EP0454562A1 - Brücke mit einer Fahrbahn und mindestens zwei Pylonen und Verfahren zu deren Bau - Google Patents

Brücke mit einer Fahrbahn und mindestens zwei Pylonen und Verfahren zu deren Bau Download PDF

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Publication number
EP0454562A1
EP0454562A1 EP91401066A EP91401066A EP0454562A1 EP 0454562 A1 EP0454562 A1 EP 0454562A1 EP 91401066 A EP91401066 A EP 91401066A EP 91401066 A EP91401066 A EP 91401066A EP 0454562 A1 EP0454562 A1 EP 0454562A1
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EP
European Patent Office
Prior art keywords
deck
central part
pylons
pylon
shrouds
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.)
Withdrawn
Application number
EP91401066A
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English (en)
French (fr)
Inventor
Jean Muller
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.)
Societe Centrale dEtudes et de Realisations Routieres Scetauroute
Original Assignee
Societe Centrale dEtudes et de Realisations Routieres Scetauroute
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 Societe Centrale dEtudes et de Realisations Routieres Scetauroute filed Critical Societe Centrale dEtudes et de Realisations Routieres Scetauroute
Publication of EP0454562A1 publication Critical patent/EP0454562A1/de
Withdrawn legal-status Critical Current

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    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D11/00—Suspension or cable-stayed bridges
    • E01D11/04—Cable-stayed bridges

