CA1306363C - In-ground pipeline securement - Google Patents
In-ground pipeline securementInfo
- Publication number
- CA1306363C CA1306363C CA000593625A CA593625A CA1306363C CA 1306363 C CA1306363 C CA 1306363C CA 000593625 A CA000593625 A CA 000593625A CA 593625 A CA593625 A CA 593625A CA 1306363 C CA1306363 C CA 1306363C
- Authority
- CA
- Canada
- Prior art keywords
- pipeline
- ditch
- hole
- sidewalls
- backfill
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Classifications
-
- F—MECHANICAL ENGINEERING; LIGHTING; HEATING; WEAPONS; BLASTING
- F16—ENGINEERING ELEMENTS AND UNITS; GENERAL MEASURES FOR PRODUCING AND MAINTAINING EFFECTIVE FUNCTIONING OF MACHINES OR INSTALLATIONS; THERMAL INSULATION IN GENERAL
- F16L—PIPES; JOINTS OR FITTINGS FOR PIPES; SUPPORTS FOR PIPES, CABLES OR PROTECTIVE TUBING; MEANS FOR THERMAL INSULATION IN GENERAL
- F16L1/00—Laying or reclaiming pipes; Repairing or joining pipes on or under water
- F16L1/024—Laying or reclaiming pipes on land, e.g. above the ground
- F16L1/06—Accessories therefor, e.g. anchors
Landscapes
- Engineering & Computer Science (AREA)
- General Engineering & Computer Science (AREA)
- Mechanical Engineering (AREA)
- Sewage (AREA)
Abstract
Abstract of the Disclosure A pipeline is laid and secured in a low lying environment subject to inundation by water by digging a ditch which is deeper than the pipeline and which is also significantly wider than the pipe and laying the pipeline in the ditch. Lengths of flexible inelastic fabric material then are draped over the pipeline to also contact the bottom wall and sidewalls of the ditch at intervals along the length of the pipeline. The ends of the lengths of fabric material are secured at ground level and the ditch is backfilled. The invention also is applicable to submerged containers and vessels.
Description
31 3~6i3~j3 IN--GROUNI) SECITRE:MRNT OF PIPl~LINES AllD T~B LIKE
The present invention relates to the locating and securing o~ a pipeline and other devices in a subterranean location.
Pipelines for the transportation of fluids, such as natural gas, petroleum products or waker, are often buried underground for a signi~icant distance in a variety of terrains. Usually, a ditch is dug in the terrain, the pipeline laid in the ditch and the ditch and pipeline backfilled with the material dug out to form the ditch.
The pipeline is intended to remain buried for a significant period of time. This requirement can be a problem, particularly when traversing low lying areas subject to inundation by water, such as in muskeg terrain. The buoyancy force produced on the pipeline by the aqueous environment in such areas tends to shift the position of the pipeline towards the surface with the potential for the pipeline eventually to break through the surface. For this reason concrete weights of various designs have been traditionally placed at intervals along the ditch to resist the buoyancy forces on the pipeline caused by the water or other encompassing fluid medium.
A novelty search has been conducted in the facilities of the United States Patent and Trademark Office and the following UOS. Patents were noted as the closest prior art:
687,389 3,793,845 3,903,704 4,126,012 4,166,710 4,242,010 4,338,045 4,477,706 These prior patents show a variety of pipeline anchoring arrangements, some to maintain the pipeline submerged in an aqueous environment, such as a seabed, and some to maintain the pipeline buried in-ground.
~g ~306;:~ti3 In the former category fall U.S. Patents Nos.
3,793,845, 4,242,010, 4,338,045 and 4,477,706. The characteristic of these arrangements is the provision of an element which engages the upper portion of the submerged pipeline and an element contacting the seabed to resist the upwardly-buoyant forces on the pipeline.
The pipeline lays flat on the seabed surface and an unlimited space is available on the sides of the pipeline for location of the seahed contacting elements of the devices.
In the latter category fall U.S. Patents Nos.
687,389, 3,903,704, 4,126,012 and 4,166,710. The characteristic of these arrangements is the provision of some form of weighting element directly engaging at least the upper portion of the pipeline buried in a ditch.
U.S. Patent No. 687,389 describes a series of bags of beton covering and adhered to the pipeline. U.S.
