[go: up one dir, main page]

WO2023192035A1 - Système d'ancrage permettant la précontrainte d'armatures de précontrainte non métalliques - Google Patents

Système d'ancrage permettant la précontrainte d'armatures de précontrainte non métalliques Download PDF

Info

Publication number
WO2023192035A1
WO2023192035A1 PCT/US2023/015477 US2023015477W WO2023192035A1 WO 2023192035 A1 WO2023192035 A1 WO 2023192035A1 US 2023015477 W US2023015477 W US 2023015477W WO 2023192035 A1 WO2023192035 A1 WO 2023192035A1
Authority
WO
WIPO (PCT)
Prior art keywords
support
end assembly
live
tendon
metallic
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.)
Ceased
Application number
PCT/US2023/015477
Other languages
English (en)
Inventor
Adi ABU-OBEIDAH
Hani NASSIF
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.)
Rutgers State University of New Jersey
Original Assignee
Rutgers State University of New Jersey
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 Rutgers State University of New Jersey filed Critical Rutgers State University of New Jersey
Priority to US18/852,241 priority Critical patent/US20250207396A1/en
Publication of WO2023192035A1 publication Critical patent/WO2023192035A1/fr
Anticipated expiration legal-status Critical
Ceased legal-status Critical Current

Links

Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08—Members specially adapted to be used in prestressed constructions
    • E04C5/12—Anchoring devices
    • E04C5/127—The tensile members being made of fiber reinforced plastics
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08—Members specially adapted to be used in prestressed constructions
    • E04C5/085—Tensile members made of fiber reinforced plastics
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
    • E04C5/08—Members specially adapted to be used in prestressed constructions
    • E04C5/12—Anchoring devices
    • E04C5/122—Anchoring devices the tensile members are anchored by wedge-action
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04G—SCAFFOLDING; FORMS; SHUTTERING; BUILDING IMPLEMENTS OR AIDS, OR THEIR USE; HANDLING BUILDING MATERIALS ON THE SITE; REPAIRING, BREAKING-UP OR OTHER WORK ON EXISTING BUILDINGS
    • E04G23/00—Working measures on existing buildings
    • E04G23/02—Repairing, e.g. filling cracks; Restoring; Altering; Enlarging
    • E04G23/0218—Increasing or restoring the load-bearing capacity of building construction elements
    • E04G2023/0251—Increasing or restoring the load-bearing capacity of building construction elements by using fiber reinforced plastic elements
    • E04G2023/0255—Increasing or restoring the load-bearing capacity of building construction elements by using fiber reinforced plastic elements whereby the fiber reinforced plastic elements are stressed

