles have different expected rates of corrosion in each of these zones. - Depending upon the vertical zone, and therefore the degree of corrosion intensity, the outer surface of the pipe piles corrodes away at a prescribed rate, thus decreasing the wall thickness of a pipe pile. Referred to in time units, one speaks of the “rusting speed” (rusting rate in mm/year). Investigations of steel sheet piling with differing service lives indicate that the rusting speed decreases in time resulting from the formation of a cover layer, unless this cover layer is constantly eroded away by mechanical or chemical action. Accordingly, when rating the decrease in thickness or rusting speed, the design period or “service life”, respectively, of the sheet pile member must also be stated.
- In many applications, steel piling durability concerns are minimal simply because steel piling is usually over-designed, due to the use of a relatively high safety factor with steel as compared to concrete. This inherent factor obviously takes the natural and inevitable aspect of corrosion into account. However, in salt water applications (or, in some cases involving polluted waters or polluted soils), it is recommended that the engineer design a foundation or retaining wall using the “sacrificial steel” method, and also consider if a protective coating would be advantageous or necessary in the particular environment.
- As shown by the
graph 30, the highest corrosion rates are usually found in the (sea water) splash zone or in the low water zone. However, as shown by thegraph 18, the highest stresses are usually in thepermanent immersion zone 26. See “Recommendations of the Committee for Waterfront Structures Harbors and Waterways”, 7th Edition, EAU 1996 Section 8.1.8.3, Fig. R 35-1, page 293. - When designing a pipe pile or sheet pile structure in or near the water, the area of most concern is the low water zone because it is closest to the area of highest stress. For salt water applications, therefore, it is recommended that the exposed steel surfaces be coated (and/or be subjected to “cathodic protection”) down to 1.5 meters to 2.5 meters below the mean low water so that the critical low water zone is protected.
- According to “Recommendations of the Committee for Waterfront Structures Harbors and Waterways”, EAU 2004 Section 8.1.8.4, page 320, such coatings can delay the start of corrosion by more than 20 years.
- The European Pre-standard, promulgated as “Eurocode 3: Design of Steel Structures—Part 5: Piling” (BS ENV 1993-5: 1997 and BS ENV 1993-5: 2007) provides tables for the expected loss of thickness due to corrosion for steel pipe piles and steel sheet piles in fresh water and in sea water for temperate climates. For example, in sea water and in the zones of high corrosion rate, it is expected that 7.5 mm of steel will be lost from the steel surface over a period of 100 years.
- As noted above, this amount of loss can be delayed by up to 20 years by coating the steel surface with paint or epoxy, particularly in the regions that are most vulnerable to corrosion. The application of such a protective coating also allows the design engineer to specify a thinner wall thickness for the pipe or sheet piling than would otherwise be required, resulting in a cost saving in the total amount of steel.
- The use of a protective coating has a number of disadvantages, however:
-
- (1) The coating is relatively expensive to purchase and apply in such large quantities;
- (2) The coating is often damaged during transport, leaving uncoated scratches or the like which are especially vulnerable to corrosion;
- (3) The coating, which is toxic to plant and fish life, can bleed or rub off in the water.
- The US Army Corps of Engineers' “Design of Sheet Pile Walls Engineer Manual” (Section 2-2) is unambiguous in its general preference of steel over concrete for in the construction of retaining walls:
-
- “The designer must consider the possibility of material deterioration and its effect on the structural integrity of the system. Most permanent structures are constructed of steel or concrete. Concrete is capable of providing a long service life under normal circumstances but has relatively high initial costs when compared to steel sheet piling. They are more difficult to install than steel piling. Long-term field observations indicate that steel sheet piling provides a long service life when properly designed.”
- There is accordingly a need for pipe piling which avoids the disadvantages of surface coating in regions susceptible to increased corrosion (the low water and splash zones, for example) while increasing the expected service life of piling when used in corrosive environments (such as in polluted water or sea water).
