US20040161305A1 - Radially deformed anchorage bolt - Google Patents

Radially deformed anchorage bolt Download PDF

Info

Publication number
US20040161305A1
US20040161305A1 US10/368,827 US36882703A US2004161305A1 US 20040161305 A1 US20040161305 A1 US 20040161305A1 US 36882703 A US36882703 A US 36882703A US 2004161305 A1 US2004161305 A1 US 2004161305A1
Authority
US
United States
Prior art keywords
bolt
elongated member
grout
tube
bore hole
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.)
Abandoned
Application number
US10/368,827
Other languages
English (en)
Inventor
Walter Simmons
Frank Locotos
James Staffler
Robert Macaul
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
Terrasimco Inc
F M Locotos Co Inc
Tenaris Hickman LP
Original Assignee
Terrasimco Inc
F M Locotos Co Inc
Maverick Tube Corp
Copperweld Marketing and Sales Co
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by Terrasimco Inc, F M Locotos Co Inc, Maverick Tube Corp, Copperweld Marketing and Sales Co filed Critical Terrasimco Inc
Priority to US10/368,827 priority Critical patent/US20040161305A1/en
Assigned to COPPERWELD MARKETING AND SALES COMPANY reassignment COPPERWELD MARKETING AND SALES COMPANY ASSIGNMENT OF ASSIGNORS INTEREST (SEE DOCUMENT FOR DETAILS). Assignors: STAFFLER, JAMES KEVIN
Assigned to TERRASIMCO, INC. reassignment TERRASIMCO, INC. ASSIGNMENT OF ASSIGNORS INTEREST (SEE DOCUMENT FOR DETAILS). Assignors: SIMMONS, WALTER J., SIMMONS, WALTER N.
Assigned to F.M. LOCOTOS CO., INC. reassignment F.M. LOCOTOS CO., INC. ASSIGNMENT OF ASSIGNORS INTEREST (SEE DOCUMENT FOR DETAILS). Assignors: LOCOTOS, FRANK M., MACAUL, ROBERT T.
Assigned to MAVERICK TUBE CORPORATION reassignment MAVERICK TUBE CORPORATION ASSIGNMENT OF ASSIGNORS INTEREST (SEE DOCUMENT FOR DETAILS). Assignors: COPPERWELD MARKETING AND SALES COMPANY
Priority to PCT/US2004/004774 priority patent/WO2004074636A2/fr
Publication of US20040161305A1 publication Critical patent/US20040161305A1/en
Abandoned legal-status Critical Current

Links

Images

Classifications

    • E—FIXED CONSTRUCTIONS
    • E21—EARTH OR ROCK DRILLING; MINING
    • E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
    • E21D21/00—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection
    • E21D21/0026—Anchoring-bolts for roof, floor in galleries or longwall working, or shaft-lining protection characterised by constructional features of the bolts