Patent No. 4,126,012 describes a series o~ spaced pipe carriers in the form of an upright body driven into the undisturbed ground at the bottom of the ditch and having prongs which extend from the upright body to engage and hold the pipeline.
U.S. Patent No. 3,903,704 is particularly concerned with anchoring underground pipelines in wet and flood lands with swelling ground. This arrangement employs a pair of anchors secured to the ground, a fastening element attached to and engaging the upper portion of the pipeline and resilient connectors connecting the fastening element to the ground anchors. When ground swelling occurs, any forces tending to effect transverse and/or upward movement of the pipeline are resisted by the resilient connectors.
U.S. Patent No. 4,166,710 describes the employment of ballast weights having contact shoes which engage the 3~6~
pipeline and which are interconnected above the pipeline by an articulated joint.
In accordance with th~ present invention, there is provided a novel weighting device for improving the resistance of a pipeline to upward movement in a subterranean aqueous environment and a novel method of effecting the securement of pipelines which effects a secure location resistant to upward movement of the pipeline in the subterranean environment, particularly in low lying areas subject to inundation with water.
The present invention provides a method of locating and securing a pipeline in a subterranean environment comprising a plurality of steps. The first step involves digging a ditch having a depth to the ditch bottom exceeding the diameter of the pipeline and having a width between sidewalls significantly exceeding the diameter of the pipeline. The pipeline then is laid on the bottom of the ditch approximately equidistant from the sidewalls of the ditch. Then, at a plurality of predetermined intervals along the length of the pipeline, a length of flexible inelastic fabric material is draped down the sidewalls, across the bottom of the ditch and over the pipeline. The ditch then is backfilled with suitable backfill material, usually material previously removed from the ditch.
By using a ditch width significantly wider than the pipeline diameter and lengths of flexible fakric material which overlie the pipeline and which are secured by backfilling the ditch, the resistance to upward movement of the pipeline is increased because of the additional weight of backfill material acting on the fabric both directly on top of and to the sides of the pipeline, as well as the shear strength of the fabric/soil interface.
While the present invention is particularly directed to and is particularly described with respect .
3~63~i~
to maintaining buried pipelines in their subterranean location, the present invention also is applicable to b~lried containers and vessels and similar tubular fluid-enclosing devices.
The invention is described further, by way of illustration, and reference to the accompanying drawings, in which:
Figure 1 is a perspective sectional view showing a pipeline located in a trench under the influence of lo forces due to buoyancy;
Figures 2 and 3 are perspective and end sectional views showing a conventional pipeline weight before and after backfill;
Figures 4 and 5 are perspective and sectional views of a novel pipeline weighting device before and . after backfill;
Figure 6 is a force diagram of the submerged pipeline; and Figure 7 is a graphical illustration of the effect : 20 of the fabric strips on the resistance to buoyant forces applied to the pipeline in its submerged environment.
Referring to the drawings, Figure 1 shows the buoyant effect of water levels above a pipeline 10 which is not held in place at the bottom of a backfilled ditch : 25 12. The buoyant effect on the pipeline 10 causes the pipeline to rise in the ditch 12. The pipeline 10 may be designed to carry any o~ a wide variety of fluids from one location to another, as is well known in the art.
In Figures 2 and 3, there are shown a typical concrete weight 14 which is positioned at intervals along the length over the pipeline 10 before the ditch 12 is backfilled. The weights 14 resist upward buoyant forces acting on the pipeline.
In Figures 4 to 6, there is illustrated the novel geotexile buoyancy restraint device o~ the present . ~ , - ~3~63~3 invention. The procedure of the invention for the laying and locating of a pipeline in a submerged environment involves a plurality of steps. The ditch 12 first is dug in the earth of a length as desired for the pipeline 10. The ditch 12 is illustrated as being formed in a muskeg environment, which may have an upper organic material layer 18 overlying a mineral layer 20, but the principles of the invention are applicable to other low lying environments subject to inundation by water, and thus tending to subject the pipeline to buoyant forces.
The material dug from the ditch is intended to be used as the backfill for the ditch after the pipeline has been positioned in the ditch. In the svent that the material dug from the ditch does not have sufficient weight, it may be necessary to import backfill material.