Definitions

  • Contemporary structural members such as girders and beams, in buildings or bridges or other structural systems are often required to resist higher loads than the original designs anticipated. These higher loads may be due to modem uses involving greater loads than during the time period of the design of the structure, or external environmental damage, like chloride attack or corrosion.
  • the load bearing capacity of such structural members can be increased using tensioned non-metallic tendons, which could produce low- maintenance girders with the same expected service life as steel tendons due to the non- corrosive nature of the non-metallic tendons.
  • An effective method to enhance or restore the bending moment capacity of a structural member is to add external and/or internal tendons (depending on the prestressing system) and tension the tendons against the structure member.
  • Using steel tendons increases potential corrosion issues, so non-metallic tendons may be a better option if an effective anchoring method is available.
  • a conventional reinforcing system for non-metallic, for instance, fiber reinforced polymer (FRP) tendons consists of bonding the non-metallic (e.g., FRP) tendon/rebar with epoxy, other adhesives, or any other method that does not damage the tendons. These tendons provide additional load resistance and ductility to the structural member. To achieve the maximum reinforcing effect, the stress carried by non-metallic (e.g., FRP) tendons must be transferred to the damaged/repaired structural member. An anchorage system that assures the effectiveness of the non-metallic (e.g., FRP) strengthening system is desirable for this application.
  • FRP fiber reinforced polymer
  • the anchorage system has been a significant challenge for each structural system that involves the use of non-metallic (e.g., FRP) tendons.
  • FRP non-metallic
  • these anchors are either expensive or difficult to fabricate.
  • non-metallic non-corrosive tendons would fit all the strength criteria if a suitable simple and effective anchorage system would be available. Accordingly, there is a need for an improved anchoring system that is affordable, simple, and effective enough to provide the capacity required for prestressing structural elements.
  • the invention relates to anchorage systems that hold structural reinforcing non- metallic tendons or rebars made of fiber reinforced polymers (FRP) or any non-metallic materials prestressed against any structural member.
  • FRP fiber reinforced polymers
  • the technologies proposed provide anchorage and locking systems for the tensioned tendon.
  • the present invention allows the non- metallic (e.g., FRP) tendons to fully utilize their high strength without premature failure.
  • An anchorage system for prestressing a non-metallic tendon (e.g., FRP) against a support member and a method of prestressing a non-metallic tendon against a support member are disclosed.
  • the anchorage system may include a dead-end assembly and a live-end assembly configured to be placed on opposite sides of the support member.
  • Each of the dead-end assembly and the live-end assembly may include a support sleeve affixed to a support plate and a hollow bolt removably coupled to an end of the support sleeve adjacent to the support plate.
  • each support sleeve may be perpendicular to a planar surface of the respective support plate, each support sleeve may have an interior that is configured to extend around a respective portion of the non-metallic tendon, each support sleeve may be configured to be affixed to the non-metallic tendon (e.g., FRP) using an expansive grout that extends therebetween, and each support sleeve may have one or more apertures extending into the respective interior that are configured to receive insertion of the grout therethrough.
  • FRP non-metallic tendon
  • Each hollow bolt may have a lumen configured to slidably receive a portion of the tendon therethrough with a clearance that is sufficiently close to prevent the expansive grout from leaking out of the lumen when the non-metallic tendon extends therethrough.
  • the anchorage system may also include a tensioning rod coupled to an end of the support sleeve of the live-end assembly that is remote from the respective support plate, and a removable support box extending around the support sleeve of the live-end assembly, the tensioning rod extending through an opening defined in the removable support box, the support box configured to be an abutment structure against which a jack may be placed.
  • the anchorage system may also include one or more slotted shim plates interposed between the support plate of the live-end assembly and a first confronting surface of the support member, the one or more slotted shim plates having a total width approximately equal to a length that the non-metallic tendon has been stretched from a relaxed state thereof.
  • the anchorage system may also include the non-metallic tendon and the expansive grout, the expansive grout affixing the non-metallic tendon to an inner surface of each of the support sleeves.
  • the end of the support sleeve of the live-end assembly may be threadedly coupled to an end of the tensioning rod.
  • the anchorage system may also include the support member, the non-metallic tendon extending through each of the support sleeves and either through a duct extending through the support member, or outside of and along an outer surface of the support member and coupled to the outer surface.