Definitions

  • the present invention is related to industrial anchorage bolts which are widely used in several industrial fields, particularly in the mining industry to reinforce and support rock. Generally, the bolts are inserted into bore holes and anchored in place by a chemically reactive grouting that hardens in the space between the anchorage bolt and the bore hole wall.
  • the present invention is specifically targeted at but not limited to hollow or tubular mine support bolts.
  • the most common mine roof support system is the use of “headed rebar” bolts with polyester resin grouting.
  • the bolts are made by forging a square head on standard steel rebar.
  • the pattern on the rebar is typically an “X” pattern and is designed to provide mechanical “keying” with concrete in construction applications or with the polyester resin grouting in roof bolt applications.
  • the mechanical “keying” provides exceptional initial strength with minimal movement of the bolt as load is applied. This system was introduced in the early 1970's and continues today. However, once the bolt loads to a point where the shear strength of the resin is exceeded or the shear strength between the resin and bore hole wall is exceeded, roof support will suddenly be lost. Initially, the characteristics of the deformed tubular bolt and rebar bolt will be very similar as load is applied.
  • the difference will be seen at higher loads.
  • the deformed tubular bolt will actually increase the anchorage strength as load is applied because it places the resin in confined compression, increasing the interfacial strengths.
  • Rebar bolts or non-deformed tubular bolts decrease the anchorage strength as load is applied because they place the resin grout in shear and tension decreasing the interfacial strengths.
  • FIG. 25 shows ideally how the deformed bolt performs in comparison to a grooved tube or rebar bolt.
  • the smooth deformed bolt will have slightly higher deflections.
  • both bolts will reach their elastic limit and enter the plastic limit.
  • Failure of the rebar bolt will occur when the resin shears. The holding power will suddenly drop off.
  • the maximum load capability usually falls to 1 to 4 tons which is the force required to move the bolt through the sheared resin grout.
  • U.S. Pat. No. 4,750,887 (Simmons 1988) solved the problem of anchorage failure by the use of a solid bolt and nut that placed the resin in confined compression.
  • This system works well and provides a failure mode similar to that shown in FIG. 25.
  • This system has the disadvantage of only placing the resin grout at the very top of the bolt in compression and not distributing the load along a larger portion of the bolt. With the deformed tubular bolts, the confined compression can be achieved at numerous points along the bolt.
  • U.S. Pat. No. 4,750,887 has the disadvantage of requiring treaded components that must work in an abrasive environment and requires a bore hole that is significantly larger than the bolt.
  • the present invention solves the problem of bolts pulling free from the grouting before the full strength of the bolt is achieved.
  • the present invention pertains to a mine roof bolt for a grouted bore hole in a roof of a mine.
  • the mine roof bolt comprises an elongated member having a cross-sectional diameter less than that of the bore hole, a first end, and a second end.
  • the elongated member has deformations such that axial tension on the bolt results in axial movement between the elongated member and the grout and results in confined compression of the grout between the bore hole and the elongated member surface to facilitate anchorage of the elongated member with grout to the mine rock in which the bore hole is disposed.
  • the mine roof bolt comprises a flange disposed adjacent to the second end.
  • the present invention pertains to a method for supporting a mine roof.
  • the method comprises the steps of moving a first end of a mine roof bolt through a grout capsule so grout from the grout capsule flows along the outer surface of an elongated member of the mine roof bolt which has deformations such that axial tension on the mine roof bolt results in axial movement between the elongated member and the grout and results in confined compression of the grout between the bore hole and the elongated member surface to facilitate anchorage of the mine roof bolt with the mine roof when the grout between the elongated member and the mine roof sets.
  • the present invention pertains to a method of making a mine roof bolt.
  • the method comprises the steps of placing an elongated member in a secure position. There is the step of forming deformations in the elongated member such that axial tension on the elongated member results in axial movement between the elongated member and the grout and results in confined compression of the grout between the bore hole and the elongated member surface to facilitate anchorage of the elongated member with grout to the mine rock in which the bore hole is disposed.
  • FIG. 1 is a schematic representation of a mine bolt of the present invention.
  • FIG. 2 is a bottom view of the mine bolt having a cross-section with at least one flat side.
  • FIG. 3 is a schematic representation of a cross-section of the tube of the mine bolt having a closed perimeter.
  • FIG. 4 is a schematic representation of a cross-section of a first end of the tube with a plug.
  • FIG. 5 is a schematic representation of a cross-section of the first end with a cap.
