US3507121A - Tie rod anchoring method and apparatus - Google Patents

Tie rod anchoring method and apparatus Download PDF

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Publication number
US3507121A
US3507121A US731685A US3507121DA US3507121A US 3507121 A US3507121 A US 3507121A US 731685 A US731685 A US 731685A US 3507121D A US3507121D A US 3507121DA US 3507121 A US3507121 A US 3507121A
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Prior art keywords
rod
anchoring
ground
tie rod
rock
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Expired - Lifetime
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US731685A
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English (en)
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Carl-Olof Oskar Morfeldt
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Santrade Ltd
Atlas Copco AB
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Atlas Copco AB
Sandvik AB
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Assigned to SANTRADE LTD., A CORP. OF SWITZERLAND reassignment SANTRADE LTD., A CORP. OF SWITZERLAND ASSIGNMENT OF ASSIGNORS INTEREST. Assignors: SANDVIK AKTIEBOLAG, A CORP. OF SWEDEN
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    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04H—BUILDINGS OR LIKE STRUCTURES FOR PARTICULAR PURPOSES; SWIMMING OR SPLASH BATHS OR POOLS; MASTS; FENCING; TENTS OR CANOPIES, IN GENERAL
    • E04H12/00—Towers; Masts or poles; Chimney stacks; Water-towers; Methods of erecting such structures
    • E04H12/20—Side-supporting means therefor, e.g. using guy ropes or struts
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D5/00—Bulkheads, piles, or other structural elements specially adapted to foundation engineering
    • E02D5/74—Means for anchoring structural elements or bulkheads
    • E02D5/76—Anchorings for bulkheads or sections thereof in as much as specially adapted therefor

