Patent Application
20210164186
The present invention relates to stabilization system; and more particularly an interlocking stabilization system for stabilizing slope, unrestrained earth or the like.
Common methods of slope stabilization which normally involve extensive grading are slope alteration and complete removal of a hazard. Generally, the slope alteration usually includes variations of cuts and fills technique. It will be appreciated that the stability of a slope can be increased by reducing the driving forces by unloading or removing the top of the slope, and/or increasing resistant forces by placement of fill at the toe of the slope, along potential failure surfaces. The most common technique used to stabilize slopes is a buttress fill. Accordingly, buttress fills are usually used to stabilize poorly consolidated or incompetent bedrock, and for the relatively weak sedimentary formations. A typical compacted fill buttress is constructed by removing the outer face of a cut slope and replacing it with engineered, compacted fill. The buttress fill mass is designed specifically to retain the slope behind it, usually with a safety factor of at least 1.5. Buttress fill slopes are generally constructed with a finished grade of 2:1 (horizontal to vertical); however, steeper gradients are sometimes acceptable if sufficient shear strength of the resultant fill slope is attained.
Stabilization fills are similar to buttress fills, except the fill mass is not designed to support surfaces of weakness or deep seated landslides. Rather, the fill is constructed along a slope face to mitigate surficial slope failures, such as ravelling, erosion and rock falls. The base width of stabilization fills is commonly half the height of the slope.
Another stage in stabilizing a slope is to establish control of surface and groundwater systems. Accordingly, water control is generally maintained through installation of surface and subsurface drainage devices within and adjacent to potentially unstable slopes. Surface and subsurface drainage design usually include consideration of the effects of surface runoff and groundwater migration on the stability and water quality of adjacent sites. The control of surface and groundwater flow is important in minimizing erosion and siltation both on and off site. A proper designed in drainage system should increase slope stability and decrease erosion and siltation.
Yet another stabilization of slope is through support such as a ground inclusion. The ground inclusion is a metal bar that is driven or drilled into competent bedrock to provide stable foundation for structures such as retaining walls and piles, or to hold together highly fractured or jointed rock. Ground inclusions can be used at times as alternatives to the foundation piles which are typically used to support structures within mountainous or steep areas. There are three common types of ground inclusions: ground anchors, soil nails and rock bolts. Permanent ground anchors are tendons which are placed in competent rock or soil to control displacements and provide vertical and lateral support for engineered structures and natural slopes. Anchors are normally used in waterfront structures and to tie-back retaining walls to prevent failures due to rotational loading or failures due to buoyant forces of water.
Soil nailing is a soil reinforcement technique that places closely spaced metal bars or rods into soil to increase the strength of the soil mass. Accordingly, soil nails can be either installed in drilled bore holes secured with grout, or they are driven into the ground. The soil nails are generally attached to concrete facing located at the surface of the structure. The function of the facing is to prevent erosion of the surface material surrounding the soil nails, rather than provide structural support. This facing can be constructed to mimic the look of the surrounding landform and provide spaces for vegetation; however, the facing will not be the same as the existing top soil.
Rock bolting is a method of securing or strengthening closely jointed or highly fissured rocks in cut slopes by inserting and firmly anchoring a steel bar in predrilled holes in a suitable length. Rock bolts generally have heads that expand following installation and are classified according to their method of anchorage: expansion, wedge, grouted and explosive. Like soil nails, these bolts generally are attached to some type of facing.
Limitations and considerations for the use of ground inclusions are usually in the area of long term stability. Metal inclusions are generally protected from corrosion by a sealant or grout; however, in environments where there is frequent interaction with groundwater, breakdown of inclusions is accelerated. Also, the effects of creep on the structural integrity of a wall or other anchored systems must be considered in the design of a structure. Moreover, there are specific soil liquidity and plasticity limits that are not suitable for the use of anchors. The anchors may however be limited, and excavation would undermine the stability of any anchors present.
Other stabilization of slope such as piles and retaining walls may also be used. Accordingly, piles are long, relatively slender columns positioned vertically in the ground or at an angle (battered) used to transfer load to a more stable substratum. Piles are often used to support or stabilize structures built in geologically unstable areas. The effectiveness of piles is increased dramatically when they are incorporated into an anchored stabilization system. In addition, piles are used to minimize the effects of scour and undercutting along the foundations of waterfront structures. Generally, piles are either driven into the ground or they are placed in drilled holes. Piles placed in drilled holes directly support the weight of a structure. Driven piles are installed in soft or loosely consolidated material and often do not directly absorb the load of a structure. Rather, the bearing capacity and stability of the soil increase as the soil surrounding the piles densifies due to a decrease in void ratio equivalent to the volume of soil displaced by a driven pile. Moreover, piles can only be driven in carefully studied locations because slope failure can be induced by the vibrations caused by pile driving. Installation of bored piles generally does not alter the stability of the in situ rock or soil.