- It is therefore an object of the present invention to provide a pipe pile, for use in a foundation or retaining wall, which has increased service life without the need for a surface coating.
- It is a further object of the present invention to provide a pipe pile, for use in a foundation or wall, which has a reduced amount of steel as compared to a conventional pipe pile with an equal service life.
- These objects, as well as further objects which will become apparent from the discussion that follows, are achieved, in accordance with the present invention, by providing a pipe pile which comprises a substantially cylindrical, and preferably steel, pipe body extending longitudinally between two opposite ends, the pipe body being formed of a plurality of pipe sections, interlocked or welded together end to end, arranged on a common central longitudinal axis between the two ends. All of the pipe sections have substantially the same outside diameter; however, two or more pipe sections have differing inside diameters, and thus a differing wall thickness, between the two ends of the pipe pile.
- This structure allows a design engineer to specify the material wall thickness of the pipe piles approximately in accordance with the expected rate of corrosion over the service life of the project, with certain ones of the pipe sections of the pipe piles having a greater wall thickness than other pipe sections.
- For a full understanding of the present invention, reference should now be made to the following detailed description of the preferred embodiments of the invention as illustrated in the accompanying drawings.
-
FIG. 1 is a representational diagram of a pipe pile retaining wall with accompanying graphs showing the approximate rate of corrosion and a typical bending moment distribution along the length of the pipe piles. -
FIG. 2 is an illustration of a row of pipe piles of the type to which the present invention relates. -
FIG. 3 is a plan view showing two pipe piles linked together by male and female connecting elements, welded to the exterior pipe pile surfaces. -
FIG. 4 is a detailed plan view of the male and female connecting elements shown inFIG. 3 . -
FIG. 5 is a detailed plan view showing another embodiment of male and female connecting elements that may be used to connect pipe piles. -
FIG. 6 is a plan view of two pipe piles linked by two Z-shaped sheet piles. -
FIG. 7 is a plan view of two pipe piles linked by a U-shaped sheet pile. -
FIG. 8 is a cross-sectional view of a retaining wall (not to scale) of the type to which the present invention relates. -
FIG. 9 is a cross-sectional view of a pier (not to scale) of the type to which the present invention relates. -
FIG. 10 a is a cross-sectional view (not to scale) showing a single pipe pile comprised of three sections, welded together end-to-end along a common longitudinal axis, with each section having the same outer diameter but a differing internal diameter. -
FIG. 10 b is a lateral cross-sectional view (not to scale) of each pipe pile section ofFIG. 10 a. -
FIG. 11 is a cross-sectional, detailed view (not to scale) of the abutting ends of two pipe piles of differing wall thickness, welded together along their seam. - The preferred embodiments of the present invention will now be described with reference to
FIGS. 1-11 of the drawings. - Identical elements in the various figures are designated with the same reference numerals.
-
FIG. 1 shows a retainingwall 10 formed of steel pile piles which retains and separates theearth 12, on one side, from thesea 14 on the other. As explained in the Background of the Invention section above, the pipe piles in this wall are subjected to continuous stress and to the continuous effects of corrosion due to the action of air and water. - The pipe piles of the retaining wall are driven into the earth below the sea bed with their longitudinal axes arranged substantially in parallel and along a common, substantially horizontal, line.