  • the support member may have a recess extending into a second confronting surface thereof adjacent to the support sleeve of the dead-end assembly, the hollow bolt of the deadend assembly positioned within the recess such that the support plate of the dead-end assembly is positioned flush with a second confronting surface of the support member.
  • the aperture of each support sleeve may have internal threads.
  • the anchorage system may also include removable bolts configured to be threadedly coupled to respective ones of the apertures.
  • the one or more slotted shim plates may be a plurality of shim plates each having a different thickness in a direction along the longitudinal axis of the support sleeve of the live-end assembly.
  • the method of prestressing a non-metallic tendon against a support member may include placing the non-metallic tendon extending either through a duct connecting opposite sides of the support member, or outside of and along an outer surface of the support member and coupled to the outer surface, and positioning a dead-end assembly and a live-end assembly on the opposite sides of the support member , each of the dead-end assembly and the live-end assembly having a support sleeve affixed to a support plate, a longitudinal axis of each support sleeve being perpendicular to a planar surface of respective support plate.
  • the method may also include feeding first and second ends of the non-metallic tendon into the support sleeve of the dead-end assembly and the support sleeve of the live-end assembly, respectively, so that an interior of each support sleeve extends around a portion of the non-metallic tendon.
  • the method may also include coupling a tensioning rod coupled to an end of the support sleeve of the live-end assembly that is remote from the respective support plate, and pouring an expansive grout into apertures extending into an interior of each of the support sleeves, the expansive grout extending around exposed portions of the non-metallic tendon within the interior of each of the support sleeves.
  • the method may also include curing the expansive grout so that the non-metallic tendon is affixed to the support sleeve of each of the live-end assembly and the dead-end assembly, and assembling a support box extending around the support sleeve of the live-end assembly, the tensioning rod extending through an opening defined in the removable support box.
  • the method may also include coupling a jack to the tensioning rod, an end surface of the support box serving as an abutment structure against which the jack is placed.
  • the method may also include a first pulling of the tensioning rod along the longitudinal axis of the support sleeve of the live-end assembly to stretch the non-metallic tendon by a first elongation length, the first pulling of the tensioning rod creating a first gap extending between the support plate of the live-end assembly and a first confronting surface of the support member.
  • the method may also include inserting one or more first slotted shim plates into the first gap, the one or more first shim plates having a first aggregate width approximately equal to the first elongation length that the non-metallic tendon has been stretched.
  • the method may also include a second pulling of the tensioning rod along the longitudinal axis of the support sleeve of the live-end assembly to further elongate/tension the non-metallic tendon by a second elongation length.
  • the second pulling of the tensioning rod creates a second gap extending between the one or more first slotted shim plates and either the support plate of the live-end assembly or the first confronting surface of the support member.
  • the method may also include inserting one or more second slotted shim plates into the second gap (i.e., the gap created by the elongation of the tendon) created after the second pulling is completed.
  • the one or more second shim plates having a second aggregate width approximately equal to the second elongation length that the non-metallic tendon has been stretched.
  • the second aggregate width may be less than the first aggregate width.
  • the end of the support sleeve of the live-end assembly may be threadedly coupled to an end of the tensioning rod.
  • the aperture of each support sleeve may have internal threads.
  • the method may also include threadedly coupling removable bolts to seal respective ones of the apertures after the pouring and before the curing.
  • the method may also include removing the removable bolts from the respective ones of the apertures after the curing period is completed.
  • the method may also include removably coupling a hollow bolt to an end of each support sleeve adjacent to the respective support plate, each hollow bolt having a lumen that slidably receives a portion of the non-metallic tendon therethrough with a clearance that is sufficiently close to prevent the expansive grout from leaking out of the lumen.
  • the support member may have a recess extending into a second confronting surface thereof adjacent to the support sleeve of the dead-end assembly.
  • the method may also include positioning the hollow bolt of the dead-end assembly within the recess such that the support plate of the dead-end assembly is positioned flush with the second confronting surface of the support member.
