MODULAR MARINE FOUNDATION

Abstract

The present disclosure provides for marine foundation modules to support erosion control structures for protection against coastal shoreline erosion. The module has a planar base having at least four connected wall sections, with each wall section having an upper tapered wall section extending outwardly from the planar base and a lower vertical wall section extending downwardly from the upper wall section. The at least four wall sections and the planar base define an inner cavity having an inner surface area, the inner surface area having a central planar inner surface extending outwardly to an inner tapered surface transitioning concavely to an inner lower vertical wall surface. The lower vertical wall sections are configured to embed into soil of a sea bed floor, for anchoring the module. The inner cavity encloses the soil, such that the soil exerts an upward force on the inner surface area of the module to enhance load bearing capacity of the module.

Description

BACKGROUND OF THE INVENTION

Field of the Invention

The present invention generally relates to coastal erosion control devices and methods of prevention or reduction of coastal erosion and more particularly relates to devices and methods for marine foundations to support coastal erosion structures.

Description of the Related Art

Erosion of coastal shorelines is a global problem and coastal communities are faced with the major problem of shoreline erosion control. Shore zones tend to inherently have high land values and therefore, the stabilization of coastal shorelines has become a necessity in many coastal areas around the world. For example, the Louisiana Gulf Coast area experiences the loss of thousands of acres of wetlands each year. The rate at which shores erode depends upon the composition of the shore zone and exposure to erosive forces. Erosion is caused by forces of nature action along shorelines and the actions of human beings. One natural cause of coastal erosion is due to hydrodynamic forces acting upon coastal areas. This type of erosion results in the loss of land mass and damage to wildlife habitats. The erection of certain structures by people can also result in increased erosion of coastal shorelines.

Around the world, shorelines are eroding or disappearing because of a number of reasons, at least one reason being excessive wave action that eats away at the shoreline. Loss of wetlands causes a decrease in habitat for numerous marine species, such as shrimp, crabs, and fish.

Currently, there are many types of coastal protection measures, such as, seawalls, breakwater tubes, geotextiles, rip rap, aggregate, etc. In urban environments, seawalls are often used to prevent erosion, and those are typically heavy and massive concrete structures built along a stretch of land on a shoreline which creates a type of armoring structure. Breakwater tubes are commonly used to act as a first layer of defense against waves as they break along the shore. They are often installed in shorelines that require long term, demanding support. Riprap, also known as rip rap, rip-rap, shot rock, rock armor or rubble, is rock or other material used to armor shorelines, streambeds, bridge abutments, pilings and other shoreline structures against scour and water or ice erosion. Common rock types used include granite and limestone. Concrete rubble from building and paving demolition is sometimes used for rip rap. Frequently, the coastal erosion structure itself is called rip rap. Aggregate is also used to armor shorelines, streambeds, bridge abutments, pilings and other shoreline structures against scour and water or ice erosion. Geotextiles are commonly installed to help increase the stabilization and strength of retaining walls, rip rap, aggregate, and larger structures. Heavy material such as aggregate or rip rap that is placed on a coastal site with deep, soft mud, will sink and be lost until enough material is deployed to stabilize the site, which is often times very expensive demanding an abundance of material.

Over the years, various devices have been made to assist people with solving the problem of shoreline stabilization. However, such commonly known devices are of complex construction, expensive, largely inefficient in operation, and often result in increased erosion of shorelines. There is a need for a simple, low weight per unit area, and self-anchored device and method for people to more easily install and more efficiently address the problems associated with shoreline stabilization.

A conventional apparatus used for shoreline stabilization is provided in U.S. Pat. No. 5,129,756 issued to Wheeler, which discloses an apparatus and method for controlling coastal erosion through the use of a system of massive sea blocks. The system utilizes massive hollow reinforced concrete blocks that contain bulky fill material such as sand, mud, shell, or concrete rip rap. These massive hollow reinforced concrete blocks are transported to coastal sites filled with refuse material, sealed, and dropped onto hard ground in shallow or deep water and are arranged in rows or stacked to create a barricade against the action of the sea against the shore. As provided therein, such device require that each hollow block is filled with the refuse material until the blocks have a weight of at least 25 tons. Such devices require barges with massive cranes in order to be transported, the uses of the devices are limited by crane lifting capabilities for movement of the blocks, and they are very heavy, expensive, and inconvenient to use.