The retaining walls are engineered structures constructed to resist lateral forces imposed by soil movement and water pressure. Although grading is necessary for construction of all retaining walls, the excavation takes place predominantly along the toe of a slope, with the upper slopes requiring little if there be any alteration. Since cutting the toe of a slope can destabilize the slide, the construction of retaining walls at the toe of a slide should be undertaken only after it has been determined that the slide can remain stable during construction. Retaining walls are commonly used in combination with fill slopes to reduce the extent of a slope to allow a road to be widened and to create additional space around buildings. Retaining walls are also used as protection against the erosive forces of water and as a method of slope stabilization along highways, railroads, and construction sites. Retaining walls are also used along the coast for protection against wave damage and bluff failure. Both vertical walls and revetments can be used for protection, and the design for each must consider beach scour, storm wave height, wave run-up, tide level and future sea level conditions, as well as the geologic properties of the bluff face. Retaining walls can be separated into categories based upon the force parameters acting on the structure to provide stability. The three types of retaining walls are anchored, gravity, and cantilever. All three can be used as coastal structures and for slope stabilization.
Various improvements to the stabilization of slope have been proposed. However, some of them are found to be unsatisfactory because of the designs and/or component parts appear to have certain drawbacks, such that they have not become widely used. Accordingly, various conventional systems and methods for slope stabilization are found to be insufficient to eliminate or overcome the active and passive zone pressures of the slope or unrestrained earth, such that continuous attempts to discover new developments to improve the effectiveness and competency to minimize the failure of the slope or unrestrained earth are still desirable.
U.S. Pat. No. 6,796,745 B2 discloses a soil nailing system, wherein the system generally includes a temporary retaining wall for an excavation sidewall. Soil nails extend outwardly into the soil sidewall and are integrated with the temporary retaining wall. The soil nails comprise an easily shearable reinforcing rod made, for example, of fiberglass so that the area containing the soil nails can be excavated after permanent walls are provided in the excavation.
U.S. Pat. No. 7,377,725 B2 discloses a system for arched soil nail wall, wherein the system is being used for maintaining the integrity of an upright face of earth. Accordingly, the system comprising: a plurality of spaced-apart soil nails extending into the earth, wherein the upright face presenting an undulating, three-dimensional profile comprising a plurality of alternating vertically-extending recesses and protrusions; said recesses and protrusions extending continuously from the top to the bottom of the upright face; said soil nails being inserted within said recesses; and a tensioned web of pliable material held against the upright face by said soil nails, said web actively creating at least one zone of compressed soil behind the upright face.
U.S. Pat. No. 4,610,568 A discloses slope stabilization system and method. Accordingly, the system and method for slope stabilization applicable to a wide range of slopes comprised of a variety of soils. A layer of geosynthetic fabric is preferably deployed upon the surface of the slope to be stabilized and is anchored to the stable earth region which underlies the potential slip zone of the slope. The system actively maintains the potential slip zone between the geofabric layer and the underlying stable earth region.
In view of these and other shortcomings, it is desirous to provide a stabilization system that is adapted to minimize the failure of the slope, unrestrained earth or the like. Accordingly, the present invention aim to provide an interlocking stabilization system for stabilizing slope, unrestrained earth or the like that is adapted to sufficiently eliminate and/or overcome the active and passive zone pressures existed in the slope, unrestrained earth or the like, such that effectiveness and competency to minimize the failure of the slope, unrestrained earth or the like can be achieved.
The interlocking stabilization system according to the preferred exemplary of the present invention and its combination of elements or parts thereof will be described and/or exemplified in the detailed description.
The present invention aims to provide an interlocking stabilization system for stabilizing slope, unrestrained earth or the like. Accordingly, the interlocking stabilization system includes: a) a compressed bearing plate; b) at least one earth anchor having a plurality of extendable pivotally hinged wings penetrated to a predetermined depth and in communication with the compressed bearing plate through a tendon bar/wire; wherein the compressed bearing plate is adapted to be compressed and advanced toward the at least one earth anchor through the tendon bar/wire, such that a reflective frustum cone or compact soil reaction is formed under the surface of the slope, unrestrained earth or the like; wherein the plurality of extendable pivotally hinged wings of the at least one earth anchor is able to extend outwardly to an angle as the earth anchor is progressively withdrawn under the compression, such that a frustum cone or end bearing force is formed under the predetermined depth of the surface of the slope, unrestrained earth or the like; and wherein action-reaction forces (reflective frustum and end bearing force) defined between the compressed bearing plate and progressively withdrawn of the at least one earth anchor through the tendon bar/wire are adapted to be transmitted through the soil of the slope, unrestrained earth or the like, such that active and passive zone pressures existed in the slope, unrestrained earth or the like are able to be eliminated or overcome.