  • the first shim plate may be inserted into an open side of the support box, and a slot extending into the first slotted shim plate may be positioned around a portion of the non-metallic tendon.
  • the method may also include, after the inserting of the first slotted shim plate into the first gap, uncoupling the jack from the tensioning rod, uncoupling the tensioning rod from the end of the support sleeve of the live-end assembly, and removing the support box from the live- end assembly.
  • the non-metallic tendon may be made of a fiber reinforced polymer.
  • the non- metallic tendon may be a first non-metallic tendon.
  • the method may also include placing a second non-metallic tendon extending either through the duct or outside of and along an outer surface of the support member and coupled to the outer surface.
  • the curing step may affix the second non-metallic tendon to the support sleeve of each of the live-end assembly and the deadend assembly, and the first pulling of the tensioning rod may stretch the second non-metallic tendon by the first length.
  • the support member may be a concrete or steel beam, a girder, a slab, or any structural element that can uphold a tensioning force.
  • FIG. 1 shows a side view of an anchorage system, in accordance with aspects of the disclosure.
  • FIG. 2 shows an enlarged side view of the dead-end assembly of the anchorage system of FIG. 1.
  • FIG. 3 shows an enlarged side view of the dead-end assembly support sleeve of the anchorage system of FIG. 1.
  • FIG. 4 shows an enlarged side view of the live-end assembly of the anchorage system of FIG. 1.
  • FIG. 5 shows an enlarged side view of the live-end assembly support sleeve of the anchorage system of FIG. 1.
  • FIG. 6 shows an enlarged perspective view of the support box of the anchorage system of FIG. 1.
  • FIG. 7 shows an enlarged front view of one of the slotted shim plates of the anchorage system of FIG. 1.
  • FIG. 8 is a flow chart of a method of installing and tensioning the anchorage system of FIG. 1 onto the concrete beam of FIG. 1.
  • the invention provides an anchorage system technology for non-metallic prestressed tendons.
  • Disclosed is a simple anchorage system for non-metallic tendons to be prestressed against concrete structural members.
  • the anchors proposed can assure achieving the full strength of the tendons attached without any grip failure.
  • the non-metallic tendons can be easily un-tensioned anytime needed for any reason. The ability of the system to be un-tensioned makes it beneficial for performing maintenance.
  • an example anchorage system 10 is installed into a portion of a concrete element 5.
  • the anchorage systems 10 according to the invention may be installed into portions of many other types of support members, such as a metal support member, and the support member may have any other orientation relative to the ground, such as a 30° angle, a 45° angle, a 60° angle, or a horizontal angle parallel to the ground.
  • the anchorage system 10 has a non-metallic tendon 12 that is installed into a duct 6 extending through the concrete element 5.
  • the term “duct” may be a void extending through the concrete element 5, or the duct may comprise a surface (e.g., a cylindrical or box-shaped surface) that is disposed within a void extending through the concrete element.
  • the non-metallic tendon 12 may be made of a fiber reinforced polymer (FRP), for example, which may include fibers made of carbon, glass, or aramid. Although a single tendon 12 is shown installed into a single duct 6, that need not be the case.
  • FRP fiber reinforced polymer
  • a plurality of tendons 12 may be installed into a single duct 6, or the anchorage system 10 may have a plurality of tendons each installed into a respective duct.
  • the non-metallic tendon 12 is shown extending through a duct 6 extending through the concrete element 5, that need not be the case.
  • the non-metallic tendon may extend outside of and along an outer surface of the concrete element, and the non-metallic tendon may be coupled to the outer surface using one or more deviators, the deviators being configured to transfer stress from the non-metallic tendon to the concrete element.
  • the anchorage system 10 has a dead-end assembly 20 and a live-end assembly 30 that are configured to together apply a compressive force to the concrete element 5.
  • the dead-end assembly 20 has a support sleeve 21 that is affixed to a support plate 22.
  • the sleeve 21 and the support plate 22 may each be made of a high strength metal, such as a high strength steel.
  • the sleeve 21 and the support plate 22 may be welded to one another.
  • the sleeve 21 may be oriented perpendicularly to the support plate 22, such that a longitudinal axis of the sleeve may be perpendicular to a planar surface of the support plate.
  • the support plate 22 is configured to distribute force applied to the concrete element 5 over a wider surface area than the smaller cross section of the sleeve 21.
  • the sleeve 21 may define an interior 23 that is configured to extend around a portion of the non-metallic tendon 12.
  • the sleeve 21 may be affixed to the non-metallic tendon 12 using an expansive grout 14 that extends therebetween.
  • the grout 14 may be made of an epoxy or resin material.
  • the grout 14 may be configured to expand when it is dried, so that a lateral clamping force is applied from the sleeve 21 to the tendon 12, thereby permitting the sleeve to effectively “grip” the portion of the tendon that extends within the interior 23.