Definitions

  • ATTORNEYS United States Patent 3,507,121 TiE ROD ANCHORING METHOD AND APPARATUS Carl-Olaf Oslkar Morfeidt, Lidingo, Sweden, assignor of one-half to Sandvikens .Iernverks Aktiebolag, Sandviken, Sweden, a corporation of Sweden, and one-half to Atlas Copco Aktiebolaget, Nacka, Sweden, a corporation of Sweden Continuation of application Ser. No. 505,877, Nov. 1, 1965. This application May 20, 1968, Ser. No. 731,685 'Claims priority, application Sweden, Nov. 11, 1964, 13,549/64 Int. Cl. E02d 5/74 US. C].
  • anchoring of a structural part in the ground is effected with the use of a hollow tie rod which at one end thereof is provided with an anchoring head which can (where the same is required) penetrate rock as Well as loose earth.
  • the tie rod is forced--anchoring head firstinto the ground, being extended as desired by the addition of lengths of hollow tie rod to the initial rod, until the anchoring head has reached a desired anchoring locus; then, a fluid grouting composition is passed into and through the tie rod and through the anchoring head into the area surrounding the anchoring head and fore part of the tie rod. Once the grouting has hardened it adheres to the head and the adjacent part of the tie rod, thereby anchoring the rod in the ground. Finally, the rear end of the tie rod is connected to the structural part to be anchored.
  • the present invention pertains to a method for anchoring tie rods in the ground for supporting and stabilizing objects as permanent and provisional building structures for instance retaining walls for housing foundations and wharves, coiferdams, suspension bridges, antenna masts, etc.
  • the invention also pertains to a tie rod for performing the method and an anchored construction made in accordance with the method.
  • a levelled site is excavated in the ground and the boundaries thereof are supported by a retaining wall of sheet piles, it provides certain problems to support the wall againts the earth pressure acting from the surrounding ground. These problems are especially difficult in townareas when excavating sites for house foundations, tunnels etc. in the midst of surrounding buildings, which have to be protected against sagging and collapsing.
  • a common method is to support the retaining wall at the inside by means of struts, but this implies the obvious inconvenience that the struts occupy a part of the site.
  • Another alternative is to use long sheet piles and drive them into the ground sufficiently deeply below the bottom of the excavation in order to obtain stability against the earth pressure.
  • the invention provides a solution to the previous problems by a new method for anchoring by means of tubular tie rods which are driven into the ground to a suitable length and depth for anchoring, after which a grouting mix is supplied under pressure along the internal cavity of the tube to the anchored end and is injected into the surrounding ground. After hardening of the grouting mix the hardened body forms an anchor on the rod.
  • the rod should comprise a number of shorter rod parts, which are interconnected, suitably by threaded connections as for instance coupling sleeves.
  • the tie rod should at its protrusion end have an anchor head which is adapted to penetrate through stony material and into rock ground.
  • FIG. 1 a section of a sheet piling anchored in rock ground by means of a tie rod according to the invention.
  • FIG. 2 a section on a somewhat smaller scale of a sheet piling anchored in earth ground by means of a tie rod according to the invention.
  • FIGS. 3-8 show details of the tie rod according to the invention.
  • FIG. 1 shows a sheet piling 10 with earth layers 11 and 12 on 'both sides.
  • the layer 11 has a higher level than the layer 12 and exerts an earth pressure on the sheeting.
  • Earth material on rock ground as shown in the figure is often called overburden.
  • a tie rod 20 For supporting the sheeting against the earth pressure a tie rod 20 is driven in obliquely downwardly at an inclination of for instance 3550 to the horizontal plane through the soil layer 11 into the rock ground.
  • the tie rod is tubular and is composed of shorter tube parts 21, which are externally threaded at their ends and jointed by means of internally threaded coupling sleeves 22.
  • an anchor head 23 is attached which has cutting edges, in order that the tie rod can be drilled through the overburden layer 11 and possible stones and a distance into the rock ground.
  • the upper end of the rod comprises a rod element 25- forming a connection adapter for connection to the waling 27 of the sheeting.
  • a nut 26 screwed onto the adapter 25 rests on the waling 27 and transmits the force from the sheeting 10 to the tie rod 20.
  • FIG. 3 shows a tubular rod part 21 for the tubular rod 20.
  • the rod part 21 has external threads 30 at each end and an internal cavity 31 extending along the whole rod part.
  • the internal diameter should be sufliciently great to let through a sufiicient flow of grouting mix and is usually l020 mm., often 12-18 mm.
  • the outer diameter is chosen so large that the wall thickness of the tube is sufiicient for obtaining the necessary mechanical strength for resisting as well the percussion stresses when the rod is driven into the ground as the tension from the anchored sheeting.