  • FIGS. 6, 7 and 8 are schematic representations of deformations in the tube with confined compression between the tube and the resin.
  • FIG. 9 is a schematic representation of a cross-section of a C-shaped tube filled with material.
  • FIG. 10 is a schematic representation of a spiral tube.
  • FIG. 11 is a schematic representation of a cross-section of a tube which is not welded.
  • FIG. 12 is a schematic representation of a cross-section of a C-shaped tube.
  • FIG. 13 is a schematic representation of a J-hook in the mine bolt.
  • FIG. 14 is a schematic representation of an anchor bolt in the mine.
  • FIG. 15 a is a schematic representation of a tube having orthogonal crimps with a paddle end.
  • FIG. 15 b is a schematic representation of a top view of the paddle end of the tube of FIG. 15 a.
  • FIG. 16 a is a schematic representation of a tube having orthogonal crimps with a cross end.
  • FIG. 16 b is a schematic representation of a top view of the cross end of the tube of FIG. 16 a.
  • FIG. 17 a is an alternative embodiment of a tube having a swaged straight pattern with a cross end.
  • FIG. 17 b is a schematic representation of a top view of the cross end of the tube of FIG. 17 a.
  • FIG. 18 a is a schematic representation of a tube having a swaged cone pattern with a cross end.
  • FIG. 18 b is a schematic representation of a top view of the cross end of the tube of FIG. 18 a.
  • FIG. 19 is a schematic representation of a side view of the tube with deformations.
  • FIG. 20 is a schematic representation of another side view of the tube with deformations.
  • FIG. 21 is a sectional view of FIG. 20.
  • FIG. 22 is a sectional view of FIG. 20.
  • FIG. 23 is a sectional view of FIG. 21.
  • FIG. 24 is a schematic representation of the mine bolt having an elongated member made of rebar.
  • FIG. 25 is a graph of confined compression failure versus resin shear failure.
  • FIG. 1 there is shown a mine bolt 10 for a grouted bore hole 12 in a roof 14 of a mine.
  • the mine bolt 10 comprises an elongated member, for example a tube 16 or a solid rod, such as rebar 44 as shown in FIG. 24, having a cross-sectional diameter less than that of the bore hole 12 , a first end 20 , and a second end 22 .
  • the elongated member has deformations 30 such that axial tension on the bolt results in axial movement between the elongated member and the grout 32 and results in confined compression of the grout 32 between the bore hole 12 and the elongated member surface to facilitate anchorage of the elongated member with grout 32 to the mine rock in which the bore hole 12 is disposed.
  • the mine bolt 10 comprises a flange 24 disposed adjacent to the second end 22 .
  • the elongated member has deformations 30 such that increasing axial tension increases anchorage strength of the elongated member with the mine roof 14 .
  • the deformations 30 preferably form wedges 34 in the elongated member that compress the grout 32 and places the elongated member in radial/hoop compression when the elongated member experiences axial tension, as shown in FIGS. 6, 7 and 8 .
  • the elongated member's surface is relatively smooth so that slip will occur between the elongated member and grout 32 and not between the grout 32 and the bore hole 12 .
  • the deformations 30 preferably have an angle in the elongated member relative to the elongated member's longitudinal axis less than 45 degrees.
  • each deformation 30 has a sloped portion which has the angle in the elongated member relative to the elongated member's longitudinal axis less than 45 degrees.
  • the deformations 30 preferably have a depth of 1% to 40% of the elongated member's diameter.
  • the bolt includes a bearing plate 26 adapted to be disposed between the flange 24 and the roof surface 28 when the elongated member is in place in the bore hole 12 .
  • the flange 24 preferably holds the bearing plate 26 against at least 10,000 lbs. of load.
  • the elongated member is a tube 16 that has a hollow interior 18 , as shown in FIG. 3.
  • the first end 20 is preferably closed.
  • the second end 22 is preferably open, but can be closed also. See U.S. Pat. No. 5,387,060 (Locotos), incorporated by reference herein.
  • the tube 16 has a circular cross-section, as shown in FIG. 3, or has at least one flat side, as shown in FIG. 2.
  • the tube 16 preferably has a closed perimeter.
  • the flange 24 is formed from the tube 16 , and the flange 24 and the tube 16 are one continuous piece, as shown in FIGS. 19 - 23 .
  • the bolt can include a plug 36 that is disposed in proximity to the first end 20 to close the first end 20 of the tube 16 , as shown in FIG. 4.
  • the bolt includes a cap 38 that fits to the first end 20 to close the first end 20 of the tube 16 , as shown in FIG. 5.
  • the tube 16 preferably has a maximum cross-sectional dimension less than that of the diameter of the bore hole 12 and a minimum cross-sectional area of 45% of the cross-sectional area of the bore hole 12 .
  • the second end 22 has either a round, square, hexagon or octagon shaped cross-section.
  • the tube 16 is preferably made from steel.
  • the inside of the tube 16 is coated or filled to reduce corrosion, as shown in FIG. 9.
  • the tube 16 can be a metal sheet rolled into a spiral, as shown in FIG. 10.
  • the tube 16 has a first edge and a second edge spaced from the first edge, as shown in FIG. 11.
  • the tube 16 can have a cross-sectional shape of a C, as shown in FIG. 12.
  • the elongated member can include a solid rod.
