EP1129263B1 - Tension force adjustable prestressed girder - Google Patents

Tension force adjustable prestressed girder Download PDF

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Publication number
EP1129263B1
EP1129263B1 EP99944909A EP99944909A EP1129263B1 EP 1129263 B1 EP1129263 B1 EP 1129263B1 EP 99944909 A EP99944909 A EP 99944909A EP 99944909 A EP99944909 A EP 99944909A EP 1129263 B1 EP1129263 B1 EP 1129263B1
Authority
EP
European Patent Office
Prior art keywords
girder
tension
bridge
steel wires
building
Prior art date
Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
Expired - Lifetime
Application number
EP99944909A
Other languages
German (de)
English (en)
French (fr)
Other versions
EP1129263A1 (en
Inventor
Man Yop Han
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.)
Interconstec Co Ltd
Original Assignee
Interconstec Co Ltd
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Filing date
Publication date
Application filed by Interconstec Co Ltd filed Critical Interconstec Co Ltd
Publication of EP1129263A1 publication Critical patent/EP1129263A1/en
Application granted granted Critical
Publication of EP1129263B1 publication Critical patent/EP1129263B1/en
Anticipated expiration legal-status Critical
Expired - Lifetime legal-status Critical Current

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E04—BUILDING
    • E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
    • E04C3/00—Structural elongated elements designed for load-supporting
    • E04C3/02—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces
    • E04C3/20—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members
    • E04C3/26—Joists; Girders, trusses, or trusslike structures, e.g. prefabricated; Lintels; Transoms; Braces of concrete or other stone-like material, e.g. with reinforcements or tensioning members prestressed
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D22/00—Methods or apparatus for repairing or strengthening existing bridges ; Methods or apparatus for dismantling bridges