FIG. 2 shows such a series of pipe piles 32, arranged along ahorizontal line 33 and connected together by intermediate connectingelements 34, which are affixed to the external, curved surfaces of the piles by welding. -
FIG. 3 illustrates how two such pipe piles 32 are joined by such connectingelements 34, the details of which are presented inFIG. 4 . Prior to ramming, a “male” connectingelement 36 is welded to one side of eachpipe 32 and a “female” connectingelement 38 is welded to the opposite side, over the entire length (or nearly the entire length) of the pipe. The pipes are then driven into the earth, one at a time, with themale connecting element 36, welded to one pipe, inserted in and interlocked with the female connectingelement 38 that is welded to the next, adjacent pipe. -
FIG. 5 shows another type of connectingelement 40 that may be used betweenadjacent pipes 32 to connect the pipes closely together. This connecting element, which is similar to the connecting elements described in detail in the U.S. Pat. No. 7,168,214, comprises a shortmale element 42 with an interlockinghead strip 44 and a female element formed by aclaw 46. -
FIGS. 6 and 7 each show twopipe piles 32, also arranged side by side and longitudinally in parallel, which are separated by sheet piles instead of connectors only. InFIG. 6 the adjacent pipe piles are connected together by two Z-shaped sheet piles 50 and 52; inFIG. 7 the pipe piles are connected by an interveningU-shaped sheet pile 54. -
FIG. 8 is a cross-sectional side view of apipe pile 32, one of many in aseaside retaining wall 60. The wall supports theearth 62, on one side, from eroding and falling into to thesea 64, on the other. The pipes of the wall, represented bypipe 32, pass through thesandy earth 66 beneath the sea floor and are preferably of sufficient length to reach the bedrock 68 below. - Although the average level of the sea varies with the tides within a certain range, indicated by the
double arrow 70, and waves splash against the wall within a certain average range, indicated by thedouble arrow 72, the wall of pipes is constructed considerably higher so as to protect against storms and other contingencies. To achieve the total length of pipe required, the pipes are transported to the construction site in convenient (e.g. 20 foot) lengths and welded end-to-end when they are installed. Depending on the total length of the pipe piles required, and upon the preferences of the contractor, the pipe sections can either be rammed, section by section, and welded together during the ramming process, or they can be welded first, end to end, and rammed as a single lengthy unit. - The useful life of a pipe pile and sheet pile wall depends entirely upon the rate of corrosion of the material (e.g., steel) caused by the elements, particularly the exposure to water and/or air. The water—particularly salt water, brackish water or polluted water—causes a steel pile wall to corrode at an accelerated rate, particularly in the
regions - To increase the life of pipe pile walls, it is known to cover at least a portion of the pipe surfaces with a coat of paint or epoxy, for example in the
region 74 which is most vulnerable to corrosion. The application of such a protective coating allows the construction engineer to specify thinner-walled pipes for the sheet pile wall than would otherwise be required, resulting in a considerable cost saving in the total amount of material (e.g., steel). -
FIG. 9 is a diagram, similar toFIG. 8 , which shows the use of steel pipe piles 32 to support anocean pier 76. LikeFIG. 8 , this diagram shows anintertidal zone 70 and asplash zone 72. As compared to the pipes of the retaining wall ofFIG. 8 , the steel pipe piles 32 are subjected to a substantially less bending moment. However, they are subjected to corrosion, especially in the splash zone, intertidal zone, low water zone and permanent immersion zone, as explained above in connection withFIG. 1 . - According to the present invention, as illustrated in
FIGS. 10 a and 10 b, the pipe piles 32 ofFIGS. 8 and 9 are of differing wall thickness at different places along their length, so as to take into consideration the differing rates of corrosion during their useful life.FIG. 10 a shows a length ofpipe 32 in three sections: a lower section 86 (intended to remain continuously beneath the water level); a middle section 88 (intended for location in the tide zone and splash zone of the wall) and an upper section 90 (intended to remain continuously in the open air). As indicated inFIG. 10 b, the pipe insection 88, which corrodes at a much faster rate, has a considerably thicker wall than the pipe insections pipe section 86, which must withstand a greater bending stress, has a somewhat greater wall thickness than thepipe section 90. - However, all three sections of pipe have the same external (outside) diameter.
- The
seams -
FIG. 11 shows in detail the welded seam between thepipe sections weld material 96 fills the space afforded by the chamfer. - When designing port or a pier, the civil engineer should specify the chamfer for each pipe section, for example 35° with a 1/16 inch land, The engineer should also specify the following parameters:
- 1. The number, the lengths and the wall thicknesses of all the pipes; more specifically, all the pipe sections that make up the pipes to be used in a project.