The ditch 12 preferably is formed with a rectangular cross section. The depth (d) of the ditch 12 from the ground surface to the bottom wall 22 exceeds the diameter of the pipeline 10, so that the pipeline 10 will be submerged following backfilling. For regulatory and backfill weight reasons, the depth of the ditch 12 is dug so that the pipeline is burie~ generally to a depth of about 0.8 to 1.3 m.
The ditch 12 also has a width (w) between the sidewalls 24, 26 which significantly exceeds the diameter of the pipeline 10, for reasons which will become apparent below, and to some extent, i5 affected by the density of the backfill material.
The pipeline 10 next is positioned by any convenient pipeline laying technique on the bottom 22 of the ditch 12 approximately equidistant from the sidewalls 24 and 26.
The next step involves positioning, at predetermined intervals along the length of the pipeline 10, a strip of flexible, inelastic, water-pervious and .~
.
., .
.
"` 3~3~63~3 water-resistant non-biodegradable geotextile-typ2 material 28. The geotextile material 28 has a length which enables it to drape down the sidewalls 24 and 26 of the ditch 12, and across the bottom 22 and over the pipeline lo.
The geotextile material 28 has a width as determined for force application on the pipeline and the spacing and location of the strips of geotextile material 28 similarly are determined by the same consideration.
The strips 28 may be secured at one or both upper ends to the ground adjacent the sides of the ditch 12 by any suitable securement means, such as spikes 30. The securement of the ends of the strips 28 also is assisted by the backfill material 16 upon refilling the ditch.
The ditch 12 then is refilled with the backfill material, which may be mounded up over the ditch 12 and the edges of the strips 28, thereby filling with backfill material 16 all the space of the ditch 12 except for that occupied by the pipeline 10, engaging the strips 28 against the sidewalls 24, 26, the bottom wall 22 and the pipeline 10. Hence, the ditch 12 is filled with backfill 16 along the length of the pipeline 10 and strips 28.
Since the pipeline 10 is buried in a low lying environment subject to inundation, water tends to infill the ditch 12 to the level of the static ground water level which is approximately at the surface of the formation. The water in the ditch tends to apply a buoyant force to the pipeline. This buoyant force B, which varies with the diameter of the pipe and the weight per unit length of the pipe and its contents, may, if the buoyant force is not exceeded, cause the pipeline 10 to rise (see also Figure 1~.
However, this force is counteracted by a variety of forces. First, there is the weight of backfill 1~
,,,,,. - , . ~
, . .
~3q[~63~3 material 16 of weight W~ in the zone of backfill material 16 corresponding to the diametér of khe pipeline 10. There is also the weight of backfill material 16 of weights W1 and W3 in the pipeline zones of backfill between the pipeline 10 and the sidewalls 24 and 26. The buoyancy force B produces a tension T in the fabric strip 28 depending on the shear ~orce between the fabric and the soil, the magnitude of which is dependent on the net buoyancy forces, and the weight components of the backfill W1, W2 and W3. As the upward displacement of the pipeline 10 tends to increase, the fabric strip 28 is subjected to increasing tension. The weight of the backfill 16 is distributed over the whole width (w) of the ditch 12 by the action of the textile strip 28, thereby increasing the resistance of the uplift forces provided by the backfill. In this way, a greater resistance force is achieved than has heretofore been possible.
The anti buoyancy forces which act on the pipeline in the present invention contrast with those achievable with a conventional concrete weight 14, where the only forces applied are from the weight 14 itself and the weight of filler material (w) immediately above the pipeline 10.
In the method of the present invention, more of the ditch backfill material is employed to resist buoyancy fGrces than has hitherto been the case. The present invention is much more inexpensive than known systems.
EXAMPLE
Tests were carried out using a system as illustrated in Figures 4 to 6 as compared with the absence of the fabric. The load obtained on the pipe for varying pipe displacement in the subterranean environment was determined and plotted as Figure 7. As may be seen, a signi~icantly increased uplift resistance is achieved with the fabric in place.
.
.
' ' ' ~3~63~3 SIJMMARY OF DISCLOSURE
In summary of this disclosure, the present invention provides a novel system for ensuring that pipelines and conduits carrying a wide ranye of products as well as other buried containers and vessels buried in areas subject to inundation, such as swampy or other low lying environments are maintained in their subterranean location. Modifications are possible within the scope of this invention.
. . .
, . .
The present invention relates to the locating and securing o~ a pipeline and other devices in a subterranean location.