In the preferred exemplary of the present invention, the compressed bearing plate is adapted to be communicated with neighbouring compressed bearing plates in array manner through linkage arms and/or tensioning rods/wires, such that a surface interlocking for distributing any tension, compression and/or shear loads to a larger bulk surface area or volumetric zone of a slope, unrestrained earth or the like is formed.
Accordingly, the compressed bearing plate is adapted to be compressed and advanced toward the at least one earth anchor by progressively withdrawn of the earth anchor through the tendon bar/wire at predefined pressure.
It will be appreciated that the compressed bearing plate and the progressively withdrawn of the at least one earth anchor through the tendon bar/wire is preferably performed by a jack.
By way of example but not limitation, the jack can be a mechanical, pneumatic, hydraulic or electrical jack or the like.
In the preferred exemplary, the compressed bearing plate and the progressively withdrawn of the at least one earth anchor through the tendon bar/wire is retained by a wedge.
It should be noted that the retained compressed bearing plate that is in communication with the at least one earth anchor through the tendon bar/wire are being set by cement grout.
Accordingly, the cement grout is introduced to a drilled passage through grout tubing.
It will be appreciated that the drilled passage is pressurized to ensure bubbles or airs to be released thereof through air flow valve (440) at predetermined pressure.
It should be noted that the cement grout which is set through the tendon bar/wire (160) is adapted to provide further frictional force to prevent any shearing forces or movements within the slope, unrestrained earth or the like.
If desired, the interlocking stabilization system may be optionally provided with a damper for earthquake, such that to further prevent any shearing forces or movements or trembling of ground within the slope, unrestrained earth or the like caused by the earthquake.
In the preferred exemplary, the damper includes an independent retaining plate and a biasing means, wherein said independent retaining plate and the biasing means are being configured in between a cap and the compressed bearing plate, such that the biasing means is adapted to be stressed to prevent any shearing forces or movements or trembling of ground within the slope, unrestrained earth or the like caused by the earthquake.
By way of example but not limitation, the biasing means can be a mechanical spring, pneumatic/hydraulic spring or the like.
Preferably, but not limited to, the cap of the damper is securely retained at distal end of the tendon bar by a wedge stopper.
The present invention consists of several novel features and a combination of parts hereinafter fully described and illustrated in the accompanying description and drawings, it being understood that various changes in the details may be made without departing from the scope of the invention or sacrificing any of the advantages of the present invention.
The present invention will be fully understood from the detailed description given herein below and the accompanying drawings which are given by way of illustration only, and thus are not limitative of the present invention, wherein:
The present invention relates to an interlocking stabilization system for stabilizing slope, unrestrained earth or the like. Hereinafter, this specification will describe the present invention according to the preferred embodiments of the present invention. However, it is to be understood that limiting the description to the preferred exemplary of the invention is merely to facilitate discussion of the present invention and it is envisioned that those skilled in the art may devise various modifications and equivalents without departing from the scope of the appended claims.
The present invention aims to provide an interlocking stabilization system for stabilizing slope, unrestrained earth or the like which is adapted to minimize the failure of the slope, unrestrained earth or the like. Accordingly, the interlocking stabilization system of the present invention enables to sufficiently eliminate and/or overcome the active and passive zone pressures existed in the slope, unrestrained earth or the like, such that effectiveness and competency to minimize the failure of the slope, unrestrained earth or the like are achieved.
The interlocking stabilization system for stabilizing slope, unrestrained earth or the like according to the preferred exemplary of the present invention will now be described in accordance to the accompanying drawings
By way of example but not limitation, the compressed bearing plate (110) of the present invention may be configured to communicate with other neighbouring compressed bearing plates (110). Accordingly, said compressed bearing plate (100) may be communication with other neighbouring compressed bearing plate (100) in an array manner through linkage arms (120) and/or tensioning rods/wires (130), such that a surface interlocking (140) for distributing any tension, compression and/or shear loads to a larger bulk surface area or volumetric zone of the slope, unrestrained earth or the like can be formed. It will be appreciated that the linkage arms (120) and/or tensioning rods/wires (130) is capable to further provide retention characteristic to the interlocking stabilization system (100), particularly on the surface area or volumetric zone of the slope, unrestrained earth or the like.