  • the grout 14 may occupy all of the interior 23 of the sleeve 21 that is not occupied by the tendon 12.
  • the sleeve 21 has first and second apertures 24 that are configured to be opened and closed by respective first and second bolts 24a and 24b. As can be seen in the enlarged FIG. 3, each of the apertures 24 may be threaded and configured to be placed in threaded engagement with a respective one of the first or second bolts 24a, 24b.
  • the expansive grout 14 may be injected into the interior 23 of the sleeve 21 through the apertures 24.
  • the sleeve 21 has opposite ends that are configured to be closed by first and second hollow bolts 25a, 25b. As can be seen in FIG. 3, each of the opposite ends of the sleeve 21 may be threaded and configured to be placed in threaded engagement with a respective one of the first or second hollow bolts 25a, 25b. Each of the hollow bolts 25a, 25b has a lumen 25 extending therethrough. Each lumen 25 is configured to slidably receive a portion of the tendon 12 therethrough with a close clearance, so that the expansive grout 14 can not leak out of the sleeve 21 through the lumens 25.
  • the support plate 22 is configured to be positioned flush with a confronting surface of the concrete element 5.
  • the concrete element 5 may have a recess 7 that is sized to receive the second hollow bolt 25b therein.
  • the live-end assembly 30 has a support sleeve 31 that is affixed to a support plate 32.
  • the sleeve 31 and the support plate 32 may each be made of a high strength metal, such as a high strength steel.
  • the sleeve 31 and the support plate 32 may be welded to one another.
  • the sleeve 31 may be oriented perpendicularly to the support plate 32, such that a longitudinal axis of the sleeve may be perpendicular to a planar surface of the support plate.
  • the support plate 32 is configured to distribute force applied to the concrete element 5 over a wider surface area than the smaller cross section of the sleeve 31.
  • the sleeve 31 may define an interior 33 that is configured to extend around a portion of the non-metallic tendon 12.
  • the sleeve 31 may be affixed to the non-metallic tendon 12 using the expansive grout 14 that extends therebetween.
  • the grout 14 may be configured to expand when it is dried, so that a lateral clamping force is applied from the sleeve 31 to the tendon 12, thereby permitting the sleeve to effectively “grip” the portion of the tendon that extends within the interior 33.
  • the grout 14 may occupy all of the interior 33 of the sleeve 21 that is not occupied by the tendon 12.
  • the sleeve 31 has first and second apertures 34 that are configured to be opened and closed by respective first and second bolts 34a and 34b. As can be seen in the enlarged FIG. 5, each of the apertures 34 may be threaded and configured to be placed in threaded engagement with a respective one of the first or second bolts 34a, 34b.
  • the expansive grout 14 may be injected into the interior 33 of the sleeve 31 through the apertures 34.
  • the sleeve 31 has opposite ends that are configured to be closed by a hollow bolt 36a and a tensioning rod 16. As can be seen in FIG. 5, each of the opposite ends of the sleeve 31 may be threaded, with the end adjacent to the concrete element 5 configured to be placed in threaded engagement with the hollow bolt 36a, and with the end 35 remote from the concrete element configured to be placed in threaded engagement with the tensioning rod 16.
  • the hollow bolt 36a has a lumen 36 extending therethrough.
  • the lumen 36 is configured to slidably receive a portion of the tendon 12 therethrough with a close clearance, so that the expansive grout 14 can not leak out of the sleeve 31 through the lumen 36.
  • the live-end assembly 30 has a removable support box 40 extending around the sleeve 31 and one or more slotted shim plates 50 occupying a space between the support plate 32 and a confronting surface of the concrete element 5.
  • the support box 40 has an opening 41 therein configured to receive insertion of an end of the tensioning rod 16 therethrough.
  • the support box 40 has two open sides 42 that are configured to receive the shim plates 50 therein.
  • the support box 40 is shown as having two open sides 42, in other examples, the support box may have only a single open side configured to receive the shim plates therein.
  • the support box 40 may be made of high strength steel.
  • the one or more slotted shim plates 50 each have a flat shape with a recess 52 extending therein, the recess being configured to extend around a portion of the non-metallic tendon 12 that extends between the support plate 32 and a confronting surface of the concrete element 5.
  • the one or more slotted shim plates 50 are configured to maintain tension in the tendon 12 after the tendon has been stretched by pulling the tensioning rod 16 away from the concrete element 5.
  • the shim plates 50 may be made of high strength steel.
  • the total width W of the one or more slotted shim plates 50 will be approximately equal to the length that the tendon 12 has been stretched by the tensioning rod 16 during tensioning of the anchorage system 10.
  • Each individual shim plate 50 may have any thickness, and the thicknesses of the shim plates may be the same as one another, or they may vary in thickness as shown in FIGS. 1 and 4, depending on the elongation required in the tensioned tendon 12.