Pipelines for the transportation of fluids, such as natural gas, petroleum products or waker, are often buried underground for a signi~icant distance in a variety of terrains. Usually, a ditch is dug in the terrain, the pipeline laid in the ditch and the ditch and pipeline backfilled with the material dug out to form the ditch.
The pipeline is intended to remain buried for a significant period of time. This requirement can be a problem, particularly when traversing low lying areas subject to inundation by water, such as in muskeg terrain. The buoyancy force produced on the pipeline by the aqueous environment in such areas tends to shift the position of the pipeline towards the surface with the potential for the pipeline eventually to break through the surface. For this reason concrete weights of various designs have been traditionally placed at intervals along the ditch to resist the buoyancy forces on the pipeline caused by the water or other encompassing fluid medium.
A novelty search has been conducted in the facilities of the United States Patent and Trademark Office and the following UOS. Patents were noted as the closest prior art:
687,389 3,793,845 3,903,704 4,126,012 4,166,710 4,242,010 4,338,045 4,477,706 These prior patents show a variety of pipeline anchoring arrangements, some to maintain the pipeline submerged in an aqueous environment, such as a seabed, and some to maintain the pipeline buried in-ground.
~g ~306;:~ti3 In the former category fall U.S. Patents Nos.
3,793,845, 4,242,010, 4,338,045 and 4,477,706. The characteristic of these arrangements is the provision of an element which engages the upper portion of the submerged pipeline and an element contacting the seabed to resist the upwardly-buoyant forces on the pipeline.
The pipeline lays flat on the seabed surface and an unlimited space is available on the sides of the pipeline for location of the seahed contacting elements of the devices.
In the latter category fall U.S. Patents Nos.
687,389, 3,903,704, 4,126,012 and 4,166,710. The characteristic of these arrangements is the provision of some form of weighting element directly engaging at least the upper portion of the pipeline buried in a ditch.
U.S. Patent No. 687,389 describes a series of bags of beton covering and adhered to the pipeline. U.S.
Patent No. 4,126,012 describes a series o~ spaced pipe carriers in the form of an upright body driven into the undisturbed ground at the bottom of the ditch and having prongs which extend from the upright body to engage and hold the pipeline.
U.S. Patent No. 3,903,704 is particularly concerned with anchoring underground pipelines in wet and flood lands with swelling ground. This arrangement employs a pair of anchors secured to the ground, a fastening element attached to and engaging the upper portion of the pipeline and resilient connectors connecting the fastening element to the ground anchors. When ground swelling occurs, any forces tending to effect transverse and/or upward movement of the pipeline are resisted by the resilient connectors.
U.S. Patent No. 4,166,710 describes the employment of ballast weights having contact shoes which engage the 3~6~
pipeline and which are interconnected above the pipeline by an articulated joint.
In accordance with th~ present invention, there is provided a novel weighting device for improving the resistance of a pipeline to upward movement in a subterranean aqueous environment and a novel method of effecting the securement of pipelines which effects a secure location resistant to upward movement of the pipeline in the subterranean environment, particularly in low lying areas subject to inundation with water.
The present invention provides a method of locating and securing a pipeline in a subterranean environment comprising a plurality of steps. The first step involves digging a ditch having a depth to the ditch bottom exceeding the diameter of the pipeline and having a width between sidewalls significantly exceeding the diameter of the pipeline. The pipeline then is laid on the bottom of the ditch approximately equidistant from the sidewalls of the ditch. Then, at a plurality of predetermined intervals along the length of the pipeline, a length of flexible inelastic fabric material is draped down the sidewalls, across the bottom of the ditch and over the pipeline. The ditch then is backfilled with suitable backfill material, usually material previously removed from the ditch.
By using a ditch width significantly wider than the pipeline diameter and lengths of flexible fakric material which overlie the pipeline and which are secured by backfilling the ditch, the resistance to upward movement of the pipeline is increased because of the additional weight of backfill material acting on the fabric both directly on top of and to the sides of the pipeline, as well as the shear strength of the fabric/soil interface.
While the present invention is particularly directed to and is particularly described with respect .
3~63~i~
to maintaining buried pipelines in their subterranean location, the present invention also is applicable to b~lried containers and vessels and similar tubular fluid-enclosing devices.