Definitions

  • This invention relates to prestressed girders.
  • the height of a girder which is long in span is relatively high such that the girder itself is 2.00 m - 3.00 m high.
  • Such a fact entails an increase in the height of an upper deck of an overpass so that, to secure a longitudinal alignment of the overpass matching the designed vehicle speed, the length of the overpass becomes longer, thus raising the construction costs.
  • to lower the height of the girder as low as possible is inevitably needed for improving the usability and the economic value of the girder.
  • Figure 1 of the accompanying diagrammatic drawings is a perspective view to show the general structure of a bridge. As shown in the drawing, a plurality of I-type girders 12 are installed on a column 10. An upper deck slab (not shown) is installed on the girders 12 of the bridge.
  • FIG. 2 of the accompanying diagrammatic drawings is a sectional view showing a girder in which steel wires are arranged according to conventional technology.
  • a girder 20 consists of a body portion 22, an upper flange 28, and a lower flange 24.
  • a plurality of steel wires 26 are built in the body portion 22 in the lengthwise direction.
  • An upper deck of a bridge is installed on the upper flange 28 and the bottom surface of the lower flange 24 is supported by a column 10 (as in Figure 1).
  • Preferred embodiments of the present invention aim to provide prestressed girders in which a tension force can be adjusted to easily increase a load-resisting force of a bridge or building, when excessive sagging or cracks are generated in a girder due to long-term use or when there is a need to increase the load-resisting force of the bridge or building without damaging the bridge or building.
  • a girder comprising an upper flange for supporting an upper deck of a bridge or building, a body portion and a lower flange, said girder being prestressed by tension steel wires provided in a lengthwise direction of said girder and tensioned to compensate for a load-resisting force:
  • non-tension wire means a wire that is installed initially with zero or small tension, for tensioning at a later time in order to augment the tension of wires that were installed initially under significant tension.
  • the girder further comprises a cut-open portion at a predetermined portion in the lengthwise direction of said girder and a coupling member installed at said cut-open portion for coupling ends of said steel wires of which opposite ends are fixed at end portions of said girder.
  • said coupling member comprises a support member having holes formed therein through which respective ends of said steel wires penetrate, and wedges inserted between said steel wires and said support member.
  • one end of the or each said non-tension steel wire is exposed at a respective end portion of said girder to apply a tension force.
  • the arrangement is such that the load-resisting force of said bridge or building can be increased by tensioning the or each said non-tension steel wire during construction of said girder and/or after the construction thereof.
  • the tension force of the or each said non-tension steel wire may be adjusted during or after slab casting and, after construction, the tension force of the or each said non-tension steel wire may be adjusted while said bridge or building is being used.
  • the present invention can be applied to any type of girder regardless of the shape of the section of the girder such as an I-type girder or a bulb T-type girder, the I-type girder is described in the below preferred embodiment.
  • a girder 40 includes an upper flange 28, a lower flange 24, and a body portion 22.
  • One or more tension steel wires 26 and non-tension steel wires 27 are built in and across the lower portion of the body portion 22 and the lower flange 24 of the girder 40 in the lengthwise direction of the girder 40.
  • the non-tension steel wires 27 are built in the lower flange 28 horizontally parallel to each other, as shown in Figure 3A.
  • the upper flange 28 is provided above the body portion 22 in the lateral direction in the section of the girder 40 and an upper deck (not shown) of a bridge is installed on the upper flange 28.
  • the lower flange 24 is provided below the body portion 22 in the lateral direction in the section of the girder 40 and the bottom surface thereof is supported by a column (not shown).
  • Figure 3B shows the arrangement of steel wires according to another preferred embodiment of the present invention.
  • a plurality of non-tension steel wires 27a are provided in the lengthwise direction of the girder 40 outside the lower portion of the body portion 22.
  • the non-tension steel wires 27a have the same function as that of an additional non-tension steel wire 27 provided in the lower flange 24. That is, after a bridge is constructed, sagging of the girder 40 is compensated for by tensioning the non-tension steel wires 27a. Also, the non-tension steel wires 27a can be more easily installed compared to a case of being installed inside the lower flange 24.
  • Figure 4A shows the arrangement of the steel wires at the end portion of the girder of Figure 3A.
  • the tension steel wires 26 and the non-tension steel wires 27 concentrated at the lower portion of the girder 40 are distributed throughout the entire sectional portion of the girder 40. That is, the steel wires are evenly distributed symmetrically in the girder 40 in the vertical and horizontal directions (as seen) so that the tension forces in the tension steel wires 26 and the non-tension steel wires 27 can be evenly distributed throughout the entire portion of the girder 40.
  • Figure 4B shows the arrangement of the steel wires at the end portion of the girder shown in Figure 3B.
  • the tension steel wires 26 and the non-tension steel wires 27 and 27a concentrated at the lower portion of the girder as shown in Figure 3B are evenly distributed symmetrically with respect to the girder 40 in the vertical and horizontal directions (as seen) so that the tension forces in the tension or non-tension steel wires 26, 27 or 27a are evenly distributed throughout the entire portion of the girder 40.
  • FIG 5 shows the arrangement of the steel wires in the lengthwise direction in the girder of Figure 3A and a cut-open portion 36 located in the middle of the girder.
  • the tension steel wires 26 and the non-tension steel wires 27 provided inside the girder 40 are concentrated in the lower portion at the middle portion of the girder 40 and evenly distributed throughout the entire sectional portion of the girder 40 at both end portions of the girder 40.
  • the tension and non-tension steel wires 26 and 27 are fixed at both ends of the girder 40 by a fixing means 32 which is an anchoring device.
  • the fixing means 32 is covered with concrete (not shown) after the girder 40 is constructed.
  • the girder is provided with a cut-open portion 36 for adjusting the tension force of the non-tension steel wires 27 at the middle portion of the girder or at another appropriate position.
  • the cut-open portion 36 is used as a space for accommodating a coupling member of the non-tension steel wires 27. That is, the cut-open portion 36 is used as a working space for adjusting the tension force of the non-tension steel wires 27 later.
  • one or more non-tension steel wire 27 and 27a installed inside or outside the girder 40 is additionally tensioned for reinforcement.
  • the additional tensioning work for the non-tension steel wires 27 and 27a is performed using a hydraulic jack.
  • the tension forces of the non-tension steel wires 27 and 27a are adjusted during or after slab casting and after construction, the tension force is adjusted while the bridge is in use. That is, in the case of a continuous bridge, re-tensioning can be performed before slab casting. However, in this example, the re-tensioning is performed shortly after the slab casting before slab concrete is hardened to prevent application of a tension force on the slab.
  • Figure 6 shows a preferred embodiment of fixing a steel wire at the end portion of a girder.
  • the steel wire 26 is anchored using a support member 50 as an anchoring device.
  • the steel wire 26 is inserted into a hole formed at the centre of the support member 50 at one end of the girder 40.
  • a plurality of wedges 52 are inserted between the steel wire 26 and the support member 50.
  • the steel wire 26 is tensioned by a hydraulic jack and the tensioned steel wire 26 is fixed by the wedges 52.
  • Figure 7 shows steel wires 26 coupled by a coupling member 62 as a preferred embodiment of a steel wire connection in cut-open portion 36.
  • the cut-open portion 36 is formed in the middle of the bottom surface of the girder 40 in the lengthwise direction.
  • the steel wires 26 fixed at both ends of the girder 40 are connected to the coupling member 62 such that forces in different directions are applied.
  • the tension steel wires 26 connected at the coupling member 62 are connected using the support members 50 and the wedges 52 as shown in Figure 6.
  • a coupling member such as 62 is provided at cut-open portion 36 for connecting together and adjusting the tension force of the non-tension steel wires 27.
  • the non-tension steel wires 27 connected to each other by the coupling member 62 are tensioned and fixed by using the wedges 52 so that the tension forces of the tension steel wires 26 can be maintained.
  • a tension force to the non-tension steel wires 27 and 27a provided at left and right sides of the girder 40, bending of the girder 40 to the left or right can be compensated for.
  • steel wires 26 and 27 are connected by the coupling member 62 to be capable of moving to a degree, while steel wires installed outside the girder 40 are not tensioned at all or tensioned by a small tension force so as to increase the tension forces of the steel wires later.
  • adjustable tension forces adjustable can be applied to other prestressed concrete structures such as buildings.
  • I-type girders have been described above with respect to preferred embodiments, other embodiments of the present invention can be applied to any type of girder regardless of the shape of the section of the girder - such as a bulb T-type girder, for example.
  • cracks and sagging of a bridge generated due to long-term deterioration, creep or overload can be corrected by additionally tensioning steel wires installed internally or externally at a girder of the bridge.
  • tensioning steel wires installed internally or externally at a girder of the bridge.