  • the present invention pertains to a method for supporting a mine roof 14 .
  • the method comprises the steps of moving a first end 20 of a mine bolt 10 through a grout capsule 56 so grout 32 from the grout capsule 56 flows along the outer surface of an elongated member of the mine bolt 10 which has deformations 30 such that axial tension on the mine bolt 10 results in axial movement between the elongated member and the grout 32 and results in confined compression of the grout 32 between the bore hole 12 and the elongated member surface to facilitate anchorage of the mine bolt 10 with the mine roof 14 when the grout 32 between the elongated member and the mine roof 14 sets.
  • the moving step there is the step of rotating the elongated member of the mine bolt 10 disposed in the bore hole 12 from a second end 22 of the elongated member with a bolting machine connected to an insertion tool that contacts the second end 22 .
  • the moving step preferably includes the step of inserting the elongated member into the bore hole 12 until a bearing plate 26 in contact with a flange 24 of the mine bolt 10 in proximity to the second end 22 contacts the surface of the mine roof 28 .
  • the increasing the axial tension step preferably includes the step of compressing the grout 32 and placing the elongated member in compression with wedges 34 of the deformations 30 in the elongated member.
  • increasing the axial tension step includes the step of slipping the elongated member relative to the grout 32 and not the grout 32 relative to the bore hole 12 .
  • the moving step preferably includes the step of moving the first end 20 of a tube 16 which is closed through the grout capsule 56 so grout 32 from the grout capsule 56 will not enter the interior 18 of the tube 16 but flow along the outer surface of the tube 16 which has deformations 30 such that axial tension on the bolt results in axial movement between the tube 16 and the grout 32 and result in confined compression of the grout 32 between the bore hole 12 and the tube 16 surface to facilitate anchorage of the tube 16 with the mine roof 14 when the grout 32 between the tube 16 and the mine roof 14 sets.
  • the present invention pertains to a method of making a mine bolt 10 .
  • the method comprises the steps of placing an elongated member in a secure position, such as a vise. There is the step of forming deformations 30 in the elongated member such that axial tension on the elongated member results in axial movement between the elongated member and the grout 32 and results in confined compression of the grout 32 between the bore hole 12 and the elongated member surface to facilitate anchorage of the elongated member with grout 32 to the mine rock in which the bore hole 12 is disposed.
  • distortions of the cylindrical bolt shape are employed so that any axial movement (deflection) of the bolt in the grout 32 will result in confined compression of the grout 32 between the bore hole 12 and bolt surface.
  • multiple distortions may be made along the length of the bolt in the grouted area.
  • the bolt surface distortions should be made in such a way that axial tension on the bolt head will result in axial movement between the bolt and the grout 32 before axial movement between the grout 32 and the bore hole 12 in the area of the distortions.
  • the deformations 30 can be used in any anchorage system that uses a grouted bolt. Some examples include but are not limited to mine roof 14 support, tunneling, industrial construction and concrete anchorage.
  • Deformations 30 of a smooth cylindrical bolt are employed so that axial movement of the bolt will create confined compression of the grout 32 between the bore hole 12 and bolt surface.
  • Deformations 30 should be made perpendicular to the axis of the bolt in such a way that they cause an increase in the diameter of tube 16 perpendicular to both the deformation 30 direction and the bolt axis. It is preferred to have multiple deformations 30 along the length of the bolt in the grouted area. It is most preferred that consecutive distortions are in perpendicular directions.
  • Substantial improvement in the strength of anchorage bolts can be achieved by deforming the bolt surface that is in contact with the anchoring resin 32 (grout) so that when the bolt is loaded, it places the resin 32 in confined compression. This is achieved by swaging the tube 16 (or bolt) so as to form a truncated cone or by making orthogonal crimps in the tube 16 . The object is to deform the bolt so that as it is loaded and moves axially, the bolt slips on the resin 32 placing the resin 32 in confined compression.
  • FIGS. 15 a and 15 b and 16 a and 16 b show two bolt embodiments (single embodiment with two different end closures, FIGS.
  • FIGS. 17 a and 17 b show a swaged cone pattern with a cross end
  • FIGS. 18 a and 18 b show a swaged straight pattern with a cross end) that will accomplish confined compression.
  • FIGS. 15 a - 18 b show hollow bolts; however, the same concept can be achieved with solid bolts.
  • the crimping method on hollow bolts is the most economically practical, as it requires the least force to accomplish the required amount of deformation 30 .
  • the bolt surface distortions should be made in such a way that axial tension on the bolt head will result in axial movement between the bolt and the grout 32 before axial movement between the grout 32 and the bore hole 12 in the area of the distortions. If axial movement occurs first between the bore hole 12 wall and resin 32 and not between the bolt and resin 32 , the resin 32 will not be subjected to confined compression and full strength will not be achieved.