2. The outer diameter of all the pipes. Different pipes in the project may have different outer diameters, but all the pipe sections making up an individual pipe must have the same outer diameter.
3. The inner and outer tolerance of the outer diameter; for example, an OD of 36 inches from minus 0 to plus ¼ inch.
4. The tolerance of the out of roundness of the pipes; for example, equal to or less than 1%.
5. The type and grade of material; for example, the steel base grade ASTM A572,Grade 50.
6. The type of pipe: for example, spiral wound and welded for thinner pipe having a wall thickness of less than 1 inch, or rolled and longitudinally welded for thicker pipe. - The invention has the advantage of supplanting the need for coating the pipes in regions susceptible to increased corrosion (the tidal zone and splash zone, for example), while at the same time allowing for reduced pipe thickness in the regions which are less susceptible to corrosion (the region beneath the earth for example).
- There has thus been shown and described an improved steel pipe pile, and pipe pile structures incorporating a plurality of this type of pipe pile, which fulfill all the objects and advantages sought therefor. Many changes, modifications, variations and other uses and applications of the subject invention will, however, become apparent to those skilled in the art after considering this specification and the accompanying drawings which disclose the preferred embodiments thereof. All such changes, modifications, variations and other uses and applications which do not depart from the spirit and scope of the invention are deemed to be covered by the invention, which is to be limited only by the claims which follow.
Claims (25)
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US13/347,009 US20120177445A1 (en) | 2011-01-11 | 2012-01-10 | Steel pipe piles and pipe pile structures |
US15/485,799 US20170218589A1 (en) | 2011-01-11 | 2017-04-12 | Steel pipe piles and pipe pile structures |
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US201161431491P | 2011-01-11 | 2011-01-11 | |
US13/347,009 US20120177445A1 (en) | 2011-01-11 | 2012-01-10 | Steel pipe piles and pipe pile structures |
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US15/485,799 Continuation US20170218589A1 (en) | 2011-01-11 | 2017-04-12 | Steel pipe piles and pipe pile structures |
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US13/347,009 Abandoned US20120177445A1 (en) | 2011-01-11 | 2012-01-10 | Steel pipe piles and pipe pile structures |
US15/485,799 Abandoned US20170218589A1 (en) | 2011-01-11 | 2017-04-12 | Steel pipe piles and pipe pile structures |
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JP (1) | JP2014506966A (en) |
AU (1) | AU2011354695A1 (en) |
BR (1) | BR112013017716A2 (en) |
SG (1) | SG191848A1 (en) |
WO (1) | WO2012096679A1 (en) |
Cited By (17)
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US20140270963A1 (en) * | 2011-08-25 | 2014-09-18 | Pilepro Llc | Pile arrangement for wave barriers and methods |
JP2015132059A (en) * | 2014-01-10 | 2015-07-23 | 前田建設工業株式会社 | joint structure of steel pipe sheet pile |
JP2016044502A (en) * | 2014-08-26 | 2016-04-04 | 新日鐵住金株式会社 | Joint structure of steel pipe sheet pile |
CN106677205A (en) * | 2016-11-11 | 2017-05-17 | 重庆大学 | Fabricated special-shaped steel pipe pile combined retaining wall |
USD837042S1 (en) * | 2017-12-12 | 2019-01-01 | Jens Rehhahn | Sheet pile |
USD837043S1 (en) * | 2017-12-12 | 2019-01-01 | Jens Rehhahn | Sheet pile |