  • the wall thickness can be for instance 320 mm, preferably 515 mm.
  • the outer diameter is suitably l.5-3.0 of the internal diameter.
  • the tubular rod part 21 has suitably a cylindrical external surface in order to facilitate the rotation thereof when it is driven through earth material or other overburden material but it is also possible to use a rod having a polygonal outer cross section.
  • the length of the rod parts can be 24 meters or preferably 2.5-3.5 meters. This length can be equal for most of the rod parts in a tie rod, but in order to adapt the position of the upper end of the rod correctly in relation to the waling, it is convenient to have a set of rod parts of varying lengths for connection at the upper end.
  • FIG. 4 shows a coupling sleeve 22 having an internal thread 32 matching the external threads30' on the rod parts.
  • the tie rod is formed by coupling together the rod parts by means of the extension sleeves, so that the end surfaces of the rod parts abut, the cavities 31 forming a continuous cavity along the whole tie rod.
  • the rod parts can be externally threaded at one end, the other end being widened and threaded internally with a thread matching the external thread.
  • FIG. shows a shank adapter 33 for connecting the tie rod to a percussion drilling machine, one end 34 being threaded for connection to a coupling sleeve, the other end being adapted for connection to a rock drill or rod driving machine.
  • a hole 36 through the wall of the adapter is connected to an internal longitudinal cavity 37, so that a flushing medium as water, which is usually necessary for drilling in rock, can be supplied by means of a flushing head along the internal cavity to the fore end of the rod. In the same way a grouting mix can be supplied when the drilling is finished.
  • FIG. 6 shows the connection adapter 25, which has one end 38 threaded for connection to a coupling sleeve, the other end being threaded with a thread 39 suitable for the connection of an anchoring element like the nut 26 in FIG. 1.
  • the thread 39 should have a sufficient length to permit tightening of the nut and a relatively small pitch so that the nut can be tightened against the pressure acting on the anchored sheeting.
  • the thread 39 usually has a greater length and a smaller pitch than the thread 38, the pitch of the latter usually being comparatively large.
  • the portion 40 of the connection adapter between the threads can suitably be polygonal as illustrated in the figure, so that the adapter can be held with a wrench when tightening the nut 26.
  • the shank adapted 33 When driving in the tie rod the shank adapted 33 is screwed into the uppermost extension sleeve 22a (FIG. 1).
  • the grouting can be performed through the shank adapter or some other adapter by means which are obvious for the person skilled in the art and therefore not illustrated.
  • the shank adapter is removed and substituted by the connection adapter 25.
  • FIG. 7 illustrates the anchor head 23, which at its rear part is threaded and screwed onto the foremost tube part 21 in the rod and at its fore part has cutting edges 70 on hard metal inserts brazed to the head.
  • the inserts may have relatively small dimensions, because the rod has to penetrate an often easily penetrable layer of earth material plus possibly a number of stones and, in case of rock ground anchoring, also a short distance into the rock ground.
  • the diameter of the cutting edge portion should be greater than the diameter of the parts of the rod behind the anchoring head and preferably also'greater than the diameter of the coupling sleeves.
  • the rear surface 71 of the anchoring head and the laterally projecting portions 72 behind the cutting edges provide a firm grip between the tie rod and the grouted material.
  • the firmness of connection is increased by the adhesion between the mantle surface of the rod and the grouted material, and the connection is further strengthened if the grouted material extends so far rearwardly along the tie rod that one or more of the coupling sleeves become embedded therein.
  • openings 73 For supply of flushing medium when the rod is driven in and also for supply of grouting mix the internal cavity of the rod terminates at openings 73 in the anchoring head.
  • openings 73 should preferably be placed only at or in the vicinity of the penetration end of the rod and not further back, because rearwardly situated openings would cause too great losses of flushing or grouting medium.
  • the openings 73 may be placed laterally on the flushing head, in order to prevent earth material from being forced into them, and they can for this purpose be more or less rearwardly directed. It is, however, possible to have also one or more forwardly directed openings, for instance in the front surface of the anchoring head.
  • the openings should be sufliciently large to let through a sufiicient flow of grouting mix, and it is often suitable that the total area of the openings is equal to or even greater than the area of the channel in the rod.
  • FIG. 8 shows a flushing head 75 for connection to the shank adapter 33, illustrated in FIG. 5.
  • the flushing head has on its inside gaskets which tighten the connection on both'sides of the hole 36 in FIG. 5.
  • the flushing head can be used as well for supply of flushing medium as for the grouting.