  • the support box 40 is shown as having a substantially square cross section, this need not be the case.
  • the support box 40 may have any cross-sectional shape, as long as the support box can at least partially surround the sleeve 31, so that the support box may serve as an abutment structure against which to place a jack that is configured to pull the tensioning rod 16 (the process of which will be explained below).
  • the shim plates 50 are shown as having a shape that is a portion of a square and that corresponds to the shape of the interior of the support box 40, this need not be the case.
  • the shim plates 50 may have any cross-sectional shape, and the recess 52 may have any shape, as long as a portion of the tendon 12 can fit into the recess, and as long as the shim plates can fit into the open sides 42 of the support box 40.
  • FIG. 8 illustrates a flow chart 100 showing an example deployment of the anchorage system 10.
  • the method of installing the anchorage system 10 includes two processes.
  • the first process is bonding the non-metallic tendons 12 to the support sleeves 21 and 31, and the second process is securing the force in the tensioned non-metallic tendons using the slotted shim plates 50.
  • Both processes presented offer a system for non-metallic tendons 12 that anchors the tendons, secures the tensioning force, and is simple and affordable compared to the systems available in the market or proposed by other researchers.
  • the anchorage system 10 allows for destressing tendons after tensioning for any reason such as maintenance and can be applied on metallic (steel) and non-metallic (FRP) strands.
  • the duct 6 may be formed extending through the concrete element 5, and the recess 7 that is sized to receive the second hollow bolt 25b therein may be formed extending into the concrete element.
  • the non-metallic tendon 12 may be inserted through the duct 6, with sufficient length on both sides of the concrete element 5 to extend through the sleeves 21 and 31.
  • the support sleeves 21 and 31 may be assembled onto opposite ends of the non-metallic tendon 12.
  • the hollow bolts 25a and 25b may be tightened, and the non-metallic tendon 12 may be passed through the lumen 25 of each of the hollow bolts.
  • the hollow bolt 36a may be tightened, and the non-metallic tendon 12 may be passed through the lumen 36 of the hollow bolt.
  • the tensioning rod 16 may be threaded onto the end 35 of the support sleeve 31.
  • the non-metallic tendon 12 may be pretensioned with a small force ( ⁇ 5 kips) to keep it aligned until the grout 14 starts to cure.
  • the grout 14 may be poured into the interiors 23 and 33 of the support sleeves 21 and 31 through the apertures 24 and 34, so that the grout occupies the space between the tendon 12 and inner surfaces of the support sleeves.
  • the apertures 24 and 34 may be closed with the bolts 24a, 24b, 34a, and 34b.
  • the grout 14 may be permitted to cure and expand, so that the tendon 12 is affixed to inner surfaces of each of the support sleeves 21 and 31.
  • the bolts 24a, 24b, 34a, and 34b may be removed from the apertures 24 and 34, to avoid interference with the tensioning process.
  • the support box 40 may be placed over the live-end assembly support sleeve 31, so that the tensioning rod 16 extends out of the opening 41.
  • the support box 40 functions to secure a gap between the concrete element 5 and the support plate 32 for the slotted plates 50 to be installed until the desired strength is achieved.
  • a hydraulic jack may be attached to the tensioning rod 16 and pulled in a longitudinal direction of the tendon 12 to stretch the tendon.
  • the jack may press against an end surface of the support box 40 while pulling the tensioning rod 16 to stretch the tendon 12.
  • the support box 40 will apply pressure onto the concrete element 5 that makes the tendon 12 elongate in the opposite direction, and a gap will appear between the support plate 32 and a confronting surface of the concrete element.
  • one or more first shim plates 50 may be inserted into the support box 40 and placed around the tendon between the support plate 32 and a confronting surface of the concrete element 5.
  • the tensioning rod 16 may be pulled again in the longitudinal direction of the tendon 12 to further stretch the tendon.
  • one or more second shim plates 50 may be inserted into the support box 40 and placed around the tendon between the support plate 32 and a confronting surface of the concrete element 5. The second shim plates 50 may be placed adjacent to the first shim plates.
  • each successively added shim plate 50 or group of shim plates 50 may have a smaller thickness than the previously placed one, although that need not be the case.
  • the steps of blocks 121 and 122 may be repeated until the desired pretensioning force or elongation length of the tendon 12 is achieved.
  • the jack may be removed from the tensioning rod 16, the tensioning rod may be removed from the end 35 of the support sleeve 31, and the support box 40 may be removed from the support sleeve.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Chemical & Material Sciences (AREA)
  • Chemical Kinetics & Catalysis (AREA)
  • Electrochemistry (AREA)
  • Mechanical Engineering (AREA)
  • Reinforcement Elements For Buildings (AREA)