The invention is described further, by way of illustration, and reference to the accompanying drawings, in which:
Figure 1 is a perspective sectional view showing a pipeline located in a trench under the influence of lo forces due to buoyancy;
Figures 2 and 3 are perspective and end sectional views showing a conventional pipeline weight before and after backfill;
Figures 4 and 5 are perspective and sectional views of a novel pipeline weighting device before and . after backfill;
Figure 6 is a force diagram of the submerged pipeline; and Figure 7 is a graphical illustration of the effect : 20 of the fabric strips on the resistance to buoyant forces applied to the pipeline in its submerged environment.
Referring to the drawings, Figure 1 shows the buoyant effect of water levels above a pipeline 10 which is not held in place at the bottom of a backfilled ditch : 25 12. The buoyant effect on the pipeline 10 causes the pipeline to rise in the ditch 12. The pipeline 10 may be designed to carry any o~ a wide variety of fluids from one location to another, as is well known in the art.
In Figures 2 and 3, there are shown a typical concrete weight 14 which is positioned at intervals along the length over the pipeline 10 before the ditch 12 is backfilled. The weights 14 resist upward buoyant forces acting on the pipeline.
In Figures 4 to 6, there is illustrated the novel geotexile buoyancy restraint device o~ the present . ~ , - ~3~63~3 invention. The procedure of the invention for the laying and locating of a pipeline in a submerged environment involves a plurality of steps. The ditch 12 first is dug in the earth of a length as desired for the pipeline 10. The ditch 12 is illustrated as being formed in a muskeg environment, which may have an upper organic material layer 18 overlying a mineral layer 20, but the principles of the invention are applicable to other low lying environments subject to inundation by water, and thus tending to subject the pipeline to buoyant forces.
The material dug from the ditch is intended to be used as the backfill for the ditch after the pipeline has been positioned in the ditch. In the svent that the material dug from the ditch does not have sufficient weight, it may be necessary to import backfill material.
The ditch 12 preferably is formed with a rectangular cross section. The depth (d) of the ditch 12 from the ground surface to the bottom wall 22 exceeds the diameter of the pipeline 10, so that the pipeline 10 will be submerged following backfilling. For regulatory and backfill weight reasons, the depth of the ditch 12 is dug so that the pipeline is burie~ generally to a depth of about 0.8 to 1.3 m.
The ditch 12 also has a width (w) between the sidewalls 24, 26 which significantly exceeds the diameter of the pipeline 10, for reasons which will become apparent below, and to some extent, i5 affected by the density of the backfill material.
The pipeline 10 next is positioned by any convenient pipeline laying technique on the bottom 22 of the ditch 12 approximately equidistant from the sidewalls 24 and 26.
The next step involves positioning, at predetermined intervals along the length of the pipeline 10, a strip of flexible, inelastic, water-pervious and .~
.
., .
.
"` 3~3~63~3 water-resistant non-biodegradable geotextile-typ2 material 28. The geotextile material 28 has a length which enables it to drape down the sidewalls 24 and 26 of the ditch 12, and across the bottom 22 and over the pipeline lo.
The geotextile material 28 has a width as determined for force application on the pipeline and the spacing and location of the strips of geotextile material 28 similarly are determined by the same consideration.
The strips 28 may be secured at one or both upper ends to the ground adjacent the sides of the ditch 12 by any suitable securement means, such as spikes 30. The securement of the ends of the strips 28 also is assisted by the backfill material 16 upon refilling the ditch.
The ditch 12 then is refilled with the backfill material, which may be mounded up over the ditch 12 and the edges of the strips 28, thereby filling with backfill material 16 all the space of the ditch 12 except for that occupied by the pipeline 10, engaging the strips 28 against the sidewalls 24, 26, the bottom wall 22 and the pipeline 10. Hence, the ditch 12 is filled with backfill 16 along the length of the pipeline 10 and strips 28.
Since the pipeline 10 is buried in a low lying environment subject to inundation, water tends to infill the ditch 12 to the level of the static ground water level which is approximately at the surface of the formation. The water in the ditch tends to apply a buoyant force to the pipeline. This buoyant force B, which varies with the diameter of the pipe and the weight per unit length of the pipe and its contents, may, if the buoyant force is not exceeded, cause the pipeline 10 to rise (see also Figure 1~.
However, this force is counteracted by a variety of forces. First, there is the weight of backfill 1~
,,,,,. - , . ~
, . .