  • tie rods When anchoring a construction with tie rods according to FIG. 1 the tie rods are suitably driven in before excavation of the ground down to the level marked 12. Along a sheet piling of the illustrated kind there are of course several tie rods, the spacing distance between them being determined in dependance of the height of the sheeting and other factors according to conventional calculations.
  • the rod When the tie rods are driven in by means of a percussion drilling machine, the rod is provided with a shank adapter as the one above described for connection to the drilling machine.
  • the rod consists of shorter parts 21, which implies the important advantage that the rod can be driven in to a great length at the same time as the length of the rod can be adjusted to a varying level of the rock ground. It is thus possible to anchor the rods in rock ground even if the rock is situated at a deep level below the ground.
  • the rod is driven into the rock to a sufficient anchoring depth, which depends upon the quality of the rock.
  • a suitable anchoring length is 1-5 meters, preferably 2-4 meters.
  • grouting mix is supplied at the rear of the rod and pressed along the internal channel to the anchoring head and through the opening or openings in the latter.
  • the mix fills the drilled hole 28 in the rock, and in case the rock is cracked the mix fills also the cracks and strengthens the rock.
  • the mix has hardened it anchors the rod 20 in the rock.
  • the shankadapter 33 is removed and replaced by the connection adapter 25.
  • the nut 26 is screwed along the connection adapter to contact with the waling. Thereafter the ground can be excavated down to the level 12.
  • the method according to the invention can be employed also for anchoring in earth material without underlying rock as illustrated in FIG. 2.
  • a sheet piling Wall 50 is subjected to pressure from the earth mass 51.
  • the sheet piles are driven in to below the level-of the ground layers 52 on the opposite side of the sheeting.
  • tie rods 53 are driven in obliquely downwardly through the earth material 51. In the same way as described in connection with FIG. 1 this can be done before excavating the ground to the level 52.
  • Grouting mix is supplied through the tubular rod and injected into the ground, so that the lower part of the rod is surrounded by a mass 54 of earth material mixed with grouting mix.
  • the mass 54 adheres to the rod and forms after hardening a ballast anchor on the rod.
  • the other end of the rod is connected to a waling 55 on the sheet piling.
  • the spacing between the tie rods and the inclination of the rods are determined by conventional calculation based upon the height of the sheeting, the properties of the soil, etc.
  • a tie rod with a small inclination angle to the horizontal plane is more effective than a steeper inclined rod, because the tension therein provides a greater horizontal component for supporting the sheeting, but on the other hand the ballast anchor 54 cannot be too close to the surface of the ground, because then it will become too weakly anchored.
  • the tie rods connected to the upper part of the sheeting are suitably inclined downwardly by an angle of 30.
  • extra tie rods 60 can be driven in along the lower part of the sheeting and in the same Way provided with ballast anchors 61 and connected to the sheeting at walings 62.
  • Such extra support is useful when the lower level 52 has to be excavated to a depth close to the lower end of the sheeting, the passive earth pressure from the earth layer 52 being so small that it is insufficient for stabilizing the lower end of the sheeting against the active earth pressure from the opposite side.
  • the lower tie rods can be inclined by a small angle than the upper ones and may be horizontal.
  • the inclination of the tie rods can be other than now mentioned.
  • the tie rods can be directed vertically downwards. In other cases it would be possible to use more or less upwardly directed tie rods as for anchoring the roof of a tunnel in earth material.
  • grouting mix preferably cement slurry with or without sand.
  • the setting and hardening properties of the cement should be chosen with regard to the circumstances in each case. If for instance there is a risk that the cement is washed away by water in the ground, then a rapidly setting cement should be used.
  • setting of concrete is meant the beginning of the hardening and by hardening is meant the subsequent period during which the concrete obtains its final strength.
  • the internal diameter of the tie rod and the openings of the anchoring head should be sufliciently large to let through a sufficient flow of the mix, so that the grouting is performed before the setting of the mix begins.
  • grouting mixes can be used which have the property of hardening from fluid to solid state after a certain period of time, for instance lime slurry or plastic.
  • the mix should be spread along the tie rod in order to obtain adhesion between the grouted mass and the rod.
  • the spreading in the longitudinal direction can be improved by pulling the rod back and forth in the longitudinal direction during the grouting.
  • Another way of increasing the longitudinal spreading is to use grouting mix instead of Water as a flushing medium during the final stage when the rod is driven in.