U.S. patent application Ser. No. 10,767,301 filed by Toups, Jr. discloses a coastal land reclamation and erosion prevention system consisting of layered vehicle tires connected both vertically and horizontally to form a continuous barrier structure, which allows incoming wave and tidal action to carry sand/soil over the structure and slows retreating water, resulting in the deposit and accumulation of particulate on the coastal side of the structure. The vehicle tires are filled with an aggregate and sealed. The tires are then laid flat horizontally with the tire treads in contact with each other and are strapped together with a corrosion resistant material, such as stainless steel banding, to form a continuous straight row. Successive layers are placed atop the initial layer in an offset manner so that the tire center openings of the next lower layer are directly below the strapped areas of the successive layers. Alternate layers are similarly strapped together to reach the desired height of the overall structure. To use, a three (3) foot trench running parallel to the coastline must be prepared and the structure is then installed therein. As provided therein, the structure must be stabilized with screw type anchors attached at thirty (30) foot intervals. The primary shortcomings are the complexity of construction, inconvenience in installation, and the necessity of the anchoring mechanism.

More recently, U.S. Pat. No. 9,745,713 issued to Breitenbeck discloses a system for creating portable, porous structures for restoring coastlines. The structures consist of a bag made of porous natural or synthetic mesh material with multiple longitudinal pockets filled with lightweight, porous manufactured aggregate, such as thermally fused silicate clays. One embodiment forms walls consisting of stacked bags of lightweight aggregate, where the tubular design of the bags create an interlocking system without the need for the construction of a level foundation. Another embodiment forms a mat consisting of multiple bags encased in a flexible grid material. In another embodiment, the mats are rolled up to form a log allowing for multiple logs to be combined together and used to support another formation. However, the mats and logs require the use of multiple anchoring systems consisting of anchor cables, connectors, anchors, and driving posts, forcing a person to push a rod into a formation and insert the anchor connected to the driving post into the rod and attach the anchor cables to the mats or logs. Another shortcoming is the mesh design of the bags which if torn result in the aggregate being dispersed into the actual environment the systems are supposed to be designed to protect.

A myriad of devices and methods have been patented, which attempt to solve the issue of coastal stabilization. The following are examples of U.S. Patents which have been granted for structures and devices which are placed in coastal zones or into shallow water for the purpose of stabilizing the shoreline:

U.S. Pat. No. Inventor
2,429,952     Willey
3,759,043     Tokunaga
4,558,774     Mikami
3,886,751     Labora
8,752,353     Zinser
5,078,150     Hara
9,428,876     Kwon
9,631,334     Gordon
9,726,141     Kohler
9,885,163     Pierce, Jr.
9,926,680     Boasso
4,432,671     Westra

The following are examples of U.S. Patents which have been granted for structures and devices which consist of artificial reefs for the purpose of stabilizing the shoreline:

U.S. Pat. No. Inventor
10,138,610    Hilton
9,982,448     Fricano
9,744,687     Hilton
9,498,901     Hilton
9,403,287     Hilton
7,497,643     Carnahan
7,004,098     Sarantidis
6,857,383     Sarantidis
6,467,993     Utter

The following are examples of U.S. Patents which have been granted for structures and devices which consist of reef foundations for the purpose of stabilizing the shoreline:

U.S. Pat. No. Inventor
9,832,979     Kabiling, Jr.
9,708,221     Miyao
7,827,937     Walter
5,113,792     Jones

Another type of shoreline stabilization system is sand filled geotextile tubes used to produce a groin field. U.S. Pat. No. 7,461,998 issued to Parnell discloses a method of stabilizing a beach, which includes the steps of producing and implementing an engineering design for placement of one or more sand filled, low profile geotextile tubes in proximity to the beach to produce a groin or groyne field. Groins interrupt water flow and limit the movement of sediment, and they are typically installed perpendicular to the shore. However, some major shortcoming results if groins are too long or too high or if they are too low, too short, or too permeable. If they are too long or too high, they tend to accelerate downdrift erosion and become ineffective because they trap too much sediment. If they are too low, too short, or too permeable, groins become ineffective because they trap too little sediment. Additionally, if groins do not extend far enough into the shore land, water from high tide and storm surges may flow past the landward end and erode a channel bypassing the groins.

Many of these smaller structures can be moved by very heavy wave action that occurs, for example, during storms such as hurricanes. It is known that hurricanes can greatly erode a shoreline in a matter of a few days when huge wave surges pound at the shoreline and when water levels rise several feet in what is commonly called a tidal surge.

While there are many styles of seawalls and levees available, these walls and levees are costly and difficult to deploy in many wetland environments. Granite or limestone riprap is sometimes used to protect shorelines, but the weight of these materials causes rapid subsidence and the riprap barriers must be frequently replenished with additional stone. There is a need for a lightweight portable device that can provide foundational support that prevents subsidence for such heavy materials.

While these units may be suitable for the particular purpose employed, they would not be as suitable for the purposes of the present invention as disclosed hereafter.

Accordingly, there is a need for a simple, low weight per unit area, and self-anchored device and method for easy installation and efficient solution to the problem of shoreline stabilization.

As disclosed in this application, the inventor has discovered novel and unique devices and methods for efficient and simple shoreline stabilization, which exhibit superlative properties without being dependent on heavy, immobile, expensive or complex components.