Abstract

L'invention concerne un système d'ancrage permettant la précontrainte d'une armature de précontrainte non métallique (par exemple, FRP) contre un élément de support qui peut comprendre un ensemble d'extrémités libre et un ensemble d'extrémités sous contrainte conçu pour être placé sur des côtés opposés de l'élément de support, chaque ensemble comportant un manchon de support fixé à une plaque de support. Le système d'ancrage peut également comprendre une tige de mise en tension accouplée à une extrémité du manchon de support de l'ensemble d'extrémités sous contrainte qui est éloignée de la plaque de support respective, et un boîtier de support amovible s'étendant autour du manchon de support de l'ensemble d'extrémités sous contrainte, la tige de mise en tension s'étendant à travers une ouverture définie dans le boîtier de support amovible, le boîtier de support étant conçu pour être une structure de butée contre laquelle un vérin peut être placé. Le système d'ancrage peut également comprendre une ou plusieurs plaques de cale à fentes interposées entre la plaque de support de l'ensemble d'extrémités sous contrainte et une première surface opposée de l'élément de support.
PCT/US2023/015477 2022-03-31 2023-03-17 Système d'ancrage permettant la précontrainte d'armatures de précontrainte non métalliques Ceased WO2023192035A1 (fr)

Priority Applications (1)

Application Number Priority Date Filing Date Title
US18/852,241 US20250207396A1 (en) 2022-03-31 2023-03-17 Anchorage System For Prestressing Non-Metallic Tendons

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
US202263325894P 2022-03-31 2022-03-31
US63/325,894 2022-03-31

Publications (1)

Publication Number Publication Date
WO2023192035A1 true WO2023192035A1 (fr) 2023-10-05

Family

ID=88203397

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/US2023/015477 Ceased WO2023192035A1 (fr) 2022-03-31 2023-03-17 Système d'ancrage permettant la précontrainte d'armatures de précontrainte non métalliques

Country Status (2)

Country Link
US (1) US20250207396A1 (fr)
WO (1) WO2023192035A1 (fr)

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US6571518B1 (en) * 1998-08-06 2003-06-03 Anthony Donald Barley Ground anchorage
EP1659232A1 (fr) * 2004-11-22 2006-05-24 Centre D'etudes Et De Recherches De L'industrie Du Beton Elément en béton précontraint, procédé de réalisation d'un élément en béton précontraint et tube de frettage pour la réalisation d'un élément en béton précontraint
FR2811002B1 (fr) * 2000-06-29 2007-12-21 Lefevre Sa M Procede et systeme de mise en traction d'un dispositif de renforcement de structure
US20170275881A1 (en) * 2016-03-25 2017-09-28 Felix Sorkin Anchor
US20190383016A1 (en) * 2017-03-07 2019-12-19 China University Of Mining And Technology Apparatus for prestressing concrete floor of inclined shaft wall