  • FIG. 15 a shows a tube 16 with orthogonal crimps with a paddle end (FIG. 15 b ) at the first end 20 of the tube 16 , and a flange 24 in proximity to the second end 22 of the tube 16 .
  • the spreading from the orthogonal crimp does not exceed the maximum bore hole 12 diameter.
  • the crimp spacing is about 2 inches, and can be closer than that.
  • the first end 20 of the tube 16 is crimped and sheared to form a single paddle end at the center of the bolt. The diameter of the paddle after crimping does not exceed the maximum bore hole 12 diameter.
  • the deformations 30 formed from crimping preferably only appear in the portion of the tube 16 where grout 32 is present, although they could extend the length of the tube 16 . If some type of an element, such as a J-hook 48 , as shown in FIG. 13, or an anchor bolt 50 , as shown in FIG. 14, is positioned inside the tube 16 , then the tube 16 only has deformations 30 in its upper portion so that in the lower portion of the tube 16 there is a constant inside diameter for the element to better anchor to.
  • FIG. 16 a shows a tube 16 with orthogonal crimps with a cross end at the first end 20 (FIG. 16 b ), and a flange 24 in proximity to the second end 22 .
  • the cross end is formed by being crimped and sheared to form a cross paddle end at the center of the tube 16 .
  • the deformations 30 formed in the tube 16 are like those described above in regard to FIG. 15 a .
  • the portion of the resin 32 relative to the tube 16 shown in FIG. 16 a that is in confined compression can be seen in FIG. 7.
  • FIG. 18 a shows a tube 16 with a swaged cone pattern with a cross end at the first end 20 (FIG. 18 b ), and a flange 24 in proximity to the second end 22 .
  • the portion of the resin 32 relative to the tube 16 shown in FIG. 17 a that is a confined compression can be seen in FIG. 6.
  • FIG. 17 a shows a tube 16 with a swaged straight pattern with a cross end at the first end 20 (FIG. 17 b ), and a flange 24 in proximity to the second end 22 .
  • the portion of the resin 32 relative to the tube 16 shown in FIG. 18 a that is in confined compression can be seen in FIG. 8.
  • the deformations 30 necessary to achieve superior holding power must be made such that axial tension on the bolt flange 24 results in axial movement between the tube 16 and the resin 32 and result in confined compression of the resin 32 between the bore hole and tube 16 surface.
  • the deformations 30 are made so that they form wedges 34 that compress the resin 32 and place the tube 16 in radial/hoop compression.
  • the tube 16 surface must be relatively smooth so it slips in the resin 32 and provides confined compression of the resin 32 . In other words, the resin 32 should not adhere to the tube 16 , the tube 16 should slip slightly through the resin 32 . Once it starts to slip, it acts like a “Chinese handcuff”, the harder you pull, the greater the anchorage strength.
  • the deformations 30 should be made in the tube 16 so that the angle of the deformation 30 made relative to the bolt axis is less than 45 degrees and preferably less than 10 degrees, as shown in FIGS. 6, 7 and 8 . This assures that the resin 32 will be in confined compression instead of shearing.
  • the depth of the deformation 30 should be in the range of 0.010 inches to 0.300 inches. This type of deformations 30 is desirable in solid bolts also.
  • the deformation 30 pattern on the first end 20 of the tube 16 is cold formed using a 50 ton adjustable stroke, high speed hydraulic press.
  • two containment dies are closed together simultaneously. When closed these two matching die halves contain the OD of the tubing while approximately 40 tons of force is used to form the deformation 30 pattern, as shown in FIG. 22.
  • the containment die is a circumferential die with a bore diameter of 1.300′′.
  • the deformation 30 pattern is created by the continuing stroke of the press which closes two duplicate forming dies onto the tubing, 180 degrees apart.
  • the forming dies are made up of three 11 ⁇ 2′′ diameter circular pins equally spaced at 4′′ center-to-center.
  • the bead or flange 24 on the second end 22 of the bolt is hot formed using an induction heating process and a hydraulic forging machine. Approximately 13 ⁇ 4′′ of the tube 16 end is inserted into an induction heating coil to heat the tube 16 end to a nominal temperature of 1525 degrees Fahrenheit. The tube 16 is then placed into the hydraulic forging machine which forces the heated tube 16 end into a forming die with a resultant force of approximately 15,000 pounds. This axial movement of the tube 16 into the forming die causes the midpoint of the heated area to bulge/deform outwards and form the beaded end, as shown in FIG. 23.
  • the contours and dimensions of the beaded end are controlled by the following; steel tubing properties, the length of stroke of the hydraulic forging machine, the length of the heat affected zone and the level of heat induced into the tubing end.
  • the tube 16 is removed from the forging machine and is immediately submersed into a cooling tank filled with water to quench the tube 16 and establish a microstructure which gives the end ductility for resistance to failure. Additional information regarding a tube bolt can be found in U.S. patent application Ser. No. __/________ titled “Tubular Mining Bolt and Method”, incorporated by reference herein.