Embodiments of the present invention provide for devices and methods and disclosed herein and as defined in the annexed claims which provide for improved shoreline stabilization features in order to efficiently, simply, and effectively serve as a stand-alone coastal protection structure or as a universal foundation for coastal protection structures in soft bottom areas.

SUMMARY OF THE INVENTION

It is one prospect of the present invention to provide one or more novel devices and methods of simple but effective construction which can be applied to many environments to efficiently and effectively protection against coastal shoreline erosion.

The following presents a simplified summary of the present disclosure in a simplified form as a prelude to the more detailed description that is presented herein.

Therefore, in accordance with embodiment of the invention, there is provided a structural foundation module for protection against coastal shoreline erosion. In one embodiment, the device has a planar base having at least four connected wall sections. Each connected wall section has an upper tapered wall section extending outwardly from the planar base. Each connected wall section further has a lower vertical wall section extending downwardly from the upper tapered wall section. In combination, the planar base and the at least four wall sections form an inner cavity having an inner surface area. The inner surface area of the inner cavity has a central planar inner surface extending outwardly to an inner tapered surface. The inner tapered surface transitions concavely to an inner lower vertical wall surface. The lower vertical wall sections are preferably configured to embed into the soil of a sea bed floor to anchor the module into the sea bed floor. In such preferred embodiment, the inner cavity is adapted to enclose the sea bed floor soil. The enclosed soil of the sea bed exerts an upward force on the inner surface area of the module to enhance the load bearing capacity of the module.

In another embodiment, each of the four vertical walls of the structural foundation module are adapted to embed into the surface of the ground to self-anchor until the central planar inner surface of the planar base contacts a surface of the sea bed, and the vertical wall sections are adapted to resist gravitational shear stresses within the soil.

In yet another embodiment, at least one of the tapered wall sections defines at least one aperture adapted for the flow of air and water when the vertical walls embed into the soil of a sea bed.

In one embodiment, the planar body and tapered walls of the structural foundation module are constructed of reinforced concrete with steel reinforcement bars disposed therein.

In another embodiment, the outer surfaces of each of the upper tapered wall sections have ribbed surfaces and the ribbed surfaces are adapted to collect aggregate.

In yet another embodiment, the outer surfaces of each of the upper tapered wall sections have laterally inwardly stepped surfaces positioned at discrete intervals along the respective lengths of each section such that the laterally inwardly stepped surfaces are adapted for collection of aggregate.

In one embodiment, the planar base of the structural foundation module is square in shape.

In another embodiment, the planar base, tapered wall sections, and vertical wall sections are of unitary construction fabricated with reinforced concrete.

In yet another embodiment, the planar base of the module is rectangular in shape and serves as a modular marine foundation for a canal.

In yet another embodiment, the modular marine foundation is covered with rip rap and serves as an embankment for canals in intercoastal water ways.

In one embodiment, the vertical walls are adapted to self-anchor into a sea bed floor.

In another embodiment, the weight of the upward force on the inner surface area of the module exceeds the weight of the structural foundation module.

In yet another embodiment, the combined width of the planar base and tapered walls of the module is at least twice the length of the respective lower vertical walls.

In another preferred embodiment, a modular marine foundation device is provided comprising a plurality of structural foundation modules. Preferably, each structural foundation module has a planar base having at least four connected wall sections. Each connected wall section has an upper tapered wall section extending outwardly from the planar base and a lower vertical wall section extending downwardly from the upper tapered wall section. The at least four wall sections in combination with the planar base define an inner cavity having an inner surface area. The inner surface area has a central planar inner surface extending outwardly to an inner tapered surface, which concavely transitions into an inner lower vertical wall surface. The lower vertical wall sections are configured to embed into the soil of a sea bed floor to anchor the module into the sea bed floor. As disclosed in embodiments herein, the inner cavity is adapted to enclose the soil of the sea bed floor, causing the enclosed soil to exert an upward force on the inner surface area of each modular marine foundation, which enhances the load bearing capacity of each module. The structural foundation modules are preferably arranged in an array to form a geometric pattern of modules along a coastal zone where erosion is to be controlled. Preferably, the structural foundation modules are arranged in a position to provide foundation support for artificial reefs or other erosion control structures. Preferably, the structural foundation modules are in a position spaced from the shoreline so that wave action is dissipated before it reaches the shore, thereby providing for protection against coastal erosion.

In one embodiment, the geometric pattern of modules of the modular marine foundation includes at least one first module disposed adjacent to at least one second module, wherein at least one vertical wall section of the at least one first module opposes at least one vertical wall section of the at least one second module.

In another embodiment, modular marine foundation includes least one upper structural foundation module positioned atop the at least one first module and the at least one second module such the planar base of the at least one first module and the planar base of the at least one second module structurally support at least two lower vertical wall sections of the at least one upper structural foundation module.