  • the length of the tie rod for anchoring in earth ma terial depends on several factors as the properties of the earth, the inclination of the rod and the level of the grouted zone in relation to the ground level.
  • the suitable tiev rod length is l030 meters, often -20 meters.
  • the length of the grouted zone may be 3-5 meters.
  • a necessary condition for driving in the tie rod to a great depth is that the rod is composed of shorter rod parts which can be added to the rear end of the rod successively as the driving in proceeds by aid of for instance a percussion drilling machine.
  • a tie rod in one piece cannot be driven in to the depth which can be achieved by the rod according to the invention.
  • the material in the rod should endure a high constant tensile stress and at the same time permit the driving in by a drilling machine or in some other way.
  • a suitable material is in the first place steel of an analysis and heat treatment which gives the desired properties. It is poss ble to use carbon steel, but in order to increase the tensile strength it has been found suitable to employ a low-alloyed steel containing manganese. The tensile strength can be further increased by tough hardening the steel. If the tie rod is to be used under long time corroding conditions it can be made of a corrosion resistant material.
  • the method according to the invention provides essential advantages when anchoring such objects as foundations of buildings, sheet pilings and similar in ground, which at least adjacent the anchored object consists of earth layers.
  • the invention provides possibilities for anchoring objects in rock ground which is covered by earth without preceding removal of the earth or insertion of a protective casing through the earth.
  • the tie rod consists of interconnected shorter portions it can be driven in to a great depth, so anchoring can be performed in rock ground even if the rock is covered by an earth overburden of relatively great thickness.
  • the length of the rods can be adapted to the level of the rock by using a suitable number of rod parts.
  • Cracked rock can be strengthened by injecting so much grouting mix that not only the hole formed by the tie rod in the rock but also the cracks in the rock around the hole are filled with grouting mix.
  • the described anchoring in rock can of course also be adapted for anchoring in large stones.
  • the property of the tie rod according to the invention that it permits driving in to great lengths and depths can be used for anchoring also in ground consisting exclusively of earth material as above described. This means a great saving of work when anchoring for instance a wharf wall.
  • Such anchoring has earlier often been done by excavating earth for the tie rods and anchor slabs at the ends of the rods. After mounting the rods and the anchor slabs the excavated earth has been brought back to its original place. The invention makes such excavation unnecessary, as the rods are driven into the ground and the anchor is cast directly by grouting of the earth material.
  • a special advantage of the invention is that it permits anchoring in places where no anchoring has been possible with previous methods, as for instance at the lower end of a sheet piling, at a sheet piling in an earth tunnel or at other kinds of Work, where the tie rod is anchored at a zone far below the level of the ground.
  • the invention is used for anchoring either in rock covered by earth or in earth material only.
  • the invention can be modified for anchoring in ground situated under water as the bottom of rivers and lakes.
  • the tie rod is driven through the Water into the bottom and grouting is performed.
  • This kind of anchoring is actual especially in connection with water buildings as colferdams, caissons and bridge pillars, and makes it possible to anchor said constructions rapidly and effectively in the bottom without diverting the water.
  • the invention makes it possible to anchor a tie rod at an anchoring zone which is separated from the anchored object by intermediate layers of any kind, and the anchoring can be made without previous removal of the said intermediate layers by excavating, insertion of tube casings, draining by aid of colferdams and similar.
  • Method of anchoring in the ground a part of a building structure by means of a single-walled imperforate hollow tie rod an initial section of which supports at its fore end a hollow anchor head with wear-resistant inserts and openings for discharge of fluids and being driveablefore end firstinto loose earth and into rock which comprises driving the initial section of tie rod into the ground --anchor head first; adding a similar section of imperforate hollow tie rod to the initial section by the aid of coupler means; as the rod is being driven into the ground supplying a flushing medium to the rear end of the rod and forcing the same through the rod into the anchor r .c 7 1 head to issue only through openings in the anchor head; continuing to drive the tie rod into the ground and adding additional similar imperforate sections until the anchor head is located at a desired anchoring locus in the ground whilst a part of the tie rod to the rear of said anchor head is in a loose earth environment in which it would be unfeasible to secure a tie rod, the driving being performed in