Landscapes

  • Engineering & Computer Science (AREA)
  • Mining & Mineral Resources (AREA)
  • Structural Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Geochemistry & Mineralogy (AREA)
  • Geology (AREA)
  • Piles And Underground Anchors (AREA)
US10/368,827 2003-02-19 2003-02-19 Radially deformed anchorage bolt Abandoned US20040161305A1 (en)

Priority Applications (2)

Application Number Priority Date Filing Date Title
US10/368,827 US20040161305A1 (en) 2003-02-19 2003-02-19 Radially deformed anchorage bolt
PCT/US2004/004774 WO2004074636A2 (fr) 2003-02-19 2004-02-18 Cheville d'ancrage a deformation radiale

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
US10/368,827 US20040161305A1 (en) 2003-02-19 2003-02-19 Radially deformed anchorage bolt

Publications (1)

Publication Number Publication Date
US20040161305A1 true US20040161305A1 (en) 2004-08-19

Family

ID=32850213

Family Applications (1)

Application Number Title Priority Date Filing Date
US10/368,827 Abandoned US20040161305A1 (en) 2003-02-19 2003-02-19 Radially deformed anchorage bolt

Country Status (2)

Country Link
US (1) US20040161305A1 (fr)
WO (1) WO2004074636A2 (fr)

Cited By (15)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
EP1762699A1 (fr) * 2005-09-07 2007-03-14 MKT Metall-Kunststoff-Technik GmbH & Co. KG Tige d'ancrage
US20070175127A1 (en) * 2004-08-18 2007-08-02 Taisei Corporation Shearing force reinforced structure and member
US20080219775A1 (en) * 2007-03-09 2008-09-11 Frederic Mercier-Langevin Bolt assembly
US20100166505A1 (en) * 2003-12-18 2010-07-01 R&B Leasing, Llc Self-centralizing soil nail and method of creating subsurface support
US20100166506A1 (en) * 2003-12-18 2010-07-01 R&B Leasing, Llc Composite self-drilling soil nail and method
WO2010118462A1 (fr) * 2009-04-16 2010-10-21 Gazmick Pty Ltd Stabilisateur à frottement
CN102733851A (zh) * 2012-07-05 2012-10-17 大同煤矿集团有限责任公司 合并再建矿井采掘影响区含水陷落柱的防治方法
US8376661B2 (en) 2010-05-21 2013-02-19 R&B Leasing, Llc System and method for increasing roadway width incorporating a reverse oriented retaining wall and soil nail supports
US9010165B2 (en) 2011-01-18 2015-04-21 Nucor Corporation Threaded rebar manufacturing process and system
WO2015085349A1 (fr) * 2013-12-12 2015-06-18 Garock Pty Ltd Appareil et procédé de soutènement
US9551150B2 (en) 2010-06-24 2017-01-24 Nucor Corporation Tensionable threaded rebar bolt
CN109072697A (zh) * 2016-04-12 2018-12-21 安百拓凿岩有限公司 用于岩石加固的方法和设备
CN111764934A (zh) * 2020-07-08 2020-10-13 上海应用技术大学 一种超前支护小导管及深部软岩巷道的超前注浆支护方法
CN112854009A (zh) * 2021-03-16 2021-05-28 中冶轨道交通有限公司 一种桥梁构件
WO2024036347A1 (fr) * 2022-08-12 2024-02-15 Botha Raymond Mark Boulon d'ancrage

Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3653217A (en) * 1970-08-03 1972-04-04 Chester I Williams Rock bolt rod configuration
US4129007A (en) * 1977-08-04 1978-12-12 Celtite, Inc. Anchor device for resin anchor system
US4132080A (en) * 1977-11-07 1979-01-02 Stratabolt Corporation Resin anchored rock or mine roof bolt anchor mechanism
US4305687A (en) * 1979-01-26 1981-12-15 Jack Parker Anchoring system for rock bolts
US4502818A (en) * 1980-03-28 1985-03-05 Elders G W Roof support pin
US4564315A (en) * 1983-07-05 1986-01-14 Rozanc Richard C Method for anchoring a bolt in a rock-like structure
US5387060A (en) * 1993-03-26 1995-02-07 F. M. Locotos Equipment & Design Co. Tubular mining bolt

Patent Citations (7)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3653217A (en) * 1970-08-03 1972-04-04 Chester I Williams Rock bolt rod configuration
US4129007A (en) * 1977-08-04 1978-12-12 Celtite, Inc. Anchor device for resin anchor system
US4132080A (en) * 1977-11-07 1979-01-02 Stratabolt Corporation Resin anchored rock or mine roof bolt anchor mechanism
US4305687A (en) * 1979-01-26 1981-12-15 Jack Parker Anchoring system for rock bolts
US4502818A (en) * 1980-03-28 1985-03-05 Elders G W Roof support pin
US4564315A (en) * 1983-07-05 1986-01-14 Rozanc Richard C Method for anchoring a bolt in a rock-like structure
US5387060A (en) * 1993-03-26 1995-02-07 F. M. Locotos Equipment & Design Co. Tubular mining bolt

Cited By (21)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US20100166505A1 (en) * 2003-12-18 2010-07-01 R&B Leasing, Llc Self-centralizing soil nail and method of creating subsurface support
US20100166506A1 (en) * 2003-12-18 2010-07-01 R&B Leasing, Llc Composite self-drilling soil nail and method
US9273442B2 (en) 2003-12-18 2016-03-01 R&B Leasing, Llc Composite self-drilling soil nail and method
US8851801B2 (en) * 2003-12-18 2014-10-07 R&B Leasing, Llc Self-centralizing soil nail and method of creating subsurface support
US20070175127A1 (en) * 2004-08-18 2007-08-02 Taisei Corporation Shearing force reinforced structure and member
US7823356B2 (en) * 2004-08-18 2010-11-02 Taisei Corporation Shearing force reinforced structure and member
EP1762699A1 (fr) * 2005-09-07 2007-03-14 MKT Metall-Kunststoff-Technik GmbH & Co. KG Tige d'ancrage
US20080219775A1 (en) * 2007-03-09 2008-09-11 Frederic Mercier-Langevin Bolt assembly
WO2010118462A1 (fr) * 2009-04-16 2010-10-21 Gazmick Pty Ltd Stabilisateur à frottement
CN102405329A (zh) * 2009-04-16 2012-04-04 盖斯米克私人有限公司 摩擦锚杆
US8708597B2 (en) 2010-05-21 2014-04-29 R&B Leasing, Llc System and method for increasing roadway width incorporating a reverse oriented retaining wall and soil nail supports
US8376661B2 (en) 2010-05-21 2013-02-19 R&B Leasing, Llc System and method for increasing roadway width incorporating a reverse oriented retaining wall and soil nail supports
US9551150B2 (en) 2010-06-24 2017-01-24 Nucor Corporation Tensionable threaded rebar bolt
US9010165B2 (en) 2011-01-18 2015-04-21 Nucor Corporation Threaded rebar manufacturing process and system
US9855594B2 (en) 2011-01-18 2018-01-02 Nucor Corporation Threaded rebar manufacturing process and system
CN102733851A (zh) * 2012-07-05 2012-10-17 大同煤矿集团有限责任公司 合并再建矿井采掘影响区含水陷落柱的防治方法
WO2015085349A1 (fr) * 2013-12-12 2015-06-18 Garock Pty Ltd Appareil et procédé de soutènement
CN109072697A (zh) * 2016-04-12 2018-12-21 安百拓凿岩有限公司 用于岩石加固的方法和设备
CN111764934A (zh) * 2020-07-08 2020-10-13 上海应用技术大学 一种超前支护小导管及深部软岩巷道的超前注浆支护方法
CN112854009A (zh) * 2021-03-16 2021-05-28 中冶轨道交通有限公司 一种桥梁构件
WO2024036347A1 (fr) * 2022-08-12 2024-02-15 Botha Raymond Mark Boulon d'ancrage