In yet another embodiment, a cavity is defined between the geometric pattern of modules and the one or more upper structural foundation modules. The cavity enables marine life to pass through and/or settle in the cavity to form a reef.

Other embodiments disclosed herein are methods for constructing a marine foundation for protection against coastal erosion. The method comprises the steps of transporting a plurality of self-anchoring foundation modules to a coastal site where coastal protection structures will be placed to control erosion. Each such module preferably has a shell body which has a top wall connected to four opposing vertical side walls. Each module is adapted such that when the module is submerged, the four opposing vertical side walls are embedded into the soil of the sea bed. Submerging the modules into the sea bed while arranging the modules in an array that extends along the coastal site forms a marine foundation. The marine foundation is adapted to receive and support aggregate and other coastal protection structures.

In one embodiment, the method includes the step of transporting aggregate to the coastal site and unloading the aggregate onto the marine foundation to dissipate wave action.

In embodiments of the present invention, the method further includes transporting artificial reefs to the coastal site and unloading the artificial reefs onto the marine foundation, therefore providing additional protection against coastal erosion.

These and other features, aspects, and advantages of the present invention will become better understood with reference to the following description and appended claims.

BRIEF DESCRIPTION OF THE DRAWINGS

Illustrative embodiments of the present invention are described herein with reference to the accompanying drawings, in which like numerals throughout the figures identify substantially similar components, in which:

FIG. 1 is a top front perspective view of an exemplary marine foundation module in accordance with an embodiment of the invention;

FIG. 2 is a top right perspective view thereof;

FIG. 3 is a front right bottom perspective view thereof;

FIG. 4 is a front elevation view, according to a preferred embodiment of the invention;

FIG. 5 is a top view of a device according to a preferred embodiment of the invention;

FIG. 6 is a bottom left perspective view of an exemplary embodiment according to an embodiment of the invention;

FIG. 7 is a bottom view of an embodiment of the invention;

FIG. 8 is a front right perspective view of an embodiment of the invention illustrating an exemplary embedding of reinforcement bars according to embodiments of the invention;

FIG. 9A is a front cross sectional elevation view of a preferred embodiment of the invention;

FIG. 9B is a front cross sectional elevation view of an embodiment of the invention illustrating exemplary forces acting upon the module according to embodiments of the invention;

FIG. 9C is a front cross sectional elevation view of an embodiment of the invention illustrating exemplary dispersion forces acting upon the module according to embodiments of the invention;

FIG. 10 is a top front perspective view thereof in accordance with an embodiment of the invention;

FIG. 11 is a top front perspective view of an embodiment of the invention;

FIG. 12 is a top front perspective view of a marine foundation module system according to embodiments of the invention;

FIG. 13 is a top right perspective view thereof;

FIG. 14 is a right bottom perspective view thereof;

FIG. 15 is a schematic top view thereof, illustrating exemplary placement arrays according to an embodiment of the invention;

FIG. 16 is a schematic top view thereof, illustrating exemplary placement arrays and coastal protection structures according to embodiments of the invention;

FIG. 17A is a schematic top view of a marine foundation module system according to embodiments of the invention showing placement within a canal;

FIG. 17B is a schematic top view of embankment foundation modules according to embodiments of the invention showing placement on the banks of a canal;

FIG. 18 is a front elevation schematic view of an embodiment of the marine foundation module system showing placement of the module system at a coastal erosion zone;

FIG. 19 is a front elevation schematic view of an embodiment of the marine foundation module system showing placement of an exemplary stacked module system at a coastal erosion zone;

FIG. 20 is a top front perspective view of a stacked marine foundation module system according to embodiments of the invention; and

FIG. 21 is an exemplary flowchart illustrating an exemplary method of constructing a marine foundation in accordance with embodiments of the invention.

DETAILED DESCRIPTION

For a further understanding of the nature and function of the embodiments, reference should be made to the following detailed description. Detailed descriptions of the embodiments are provided herein, as well as, the best mode of carrying out and employing the present invention. It will be readily appreciated that the embodiments are well adapted to carry out and obtain the ends and features mentioned as well as those inherent herein. It is to be understood, however, that the present invention may be embodied in various forms. Therefore, persons of ordinary skill in the art will realize that the following disclosure is illustrative only and not in any way limiting, as the specific details disclosed herein provide a basis for the claims and a representative basis for teaching to employ the present invention in virtually any appropriately detailed system, structure or manner. It should be understood that the devices, materials, methods, procedures, and techniques described herein are presently representative of various embodiments. Other embodiments of the disclosure will readily suggest themselves to such skilled persons having the benefit of this disclosure.

As used herein, “axis” means a real or imaginary straight line about which a three-dimensional body is symmetrical. A “vertical axis” means an axis perpendicular to the ground (or put another way, an axis extending upwardly and downwardly). A “horizontal axis” means an axis parallel to the ground.