US10794031B2 (en) * | 2016-02-29 | 2020-10-06 | Innogy Se | Foundation pile for a wind turbine and methods for manufacturing a foundation pile |
US11053655B2 (en) * | 2013-09-03 | 2021-07-06 | Lawrence S. Maxwell | Modular grid foundation |
USD925069S1 (en) * | 2020-02-05 | 2021-07-13 | Sheet Pile LLC | Combined cylindrical pile, sheet pile and connecting element |
USD925776S1 (en) * | 2020-02-05 | 2021-07-20 | Sheet Pile LLC | Cylindrical pile with connecting elements |
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US20220325492A1 (en) * | 2021-01-29 | 2022-10-13 | Littoral Power Systems, Inc. | Prefabricated, modular hydropower foundation system for soil conditions |
US20230018574A1 (en) * | 2021-07-13 | 2023-01-19 | Pepsy M. Kettavong | Interlocking modular smart seawall diversion and recreation system and method of installation |
US20230040756A1 (en) * | 2021-08-05 | 2023-02-09 | Arthur Hagar Thompson, III | Resilient waterfront platform |
CN115852895A (en) * | 2022-12-30 | 2023-03-28 | 广东樵盛建设工程有限公司 | Ecological retaining wall bank protection |
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US20140270963A1 (en) * | 2011-08-25 | 2014-09-18 | Pilepro Llc | Pile arrangement for wave barriers and methods |
US11053655B2 (en) * | 2013-09-03 | 2021-07-06 | Lawrence S. Maxwell | Modular grid foundation |
JP2015132059A (en) * | 2014-01-10 | 2015-07-23 | 前田建設工業株式会社 | joint structure of steel pipe sheet pile |
JP2016044502A (en) * | 2014-08-26 | 2016-04-04 | 新日鐵住金株式会社 | Joint structure of steel pipe sheet pile |
US10794031B2 (en) * | 2016-02-29 | 2020-10-06 | Innogy Se | Foundation pile for a wind turbine and methods for manufacturing a foundation pile |
CN106677205A (en) * | 2016-11-11 | 2017-05-17 | 重庆大学 | Fabricated special-shaped steel pipe pile combined retaining wall |
USD837042S1 (en) * | 2017-12-12 | 2019-01-01 | Jens Rehhahn | Sheet pile |
USD837043S1 (en) * | 2017-12-12 | 2019-01-01 | Jens Rehhahn | Sheet pile |
US11274411B2 (en) * | 2018-07-10 | 2022-03-15 | Edelman Projects Pty Ltd | Wall protection assembly |
USD982423S1 (en) * | 2019-08-14 | 2023-04-04 | Roberto Redondo Wendt | Connector |
USD925069S1 (en) * | 2020-02-05 | 2021-07-13 | Sheet Pile LLC | Combined cylindrical pile, sheet pile and connecting element |
USD925776S1 (en) * | 2020-02-05 | 2021-07-20 | Sheet Pile LLC | Cylindrical pile with connecting elements |
US20220325492A1 (en) * | 2021-01-29 | 2022-10-13 | Littoral Power Systems, Inc. | Prefabricated, modular hydropower foundation system for soil conditions |
US20230018574A1 (en) * | 2021-07-13 | 2023-01-19 | Pepsy M. Kettavong | Interlocking modular smart seawall diversion and recreation system and method of installation |
US11603636B2 (en) * | 2021-07-13 | 2023-03-14 | Pepsy M. Kettavong | Interlocking modular smart seawall diversion and recreation system and method of installation |
US20230040756A1 (en) * | 2021-08-05 | 2023-02-09 | Arthur Hagar Thompson, III | Resilient waterfront platform |
US11655603B2 (en) * | 2021-08-05 | 2023-05-23 | Arthur Hagar Thompson, III | Resilient waterfront platform |
US11702814B1 (en) * | 2022-06-14 | 2023-07-18 | Prince Mohammad Bin Fahd University | Stone column foundation system for collapsible soils |
CN115852895A (en) * | 2022-12-30 | 2023-03-28 | 广东樵盛建设工程有限公司 | Ecological retaining wall bank protection |
Also Published As
Publication number | Publication date |
---|---|
US20170218589A1 (en) | 2017-08-03 |
SG191848A1 (en) | 2013-08-30 |
WO2012096679A1 (en) | 2012-07-19 |
BR112013017716A2 (en) | 2016-10-11 |
AU2011354695A1 (en) | 2013-03-21 |
JP2014506966A (en) | 2014-03-20 |
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