~3q[~63~3 material 16 of weight W~ in the zone of backfill material 16 corresponding to the diametér of khe pipeline 10. There is also the weight of backfill material 16 of weights W1 and W3 in the pipeline zones of backfill between the pipeline 10 and the sidewalls 24 and 26. The buoyancy force B produces a tension T in the fabric strip 28 depending on the shear ~orce between the fabric and the soil, the magnitude of which is dependent on the net buoyancy forces, and the weight components of the backfill W1, W2 and W3. As the upward displacement of the pipeline 10 tends to increase, the fabric strip 28 is subjected to increasing tension. The weight of the backfill 16 is distributed over the whole width (w) of the ditch 12 by the action of the textile strip 28, thereby increasing the resistance of the uplift forces provided by the backfill. In this way, a greater resistance force is achieved than has heretofore been possible.
The anti buoyancy forces which act on the pipeline in the present invention contrast with those achievable with a conventional concrete weight 14, where the only forces applied are from the weight 14 itself and the weight of filler material (w) immediately above the pipeline 10.
In the method of the present invention, more of the ditch backfill material is employed to resist buoyancy fGrces than has hitherto been the case. The present invention is much more inexpensive than known systems.
EXAMPLE
Tests were carried out using a system as illustrated in Figures 4 to 6 as compared with the absence of the fabric. The load obtained on the pipe for varying pipe displacement in the subterranean environment was determined and plotted as Figure 7. As may be seen, a signi~icantly increased uplift resistance is achieved with the fabric in place.
.
.
' ' ' ~3~63~3 SIJMMARY OF DISCLOSURE
In summary of this disclosure, the present invention provides a novel system for ensuring that pipelines and conduits carrying a wide ranye of products as well as other buried containers and vessels buried in areas subject to inundation, such as swampy or other low lying environments are maintained in their subterranean location. Modifications are possible within the scope of this invention.
. . .
, . .
Claims (7)
1. A method of locating and securing a fluid-enclosing device in a subterranean environment, which comprises:
digging a hole having a depth to a bottom wall exceeding the diameter of the device and having a width between sidewalls significantly exceeding the diameter of the device;
laying the device on the bottom in said hole approximately equidistant from the sidewalls of said hole;
draping down the sidewalls, across the bottom wall and over the device a length of flexible inelastic fabric material; and filling the hole with suitable backfill material to bury the device.
digging a hole having a depth to a bottom wall exceeding the diameter of the device and having a width between sidewalls significantly exceeding the diameter of the device;
laying the device on the bottom in said hole approximately equidistant from the sidewalls of said hole;
draping down the sidewalls, across the bottom wall and over the device a length of flexible inelastic fabric material; and filling the hole with suitable backfill material to bury the device.
2. The method of claim 1 wherein said fluid-enclosing device is a pipeline, container or vessel.
3. The method of claim 2 wherein said device is a pipeline, the hole is formed as a ditch, and a plurality of said lengths of fabric material is located at predetermined intervals along the length of the pipeline.
4. The method of claim 1, including securing at least one end of each of the lengths of flexible inelastic fabric material at the ground level adjacent the ditch prior to filling the ditch with suitable filler material.
5. The method of claim 1, wherein said digging of said hole produces backfill material and said backfill material is employed in said hole filling step.
6. The method of claim 5 wherein said flexible inelastic fabric material is a woven water-pervious material.
7. The method of claim 5 wherein said ditch is dug in terrain prone to inundation with water.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CA000593625A CA1306363C (en) | 1989-03-14 | 1989-03-14 | In-ground pipeline securement |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CA000593625A CA1306363C (en) | 1989-03-14 | 1989-03-14 | In-ground pipeline securement |
Publications (1)
| Publication Number | Publication Date |
|---|---|
| CA1306363C true CA1306363C (en) | 1992-08-18 |
Family
ID=4139761
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CA000593625A Expired - Fee Related CA1306363C (en) | 1989-03-14 | 1989-03-14 | In-ground pipeline securement |
Country Status (1)
| Country | Link |
|---|---|
| CA (1) | CA1306363C (en) |
-
1989
- 1989-03-14 CA CA000593625A patent/CA1306363C/en not_active Expired - Fee Related
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| Date | Code | Title | Description |
|---|---|---|---|
| MKLA | Lapsed |