As used herein, homogeneous is defined as the same in all locations, and a homogeneous material is a material of uniform composition throughout that cannot be mechanically separated into different materials. Examples of “homogeneous materials” are certain types of plastics, ceramics, glass, metals, alloys, paper, board, resins, high-density polyethylene and rubber.

Referring initially to FIGS. 1-21, the basic constructional details and principles of operation of one embodiment of a structural foundation module 100 according to a preferred embodiment of the present invention will be discussed.

Therefore, in accordance with embodiments of the invention, there is provided a structural foundation module 100 for protection against coastal shoreline erosion. Referring to the embodiments illustrated in FIGS. 1-2, and 5 the module 100 has a planar base 102 having at least four connected wall sections 104. Preferably, each connected wall section 104 has an upper tapered wall section 106 extending outwardly from the planar base 102. Each connected wall section 104 has a lower vertical wall section 108 extending downwardly from the upper tapered wall section 106, as illustrated in FIGS. 1-5. In combination, the planar base 102 and the at least four wall sections 104 form an inner cavity 110 having an inner surface area 112, as illustrated in FIGS. 4 and 9B.

The modules 100 could be manufactured at a construction facility located near the coastline where erosion is a problem, or a module 100 could be transported long distances by barge and set in place at its position using a crane upon the barge. Crane barges or derrick barges are commonly used by a number of offshore construction companies and are known in the art. Preferably, each module 100 would be formed and poured, allowed to cure, and then transported to a coastal erosion site.

Referring to FIGS. 4, 6-7, and 9A-9 C, in a preferred embodiment, the inner surface area 112 of the inner cavity 110 has a central planar inner surface 114 extending outwardly to an inner tapered surface 116. The inner tapered surface 116 transitions concavely to an inner lower vertical wall surface 118. The lower vertical wall sections 108 are preferably configured to embed into the soil 120 of a sea bed floor 122 to anchor the module 100 into the sea bed floor 122, as illustrated in FIG. 9A.

Referring to FIGS. 9A-9 C, in such preferred embodiments, the inner cavity 110 is adapted to enclose the soil 120 of the sea bed 122 floor. Through embodiments disclosed herein, the enclosed soil 120 of the sea bed 122 exerts upward ground resistant forces, as illustrated by Arrow B, on the inner surface area 112 of the module 100 to enhance the load bearing capacity of the module 100. The lower vertical wall sections 108 combined with the upper tapered wall sections 106 cut through an exemplary shear stress angle, as illustrated by Arrow D, imparted by gravitational forces, as illustrated by Arrow A, and ground resistant forces, as illustrated by Arrow B, which resists punching shear and enhances the load bearing capacity of said module 100, as illustrated in FIG. 9B.

Referring to FIG. 9C, the particles of the sea bed 122 soil 120 cannot shear out along the line of dispersion, as illustrated by Arrow C, created by the planar body 102 because of the lower vertical wall sections 108 combined with the upper tapered wall sections 106. As can be seen in FIG. 9C the lower vertical wall sections 108 and the upper taped wall sections 106 encapsulate the soil particles 120 and prevent them from dispersing outwardly in the direction of Arrow C. Preferably as illustrated in FIGS. 9A-9 C and FIGS. 15-19, each of the four lower vertical wall sections 108 of the structural foundation module 100 are adapted to penetrate through the surface 122 and embed into the ground or sea bed 120 to self-anchor until the central planar inner surface 114 of the planar base 102 contacts the surface of the sea bed 122.

Referring to FIGS. 1-5 and 7-10, in yet another embodiment, at least one of the tapered wall sections 106 defines at least one aperture 124 adapted for the flow of air and water when the vertical walls 108 embed into the soil 120 of a sea bed 122.

Referring to FIG. 8, in one embodiment, the planar body 102, tapered walls 106, and four vertical walls 108 of the structural foundation module 100 are preferably constructed of reinforced concrete with steel reinforcement bars 125 disposed therein. Preferably, the steel reinforcement bars 125 include half inch (½″) diameter steel rods spaced 12 inches (12″) on center both ways.

Referring to FIG. 10, in another embodiment, the outer surfaces 126 of each of the upper tapered wall sections 106 have ribbed surfaces 128 and the ribbed surfaces 128 are adapted to collect aggregate or rip rap 129, as illustrated in FIG. 16.

Referring to FIG. 11, in yet another embodiment, the outer surfaces 126 of each of the upper tapered wall sections 106 have laterally inwardly stepped surfaces 130 positioned at discrete intervals along the respective lengths of each section 106 such that the laterally inwardly stepped surfaces 130 are adapted for collection of aggregate 129.

Preferably, the planar base 102 of the structural foundation module 100 is square in shape, as illustrated in FIG. 5. In a preferred embodiment, the module 100 has dimensions of ten feet (10′) long, ten feet (10′) wide, and two and one half feet (2.5′) in height, with a concrete wall thickness of approximately four inches (4″).