In the preferred exemplary of the present invention, the compressed bearing plate (110) is adapted to be compressed and advanced toward the at least one earth anchor (150) through the tendon bar/wire (160), such that a reflective frustum cone or compact soil reaction (112) is formed under the surface of the slope, unrestrained earth or the like. Accordingly, the compressed bearing plate (110) is adapted to be compressed and advanced toward the at least one earth anchor (150) by progressively withdrawn of the earth anchor (150) through the tendon bar/wire (160) at predefined pressure.
It should be noted that at least one earth anchor (150) is preferably provided with a plurality of extendable pivotally hinged wings (152) penetrated to a predetermined depth and in communication with the compressed bearing plate (110) through a tendon bar/wire (160). Accordingly, the plurality of extendable pivotally hinged wings (152) of the at least one earth anchor (150) is able to extend outwardly to an angle as the earth anchor (150) is progressively withdrawn under the compression, such that a frustum cone or end bearing force (154) is formed under the predetermined depth of the surface of the slope, unrestrained earth or the like.
It is important to note that action-reaction forces (i.e. the reflective frustum and the end bearing force) defined between the compressed bearing plate (110) and progressively withdrawn of the at least one earth anchor (150) through the tendon bar/wire (160) are adapted to be transmitted through the soil of the slope, unrestrained earth or the like, such that active and passive zone pressures existed in the slope, unrestrained earth or the like are able to be eliminated or overcome.
In the preferred exemplary of the present invention, the compressed bearing plate (110) and the progressively withdrawn of the at least one earth anchor (150) through the tendon bar/wire (160) is preferably performed by a jack (200). By way of example but not limitation, the jack (200) can be a mechanical, pneumatic, hydraulic or electrical jack or the like. Preferably, but not limited to, the compressed bearing plate (110) and the progressively withdrawn of the at least one earth anchor (150) through the tendon bar/wire (160) is then retained by a wedge (300).
It will be appreciated that retained compressed bearing plate (110) which is in communication with the at least one earth anchor (150) through the tendon bar/wire (160) are then being set by cement grout (400). By way of example but not limitation, the cement grout (400) is preferably introduced to a drilled passage (420) through grout tubing (430). Accordingly, the drilled passage (420) is preferably being pressurized to ensure bubbles or airs to be released thereof through air flow valve (440) at predetermined pressure. It should be noted that the cement grout (400) which is being set through the tendon bar/wire (160) is adapted to provide further frictional force (164) to prevent any shearing forces or movements within the slope, unrestrained earth or the like.
If desired, the interlocking stabilization system (100) may be optionally provided with a damper (500) for earthquake to further prevent any shearing forces or movements or trembling of ground within the slope, unrestrained earth or the like caused by the earthquake. By way of example but not limitation, the damper (500) may preferably equip with an independent retaining plate (520) and a biasing means (540), wherein said independent retaining plate (520) and the biasing means (540) are being configured in between a cap (560) and the compressed bearing plate (110), such that the biasing means (540) is adapted to be stressed to prevent any shearing forces or movements or trembling of ground within the slope, unrestrained earth or the like caused by the earthquake.
By way of example but not limitation, the biasing means (540) can be a mechanical spring, pneumatic/hydraulic spring or the like. Preferably, but not limited to, the cap (560) of the damper (500) is securely retained at distal end of the tendon bar (160) by a wedge stopper (580).
The damper (500), biasing means (540) and the cap (560) with wedge stopper (580), although exemplary, will be used herein in describing the configurations and functions of the present invention, however other variations, designs and/or configurations of the damper, biasing means, cap stopper and it associated components and/or members, or their assemblies thereof may also contemplate. As such, the damper (500), biasing means (540) and the cap (560) with wedge stopper (580) described herein should not be construed as limiting in any way.
It should be noted that configurations of various parts, elements and/or members used to carry out the above-mentioned embodiments are illustrative and exemplary only. One of ordinary skill in the art would recognize that those configurations, parts, elements and/or members used herein may be altered in a manner so as to obtain different effects or desired operating characteristics. Other combinations and/or modifications of the above-described configurations, arrangements, structures, applications, functions or components used in the practice of the present invention, in addition to those not specifically recited, may be varied or otherwise particularly adapted to specific environments and conditions, manufacturing specifications, design parameters or other operating requirements without departing from the general principles of the same.
The invention being thus described, it will be obvious that the same may be varied in many ways. Such variations are not to be regarded as a departure from the principle and scope of the invention, and all such modifications as would obvious to one skilled in the art intended to be included within the scope of following claims.
| Number | Date | Country | Kind |
|---|---|---|---|
| PI 2016701291 | Apr 2016 | MY | national |
| Filing Document | Filing Date | Country | Kind |
|---|---|---|---|
| PCT/MY2017/050012 | 3/29/2017 | WO | 00 |