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US6571518B1 (en) * 1998-08-06 2003-06-03 Anthony Donald Barley Ground anchorage
FR2811002B1 (fr) * 2000-06-29 2007-12-21 Lefevre Sa M Procede et systeme de mise en traction d'un dispositif de renforcement de structure
EP1659232A1 (fr) * 2004-11-22 2006-05-24 Centre D'etudes Et De Recherches De L'industrie Du Beton Elément en béton précontraint, procédé de réalisation d'un élément en béton précontraint et tube de frettage pour la réalisation d'un élément en béton précontraint
US20170275881A1 (en) * 2016-03-25 2017-09-28 Felix Sorkin Anchor
US20190383016A1 (en) * 2017-03-07 2019-12-19 China University Of Mining And Technology Apparatus for prestressing concrete floor of inclined shaft wall

Also Published As

Publication number Publication date
US20250207396A1 (en) 2025-06-26

Similar Documents

Publication Publication Date Title
US5671572A (en) Method for externally reinforcing girders
US8316495B2 (en) Method to compress prefabricated deck units with external tensioned structural elements
US20110138549A1 (en) Method to Compress Prefabricated Deck Units By Tensioning Supporting Girders
CN105612297B (zh) 用于建造由预制混凝土元件组成的结构的方法及相关结构
US11186991B2 (en) Early warning device and ductility control method for prestressed FRP reinforced structure
EP1076742A2 (fr) Procede et dispositif pour l'ancrage de support du type appui d'extremite dans un systeme de consolidation externe en precontraint
CN114293709B (zh) 一种双重预应力梁及其施工方法
Casadei et al. Strengthening of impacted prestressed concrete bridge I-girder using prestressed near surface mounted C-FRP bars
US20120222375A1 (en) Method to Compress Prefabricated Deck Units by Tensioning Elements at Intermediate Supports
KR100414448B1 (ko) 콘크리트 구조물 보수용 보강재 및 그것을 이용한콘크리트 구조물의 보수·보강공법
JP2528432B2 (ja) 中空ｐｃ鋼棒を使用したコンクリ―ト構造物の補強方法
US20250207396A1 (en) Anchorage System For Prestressing Non-Metallic Tendons
JP2003138523A (ja) 張弦桁橋の構築方法
JP2003313826A (ja) プレテンション方式ｆｒｐ緊張材によるコンクリート橋桁の補強方法及び補強構造
JP7186669B2 (ja) コンクリート床版及びコンクリート床版の補修方法
KR200302128Y1 (ko) 재긴장이 가능한 프리스트레스트 프리플렉스 강합성빔
KR20200004129A (ko) 프리텐션을 이용한 콘크리트 구조물 보강 방법
CN113738150A (zh) 一种提升既有钢筋混凝土梁抗弯强度的方法
CN216690082U (zh) 一种双重预应力梁
CN214942706U (zh) 一种预应力碳纤维板张拉套件
CN213449605U (zh) 一种可双张拉预应力碳纤维板的锚具系统
US20220186759A1 (en) Fiber-Reinforced Polymer Anchors and Connectors For Repair and Strengthening of Structures Configured for Field Testing, and Assemblies for Field Testing the Same
CN210946497U (zh) 一种带预应力索鞍结构的斜拉桥分段拉索体系
CN222771303U (zh) 一种用于抗拉构件补强的环向预应力构件
FI4223949T3 (fi) Esivalmistettujen elementtien kuivaliitosjärjestelmä

Legal Events

Date Code Title Description
121 Ep: the epo has been informed by wipo that ep was designated in this application

Ref document number: 23781570

Country of ref document: EP

Kind code of ref document: A1

WWE Wipo information: entry into national phase

Ref document number: 18852241

Country of ref document: US

NENP Non-entry into the national phase

Ref country code: DE

122 Ep: pct application non-entry in european phase

Ref document number: 23781570

Country of ref document: EP

Kind code of ref document: A1

WWP Wipo information: published in national office

Ref document number: 18852241

Country of ref document: US