As illustrated in FIG. 5, an exemplary looped lifting strap 146 is depicted in one corner of the module 100. In a preferred embodiment, the module 100 has a looped lifting strap 146 in each corner of the module 100. As illustrated, the loop strap 146 has free ends 148 embedded in the upper tapered wall section 106. In another embodiment, the loop strap 146 has free ends 148 embedded in the lower vertical wall sections 108, where the loop strap 146 extends outwardly therefrom, as illustrated in FIG. 4.

In another embodiment, the planar base 102 of the module 100 is rectangular in shape, as illustrated in FIG. 17A, and serves as a modular marine foundation 132 for a canal.

In yet another embodiment, the modular marine foundation 132 is covered with rip rap 129 and serves as an embankment 150 for canals in intercoastal water ways, as illustrated in FIG. 17B.

In one embodiment, the vertical walls 108 are adapted to self-anchor into a sea bed floor 122, as illustrated in FIGS. 9A-9 C.

In another embodiment, the weight of the upward ground resistant forces, as exemplified by Arrow E, on the inner surface area 112 of the module 100 exceeds the weight of the structural foundation module 100, as illustrated in FIGS. 4 and 9B.

In yet another embodiment, the combined width of the planar base 102 and tapered walls 106 of the module 100 is at least twice the length of the respective lower vertical walls 108, as illustrated in FIGS. 9A-9 C.

Referring to the preferred embodiment illustrated in FIGS. 12-20, there is provided a modular marine foundation 132 having a plurality of structural foundation modules 100. The modular marine foundation 132 system preferably includes a plurality of erosion control structural foundation modules 100 which can be arranged in any number of geometric patterns. Each structural foundation module 100 preferably includes a planar base 102 having at least four connected wall sections 104. Each connected wall section 104 preferably has an upper tapered wall section 106 extending outwardly from the planar base 102 and a lower vertical wall section 108 extending downwardly from the upper wall section 106. In combination, the at least four wall sections 104 and the planar base 102 define an inner cavity 110 having an inner surface area 112. The inner surface area 112 of the inner cavity 110 has a central planar inner surface 114 extending outwardly to an inner tapered surface 116 transitioning concavely to an inner lower vertical wall surface 118, as illustrated in FIGS. 3-4, 6-7, and 9A-9 C.

In a preferred embodiment, the structural foundation modules 100 are arranged in an array to form a geometric pattern of modules 132 along a coastal zone where erosion is to be controlled, and in a position to provide foundation support for artificial reefs 129 and rip rap 129 or other erosion control structures, that, for instance, dissipate wave action before it reaches the shoreline, such as jetties or groins, or, for instance, collect suspended sediment for the reclamation of land. Jetties and groins interrupt water flow and limit the movement of sediment, they are typically installed perpendicular to the shore. The structural modules 100 can provide improved foundational support for jetties and groins, as illustrated in FIGS. 15-16.

A canal is an artificial water course with controlled water levels for the transport of water or for navigation. A bank is land at the side of water, such as a river or a lake, or a long heap of sand, such as a sandbank in shallow water, either in a river or in the sea. A shore is the narrow strip of land immediately bordering a body of water. A soil profile is the sequence of layers found in most soils. The upper A horizon is normally rich in organics, permeable and well aerated. The lower B horizon is more compact and may be either pale and leached or the site of deposition to create hard pans. The lowest C horizon usually has a low organic content and contains pieces of partially weathered bedrock. Wetlands are areas of marsh, fen, peatland or water, whether natural or artificial, permanent or temporary, with water that is static, flowing, fresh, brackish or salt, including areas of marine water, the depth of which at low tide does not exceed six meters. Wetlands are lands inundated or saturated by surface or ground water, at a frequency and duration sufficient to support, and that under normal circumstances do support a prevalence of vegetation, typically adapted for life in saturated soil conditions. Wetlands generally include swamps, marshes, bogs and similar areas. Land reclamation is the gaining of land in a wet area, such as a marsh or by the sea, by planting maritime plants to encourage silt deposition, by dumping dredged materials in the area, or by the creation of embankments and polders.

Embodiments of the invention exemplified herein have particular application in those wetland swamp or wetland marsh areas having slow moving waters where the soil bed 122 is a primarily soft mud bottom 120. A marsh is a transitional land-water area, covered at least part of the time by surface water or saturated by groundwater at, or near the surface. A marsh is characterized by aquatic and grass-like vegetation, usually without peat accumulation.