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  • Engineering & Computer Science (AREA)
  • Structural Engineering (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Life Sciences & Earth Sciences (AREA)
  • General Life Sciences & Earth Sciences (AREA)
  • Mining & Mineral Resources (AREA)
  • Paleontology (AREA)
  • General Engineering & Computer Science (AREA)
  • Piles And Underground Anchors (AREA)
  • Arc Welding In General (AREA)
  • Earth Drilling (AREA)
US731685A 1964-11-11 1968-05-20 Tie rod anchoring method and apparatus Expired - Lifetime US3507121A (en)

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SE13549/64A SE318830B (nl) 1964-11-11 1964-11-11

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AT (1) AT275419B (nl)
BE (1) BE672171A (nl)
CH (1) CH459074A (nl)
DE (1) DE1297044B (nl)
FI (1) FI44359B (nl)
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Cited By (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3971177A (en) * 1975-01-09 1976-07-27 Shoichi Kimura Earth anchor work method and anchor device
US4188153A (en) * 1976-03-31 1980-02-12 Taylor John E Formation of barriers
US4189891A (en) * 1978-04-13 1980-02-26 Grip Tite Mfg. Co. Method for anchoring and straightening walls
US4395161A (en) * 1981-11-19 1983-07-26 Bethlehem Steel Corporation Transition plate for a mine roof truss
US4655643A (en) * 1984-02-22 1987-04-07 Lane William L Rockbolt and installer wand
US4655644A (en) * 1984-02-22 1987-04-07 Lane William L Binder-injecting rockbolt
US5829922A (en) * 1996-01-11 1998-11-03 Jenmar Corporation Cable bolt head
US5888025A (en) * 1994-11-25 1999-03-30 Mai Pump Austria Gmbh Coupling for tie rods
US8511003B2 (en) * 2011-11-01 2013-08-20 Jesse B. Trebil Wall anchoring device and method of installation requiring no soil excavation
CN110725311A (zh) * 2019-10-29 2020-01-24 中建七局安装工程有限公司 锚索施工系统及方法
CN114809020A (zh) * 2022-05-27 2022-07-29 中铁大桥局第九工程有限公司 一种水中裸岩深埋承台二级基坑支护结构及施工方法
US11466446B1 (en) * 2018-12-27 2022-10-11 Inproduction, Inc. Quick-assemble construction system and freestanding seating system utilizing same

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JPS50133614A (nl) * 1974-04-11 1975-10-23
FR2325778A1 (fr) * 1975-09-26 1977-04-22 Vidal Henri Armature pour ouvrage en terre armee
FR2445410A1 (fr) * 1978-12-26 1980-07-25 Bernard Alain Systeme d'ancrage mutuel de deux parois
US4404875A (en) * 1980-07-18 1983-09-20 Usm Corporation Installer drive unit for chemical anchor
JPS6192211A (ja) * 1984-10-11 1986-05-10 Honshu Paper Co Ltd アンカ−工法
CN112878322B (zh) * 2021-03-23 2023-08-01 北京京能建设集团有限公司 一种地下水水位以下锚杆施工方法

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CA683898A (en) * 1964-04-07 Daniel F. Murphy Method and apparatus for shoring-up excavations
US3210897A (en) * 1962-05-14 1965-10-12 Paul E Whittington Ground anchor securing device
US3226933A (en) * 1961-03-20 1966-01-04 Spencer White And Prentis Inc Sheeting wall system and method of constructing same
US3243962A (en) * 1961-04-17 1966-04-05 George R Ratliff Method and apparatus for treating soil
US3363422A (en) * 1965-03-19 1968-01-16 Lee A. Turzillo Method and apparatus for anchoring a tie-down bar in an earth situs
US3371494A (en) * 1966-02-04 1968-03-05 Atlas Copco Ab Method and means of anchoring an object in the ground