Also Published As

Publication number Publication date
WO2004074636A3 (fr) 2005-08-04
WO2004074636A2 (fr) 2004-09-02

Similar Documents

Publication Publication Date Title
US20040161305A1 (en) Radially deformed anchorage bolt
US20040161316A1 (en) Tubular mining bolt and method
AU2004202418B2 (en) Deformed Reinforcing Bar Splice and Method
JP4606463B2 (ja) 可変歪変形ロック・アンカ・ボルト装置
US6202282B1 (en) Method of making a tubular coupler for concrete reinforcing bars
CA1327466C (fr) Systeme de fixation en toiture
US9266165B2 (en) Method for hot forging threads into an end of a steel bar
CN102652226B (zh) 紧固件
US5664902A (en) Tubular coupler for concrete reinforcing bars
JPH04505958A (ja) 強い離隔カラーを有するスエージファスナー
US7645096B2 (en) Yielding rock bolt
US20020189175A1 (en) End anchors
WO2009120153A1 (fr) Procédé pour réaliser un filetage sur une barre de renfort déformée
US5275519A (en) Anchor bolt
GB2153472A (en) Fastening device
CA2333177C (fr) Boulon d'ancrage et son procede de fabrication
US20200340359A1 (en) End Fitting for a Cable Bolt Assembly
US7037058B2 (en) Resin embedded rock bolt
JP2911036B1 (ja) 異形差筋アンカーとその製造法
EP3485998B1 (fr) Sertissage et procédé de production d'un sertissage
CA2140196C (fr) Raccord mecanique opur armatures, dispositif servant a mettre ce raccord en place et procede utilise pour le fixer
GB2153475A (en) Anchoring of rock bolts
US20060150566A1 (en) Anchoring system
ZA200403262B (en) Rock bolt
CN216809874U (zh) 变径扩体锚杆承载体及锚杆

Legal Events

Date Code Title Description
AS Assignment

Owner name: MAVERICK TUBE CORPORATION, MISSOURI

Free format text: ASSIGNMENT OF ASSIGNORS INTEREST;ASSIGNOR:COPPERWELD MARKETING AND SALES COMPANY;REEL/FRAME:013801/0120

Effective date: 20030213

Owner name: F.M. LOCOTOS CO., INC., PENNSYLVANIA

Free format text: ASSIGNMENT OF ASSIGNORS INTEREST;ASSIGNORS:LOCOTOS, FRANK M.;MACAUL, ROBERT T.;REEL/FRAME:013794/0846

Effective date: 20030124

Owner name: TERRASIMCO, INC., WEST VIRGINIA

Free format text: ASSIGNMENT OF ASSIGNORS INTEREST;ASSIGNORS:SIMMONS, WALTER J.;SIMMONS, WALTER N.;REEL/FRAME:013794/0841

Effective date: 20030129

Owner name: COPPERWELD MARKETING AND SALES COMPANY, PENNSYLVAN

Free format text: ASSIGNMENT OF ASSIGNORS INTEREST;ASSIGNOR:STAFFLER, JAMES KEVIN;REEL/FRAME:013794/0815

Effective date: 20030109

STCB Information on status: application discontinuation

Free format text: ABANDONED -- FAILURE TO RESPOND TO AN OFFICE ACTION