In one embodiment, the modular marine foundation 132 is installed in a position that is spaced apart from the shoreline to provide foundational support for coastal erosion structures that work to dissipate wave action before it reaches the shore, to provide protection against coastal erosion. Coastal erosion is often defined as the loss or displacement of land along the coastline due to the action of waves, currents, tides, wind-driven water, waterborne ice, or other impacts of storms. Coastal erosion can also be defined as the process of long-term removal of sediment and rocks at the coastline, leading to loss of land and retreat of the coastline landward. Referring to the exemplary embodiments illustrated in FIGS. 15-18, structural foundation modules 100 are preferably arranged side-by-side to form the modular marine foundation 132. As illustrated in FIGS. 15-16, exemplary embodiments of the modular marine foundation 132 are preferably installed apart from and parallel to the shoreline to dissipate wave action of the water 152 to prevent erosion of embankments 150; or, the modular marine foundations 132 are installed perpendicular to the shoreline and are used to form the foundation for jetties or groins.

Referring to the embodiments illustrated in FIGS. 2, 12-13, and 18, the geometric pattern of modules of the modular marine foundation 132 includes at least one first module 100 disposed adjacent to at least one second module 100, wherein at least one vertical wall section 104, comprising an upper tapered wall section 106 and a lower vertical wall section 108, of the at least one first module 100 opposes at least one vertical wall section 104 of the at least one second module 100.

In another embodiment, modular marine foundation 132 includes least one upper structural foundation module 100b positioned atop the at least one first module 100a and the at least one second module 100a such that the planar base 102a of the at least one first module 100a and the planar base 102a of the at least one second module 100 a structurally support at least two lower vertical wall sections 108b of the at least one upper structural foundation module 100b, as illustrated in FIG. 19.

In one embodiment, modular marine foundation 132 includes least one upper structural foundation module 100d positioned atop the at least one first module 100c and the at least one second module 100c such the planar base 102c of the at least one first module 100c and the planar base 102c of the at least one second module 100c structurally support at least two lower vertical wall sections 108d of the at least one upper structural foundation module 100d, as illustrated in FIG. 20.

In one embodiment, a cavity 133 is defined between the geometric pattern of modules 132 and the one or more upper structural foundation modules 100b, as illustrated in FIG. 19. The cavity 133 enables marine life to pass through and/or settle in the cavity 133 to form an artificial reef 129.

Referring to FIG. 21, a preferred method of constructing a marine foundation 134 for protection against coastal erosion is disclosed herein. The method 134 preferably includes a first step 136 of transporting a plurality of self-anchoring foundation modules 132, as shown for example in FIGS. 12-14, to a coastal site where coastal protection structures will be placed to control erosion, as exemplified in FIGS. 15-17. Each module 100 can be transported individually, or alternatively, several modules 100 can be stacked upon each other, on the bed of a truck or a semi-trailer. Preferably, each module 100 of the plurality 132 has a shell body 138, as illustrated in FIG. 14, having a top wall 106 connected to four opposing vertical side walls 108, the module 100 being adapted such that when the module 100 is submerged, the vertical side walls 108 embed into the soil 120 of the sea bed 122 as illustrated, for example in FIGS. 9A-9 C. Because the modules 100 are readily transportable and structurally very strong and massive, they could be reused indefinitely if constructed properly at different sites and locations over a long period of time.

Preferably, the method 134 provides a means to readily form a break water or barrier to wave action in any geometric configuration that would be particularly useful in a given situation. The modules 100 are preferably fabricated of structural load carrying reinforced concrete, and because they can be filled with heavy refuse material, they have a potential of weighing massive amounts, and thus little or no susceptibility to movement during storms such as hurricanes.

The method 134 preferably includes a second step 140 of submerging the modules 132 into the sea bed 122 while arranging each module 100 into an array of modules 132 that extends along the coastal site so that the modules 100 form a marine foundation 132 adapted to receive and support aggregate 129 and other coastal protection structures.

In one embodiment, the method 134 includes a step 142 of transporting aggregate 129 to the coastal site and unloading the aggregate 129 onto the marine foundation 132 to dissipate wave action. In one embodiment, the aggregate 129 is sediment material, such as sand, that could be added in that space shown between a shore and the modules 100. Because the modules 100 are readily transportable using a derrick barge, crane barge or the like, they could then be moved outwardly and more sand or sediment material added between the blocks and the land zone.

In another embodiment, the method 134 includes a step 144 of transporting artificial reefs 129 to the coastal site and unloading the artificial reefs 129 onto the marine foundation 132.

One of the embodiments of the invention is to use the unique characteristics of the structural foundation module 100 to develop a method for reconstruction of coastal shoreline without the need of costly heavy equipment or extensive labor. While the units 100 disclosed can be rapidly deployed to prevent erosion in damaged areas of inter-tidal marsh or shoreline until vegetative cover can be restored, they have many other applications for upland and wetland protection and restoration. For example, the modules 100 can also be used to construct low-cost foundational support in the bed of canals and intracoastal waterways as well as in the bed of intercoastal waterways. The modular foundation 100 can also be used as foundational support for oyster beds.

All U.S. patents and publications identified herein are incorporated in their entirety by reference thereto.