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DE1104905C2 (de) * 1958-12-31 1964-11-26 Bauer Karlheinz Verfahren zum herstellen eines zugankers zur verankerung von bauteilen im erdreich
FR1362879A (fr) * 1963-07-08 1964-06-05 Swissboring Schweizerische Tie Procédé et dispositif pour mettre en place des ancrages dans les terrains
FR1372523A (fr) * 1963-07-18 1964-09-18 Diasond A G Procédé de fabrication et de mise en place d'ancrages pour éléments de construction ou analouges et ancrages conformes à ceux ainsi obtenus

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Publication number Priority date Publication date Assignee Title
CA683898A (en) * 1964-04-07 Daniel F. Murphy Method and apparatus for shoring-up excavations
US3226933A (en) * 1961-03-20 1966-01-04 Spencer White And Prentis Inc Sheeting wall system and method of constructing same
US3243962A (en) * 1961-04-17 1966-04-05 George R Ratliff Method and apparatus for treating soil
US3210897A (en) * 1962-05-14 1965-10-12 Paul E Whittington Ground anchor securing device
CH374819A (de) * 1962-07-18 1964-01-31 Diasond Ag Verfahren zur Herstellung von vorgespannten Verankerungen für Bauwerke, wie Stützmauern, Baugrubensicherungen und dergleichen und nach diesem Verfahren hergestellter Vorspannanker
US3363422A (en) * 1965-03-19 1968-01-16 Lee A. Turzillo Method and apparatus for anchoring a tie-down bar in an earth situs
US3371494A (en) * 1966-02-04 1968-03-05 Atlas Copco Ab Method and means of anchoring an object in the ground

Cited By (14)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3971177A (en) * 1975-01-09 1976-07-27 Shoichi Kimura Earth anchor work method and anchor device
US4188153A (en) * 1976-03-31 1980-02-12 Taylor John E Formation of barriers
US4189891A (en) * 1978-04-13 1980-02-26 Grip Tite Mfg. Co. Method for anchoring and straightening walls
US4395161A (en) * 1981-11-19 1983-07-26 Bethlehem Steel Corporation Transition plate for a mine roof truss
US4655643A (en) * 1984-02-22 1987-04-07 Lane William L Rockbolt and installer wand
US4655644A (en) * 1984-02-22 1987-04-07 Lane William L Binder-injecting rockbolt
US5888025A (en) * 1994-11-25 1999-03-30 Mai Pump Austria Gmbh Coupling for tie rods
US5829922A (en) * 1996-01-11 1998-11-03 Jenmar Corporation Cable bolt head
US6056482A (en) * 1996-01-11 2000-05-02 Jennmar Corporation Cable bolt head
US6322290B1 (en) 1996-01-11 2001-11-27 Jennmar Corporation Cable bolt head
US8511003B2 (en) * 2011-11-01 2013-08-20 Jesse B. Trebil Wall anchoring device and method of installation requiring no soil excavation
US11466446B1 (en) * 2018-12-27 2022-10-11 Inproduction, Inc. Quick-assemble construction system and freestanding seating system utilizing same
CN110725311A (zh) * 2019-10-29 2020-01-24 中建七局安装工程有限公司 锚索施工系统及方法
CN114809020A (zh) * 2022-05-27 2022-07-29 中铁大桥局第九工程有限公司 一种水中裸岩深埋承台二级基坑支护结构及施工方法

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FI44359B (nl) 1971-06-30
CH459074A (de) 1968-06-30
NO121388B (nl) 1971-02-15
DE1297044B (de) 1969-06-04
NL6514655A (nl) 1966-05-12
BE672171A (nl) 1966-03-01
SE318830B (nl) 1969-12-15
GB1129113A (en) 1968-10-02
AT275419B (de) 1969-10-27
NL139791B (nl) 1973-09-17

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