Landscapes

  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)
  • Rod-Shaped Construction Members (AREA)
  • Adhesives Or Adhesive Processes (AREA)
  • Polyurethanes Or Polyureas (AREA)
EP99944909A 1998-11-07 1999-09-20 Tension force adjustable prestressed girder Expired - Lifetime EP1129263B1 (en)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
KR9847661 1998-11-07
KR1019980047661A KR100301431B1 (ko) 1998-11-07 1998-11-07 긴장력조정이가능한프리스트레스트콘크리트거더
PCT/KR1999/000567 WO2000028168A1 (en) 1998-11-07 1999-09-20 Tension force adjustable prestressed girder

Publications (2)

Publication Number Publication Date
EP1129263A1 EP1129263A1 (en) 2001-09-05
EP1129263B1 true EP1129263B1 (en) 2004-02-04

Family

ID=19557479

Family Applications (1)

Application Number Title Priority Date Filing Date
EP99944909A Expired - Lifetime EP1129263B1 (en) 1998-11-07 1999-09-20 Tension force adjustable prestressed girder

Country Status (15)

Country Link
EP (1) EP1129263B1 (uk)
JP (1) JP2003501568A (uk)
KR (1) KR100301431B1 (uk)
CN (1) CN1115451C (uk)
AT (1) ATE259020T1 (uk)
AU (1) AU750126B2 (uk)
BR (1) BR9915041A (uk)
CA (1) CA2349855C (uk)
DE (1) DE69914621T2 (uk)
ES (1) ES2217805T3 (uk)
RU (1) RU2213187C2 (uk)
TR (1) TR200101267T2 (uk)
UA (1) UA70968C2 (uk)
WO (1) WO2000028168A1 (uk)
ZA (1) ZA200103608B (uk)