Claims

1. A structural foundation module for protection against coastal shoreline erosion, comprising:

a planar base having at least four connected wall sections,

each connected wall section comprising an upper tapered wall section extending outwardly from the planar base and a lower vertical wall section extending downwardly from said upper wall section;

said at least four wall sections defining in combination with the planar base an inner cavity having an inner surface area, said inner surface area comprising a central planar inner surface extending outwardly to an inner tapered surface transitioning concavely to an inner lower vertical wall surface;

wherein said lower vertical wall sections are configured to embed into soil of a sea bed floor, for anchoring the module therein;

wherein said inner cavity is adapted to enclose such soil, such that such enclosed soil exerts an upward force on the inner surface area of said module to enhance load bearing capacity of said module.

2. The structural foundation module of claim 1, wherein the each of the four vertical walls is adapted to embed into the surface of the ground to self-anchor until the central planar inner surface of said planar base contacts a surface of the sea bed, wherein the vertical wall sections are adapted to resist gravitational shear stresses within the soil.

3. The structural foundation module of claim 1, wherein at least one of the tapered wall sections defines at least one aperture adapted for the flow of air and water when the verticals walls embed into a soil bed.

4. The structural foundation module of claim 1, wherein the planar body and tapered walls are constructed of reinforced concrete, comprising steel reinforcement bar disposed therein.

5. The structural foundation module of claim 1, wherein the outer surface of the upper tapered wall sections is characterized as a ribbed surface, said ribbed surface adapted to collect aggregate thereon.

6. The structural foundation module of claim 1, wherein the outer surface of the upper tapered wall sections is characterized as a laterally inwardly stepped surface at discrete intervals along its length such that the laterally inwardly stepped surface is adapted to collect aggregate thereon.

7. The structural foundation module of claim 1, wherein the planar base is characterized as square in shape.

8. The structural foundation module of claim 1, wherein the planar base, tapered wall sections and vertical wall sections are of unitary construction fabricated with reinforced concrete.

9. The structural foundation module of claim 1, wherein the planar base is characterized as rectangular in shape.

10. The structural foundation module of claim 1, wherein verticals walls are adapted to self-anchor into a sea bed floor.

11. The structural foundation module of claim 1, wherein said module is characterized by a weight, wherein said upward force exceeds the weight of the module.

12. The structural foundation module of claim 1, wherein the combined width of the planar base and tapered walls is at least twice the length of the respective lower vertical walls.

13. A modular marine foundation comprising:

a plurality of structural foundation modules, wherein each structural foundation module comprises: a planar base having at least four connected wall sections, each connected wall section comprising an upper tapered wall section extending outwardly from the planar base and a lower vertical wall section extending downwardly from said upper wall section; said at least four wall sections defining in combination with the planar base an inner cavity having an inner surface area, said inner surface area comprising a central planar inner surface extending outwardly to an inner tapered surface transitioning concavely to an inner lower vertical wall surface; wherein said lower vertical wall sections are configured to embed into soil of a sea bed floor, for anchoring the module therein; wherein said inner cavity is adapted to enclose such soil, such that the enclosed soil exerts an upward force on the inner surface area of said module to enhance load bearing capacity of said module.

wherein the structural foundation modules are arranged in an array to form a geometric pattern of modules along a coastal zone where erosion is to be controlled, wherein said geometric pattern of said modules is positioned to provide foundational support for artificial reefs or other erosion control structures when the vertical wall sections are embedded into the soil of the sea bed floor.

14. The modular marine foundation of claim 13, wherein said geometric pattern of modules comprises at least one first module disposed adjacent to at least one second module, wherein at least one vertical wall section of the at least one first module opposes at least one vertical wall section of the at least one second module.

15. The modular marine foundation of claim 14, further comprising at least one upper structural foundation modules positioned atop the at least one first module and the at least one second module such the planar base of the at least one first module and the planar base of the at least one second module structurally support at least two lower vertical wall sections of the at least one upper structural foundation modules.

16. The modular marine foundation of claim 15, wherein a cavity is defined between the geometric pattern of modules and the one or more upper structural foundation modules.

17. A method of constructing a marine foundation for protection against coastal erosion, comprising:

transporting a plurality of self-anchoring foundation modules to a coastal site where coastal protection structures will be placed to control erosion, wherein each module comprises a shell body having a top wall connected to four opposing vertical side walls, said module being adapted such that when the module is submerged said vertical side walls embed into the soil of the sea bed; and

submerging the modules into the sea bed while arranging the modules in an array that extends along the coastal site so that the modules form a marine foundation adapted to receive and support aggregate and other coastal protection structures.

18. The method of claim 17, further comprising transporting aggregate to the coastal site and unloading the aggregate onto the marine foundation to dissipate wave action.

19. The method of claim 17, further comprising transporting artificial reefs to the coastal site and unloading the artificial reefs onto the marine foundation.