Families Citing this family (17)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20010036486A (ko) * 1999-10-08 2001-05-07 박상일 다단계 긴장식 프리스트레스트 거더의 설계 방법 및 거더의 제조방법
KR100427405B1 (ko) * 2001-03-07 2004-04-17 박재만 피에스에스씨 합성거더
KR20020071611A (ko) * 2001-03-07 2002-09-13 박재만 피에스에스 빔
KR100466429B1 (ko) * 2001-09-28 2005-01-13 허진구 외부긴장이 가능한 ｐｓｃ거더
KR20040049590A (ko) * 2002-12-06 2004-06-12 한국과학기술원 다단 타설 긴장식 프리스트레스트 거더
WO2006007659A1 (en) * 2004-07-21 2006-01-26 S2 Holdings Pty Limited Building methods
US20080092481A1 (en) 2004-07-21 2008-04-24 Murray Ellen Building Methods
KR100950027B1 (ko) 2009-12-04 2010-03-29 영창중공업 주식회사 교량용 합성거더
KR101263305B1 (ko) 2011-10-25 2013-05-10 김상운 교량 상판의 보정구조
KR101265544B1 (ko) 2012-05-15 2013-05-20 주식회사 장헌산업 디본딩 방식을 적용한 프리텐션 피에스씨 ｉ형 거더
CN103147537B (zh) * 2013-03-05 2016-08-03 哈尔滨工程大学 一种弯曲承载钢梁
CH706630B1 (de) * 2013-05-14 2013-12-31 S & P Clever Reinforcement Company Ag Verfahren zum Vorspannen eines Stahlbauwerkes sowie damit vorgespanntes Stahlbauwerk.
KR101682923B1 (ko) 2016-06-15 2016-12-06 주식회사 노빌테크 채널형 프리스트레스트 거더의 제작방법 및 이에 의해 제작된 거더를 이용한 교량의 시공방법
CN106758873A (zh) * 2016-11-11 2017-05-31 太原理工大学 一种穿心式预应力加强横隔板与主梁连接的方法
RU2669595C1 (ru) * 2017-11-27 2018-10-12 Общество с ограниченной ответственностью "НПП СК МОСТ" Способ усиления пролетного строения мостового сооружения с изменением поперечного сечения
RU2677188C1 (ru) * 2018-02-26 2019-01-15 Федеральное государственное бюджетное образовательное учреждение высшего образования "Петербургский государственный университет путей сообщения Императора Александра I" Предварительно напряженная сталебетонная балка
CN113324848B (zh) * 2021-05-20 2022-07-15 山东大学 一种沥青混合料小梁试件低温弯曲应变试验方法

Family Cites Families (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US4604003A (en) * 1983-02-22 1986-08-05 Francoeur Ronald A Method and apparatus for retensioning prestressed concrete members
US4831800A (en) * 1987-06-24 1989-05-23 Nedelcu Lucian I Beam with an external reinforcement system
US5313749A (en) * 1992-04-28 1994-05-24 Conner Mitchel A Reinforced steel beam and girder
US5671572A (en) * 1994-02-11 1997-09-30 Siller-Franco; Jose Luis Method for externally reinforcing girders
KR100261556B1 (ko) * 1997-12-31 2000-07-15 박재만 프리스트레스 구조물의 재긴장장치

Also Published As

Publication number Publication date
KR19990078494A (ko) 1999-11-05
CN1115451C (zh) 2003-07-23
CA2349855A1 (en) 2000-05-18
AU5763399A (en) 2000-05-29
DE69914621D1 (de) 2004-03-11
ATE259020T1 (de) 2004-02-15
CA2349855C (en) 2004-12-14
RU2213187C2 (ru) 2003-09-27
EP1129263A1 (en) 2001-09-05
CN1331773A (zh) 2002-01-16
DE69914621T2 (de) 2004-09-23
ES2217805T3 (es) 2004-11-01
KR100301431B1 (ko) 2001-10-29
JP2003501568A (ja) 2003-01-14
UA70968C2 (uk) 2004-11-15
BR9915041A (pt) 2002-06-04
AU750126B2 (en) 2002-07-11
ZA200103608B (en) 2002-08-15
WO2000028168A1 (en) 2000-05-18
TR200101267T2 (tr) 2002-03-21

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