Definitions

  • the present invention relates to a bridge, in particular a very large span bridge, of the type comprising an apron, at least two pylons and a certain number of cables or shrouds connecting the top of the pylons to the apron to support the latter.
  • the deck is suspended from multiple stay cables distributed uniformly along its length, generally roughly symmetrical on either side of each pylon.
  • the vertical loads of the deck break down into a traction supported by the shrouds and a compression supported by the deck.
  • the shroud tensions are generally chosen so that the reaction imposed on the pylon is vertical, so that the compressions in the deck are balanced on either side of the pylon.
  • the height of the pylons can be chosen much greater than for suspension bridges: 1/5 to 1 / 4.5 of the free span, so that the cost of the guying is reduced while increasing the rigidity of the structure.
  • the anchor blocks are no longer necessary, which represents a considerable saving in the total cost of the structure.
  • the deck is now subjected to significant compression forces which must be taken into account in the calculations.
  • the limit span of a cable-stayed bridge is between 1000 and 1500 m; it is determined by the exhaustion of the compression resistance of the deck under the effect of the axial force (to which are obviously added the various thermal effects as well as the flexions created by the passage of overloads).
  • the cable-stayed bridge In its field of application, the cable-stayed bridge is more rigid than a suspension bridge and significantly more economical. This intrinsic advantage is confirmed by the fact that for 20 years, cable-stayed bridges have been built 10 times more than suspension bridges in the area of free spans from 200 to 800 m.
  • the bridge also includes a short middle part, which is supported, thanks to vertical or oblique lines by a suspension cable, which joins the same anchors at the ends of the bridge. There may be partial overlap between this "suspended" part and the adjacent guyed part.
  • the horizontal forces resulting from the action of the weight of the bulkhead on the shrouds and the lines are balanced by a compressive force in the guyed parts of the bulkhead, a tensile force in the middle part of the bulkhead, and a tensile force in the suspension cable.
  • One can, for example, calculate the lengths of the parts of the bridge so that these three forces are equal.
  • CH-A-447 247 to support the central part of the span exclusively by anchored stay cables, on the one hand in anchor blocks located beyond the deck and deflected in the upper part of the pylons, and on the other hand towards the ends of the central part.
  • This central part is then subjected, between the shrouds deflected by a pylon and those which are deflected by the other, to a significant tensile stress, which limits the dimensions that it is possible to give it.
  • the object of the present invention is to eliminate such difficulties and thus to open the cable-stayed bridges formerly reserved for suspension bridges to multiple cable-stayed bridges.
  • the invention consequently provides a bridge comprising an apron and at least two pylons, the part of the apron which extends on either side of each pylon. being supported by shrouds, anchored on the deck and stretched between their anchor points on the deck and points located at the top of the pylon or distributed over the height thereof, the longitudinal compressions in this part of the deck which result from the tension of the shrouds being balanced more or less on either side of the pylon, the deck further comprising a central part located approximately equidistant from two successive pylons and which is supported exclusively from these two pylons by shrouds anchored on the one hand in this central part of the deck and on the other hand on one or the other of two anchor blocks external to the deck, and each deflected at the top of the pylon located between said central part and said anchor block, which has the particularity that the central zone of the deck is subjected to an axial prestress, calculated to at least partially compensate for the tensile stress at which
  • the shrouds have a discontinuity at the level of a pylon, and consist, for example, of a part anchored on the deck and on the pylon, and of a part anchored on the pylon and on the anchor block.
  • the part of the pylon which connects these two anchor points ensures the continuity of the transmission of forces, and can therefore be considered as part of the stay.
  • the prestressing is calculated to substantially balance the maximum tension load at mid-distance between the pylons.
  • the zone subjected to prestressing corresponds, in a simple way, to the central part mentioned above.
  • a slightly longer prestressed area would further reduce the compression stress in line with the pylons, where it is greatest, but it would cause an imbalance which would have to be compensated for, for example by exerting traction on the deck to go anchor beds
  • the symmetrical shrouds of the family of shrouds intended to support this central portion are balanced two by two, by connecting these shrouds together by tie rods fixed close to their anchor point on the deck.
  • Figure 1 is a schematic view, in elevation, of a suspension bridge.
  • Figure 2 is a schematic view, in elevation, of a conventional cable-stayed bridge.
  • Figure 3 is a diagram of the axial stresses of the bridge deck of Figure 2.
  • Figure 4 is a schematic elevation view of a cable-stayed mixed suspension bridge.
  • Figure 5 is a detail view of the bridge of Figure 4.
  • Figure 6 is a schematic view, in elevation, of a bridge according to the invention.
  • Figure 7 is a diagram showing the distribution of stresses in the central part and the corresponding shrouds.
  • Figure 8 is a diagram similar to that of Figure 7 and showing the distribution of stresses on the neighboring part of a pylon.
  • Figure 9 is a diagram of the stresses of the bridge deck of Figure 6.
  • Figure 10 is a stress diagram in the deck of a preferred variant.
  • FIGS. 11A, 11B, 11C are diagrams showing steps in the construction of a bridge according to the invention.
  • Figure 12 is a diagram of the stresses in the deck, in the situation of Figure 11C.
  • Figure 13 is a detail of Figure 11C.
  • Figures 14A and 14B are diagrams illustrating a preferred variant of the construction method.
  • Figure 15 is a detail view of Figure 14B.
  • FIG. 1 shows a suspension bridge, in which one or more main suspension cables 1 pass at the top of two pylons 2 and are anchored in anchor blocks 3.
  • the deck 4 is suspended from the cables by lines 5, which are here represented vertical and regularly spaced.
  • the weight W of the elements of the deck is compensated for by the tension of the lines 5, and finally the total weight of the deck is compensated by a traction Q exerted by the cables on the anchor blocks.
  • FIG. 2 shows a cable-stayed bridge of the conventional type, in which the two pylons 6 each carry one half of the length of the deck 4 by means of stay cables 7, the ends of which are anchored on either side of the pylon substantially symmetrical.
  • the deck is therefore shared by the pylons and the feeder key in four lengths is substantially equal.
  • the vertical load W of the deck generates, between two symmetrical shrouds, an axial compression N of the deck.
  • this compression force is maximum at the level of the pylons 6, and it is zero at the end of the lateral span and the key 8 of the central span.
  • FIG. 4 shows a "mixed" type bridge, as has been proposed.
  • a portion of the deck, of length a1 is supported by guy lines 7, in the same manner as in the case of FIG. 2.
  • a suspension cable 1 similar to the cable 1 of FIG. 1, passes at the top of the pylons 6, is retained by anchor blocks 9, placed on either side of the bridge, and supports, by means of vertical lines 10, a central part of the apron, total length a2.
  • Figure 5 shows the gradual transition between the purely guyed part of the deck, and its purely suspended part.
  • cables 11 are anchored on the deck, in the vicinity of the purely guyed part. These cables 11, after having passed over the top of the pylons 6, will be anchored on the anchor block 9.
  • the middle part 12 of the deck is only supported by lines 10.
  • Figures 6 to 9 relate to a bridge according to the invention.
  • the length of the deck is divided into three parts: two parts 20, guyed in the conventional manner, each located on either side of a pylon 21, and each supported by a series of cables 22, anchored so symmetrical with respect to the pylon and deflected at the top thereof, and a central part 23, located on either side of the key 24 of the central span, and supported by guy lines 25, which, after having been deflected at top of the pylon 21, are anchored in an anchor block 26.
  • Figure 7 shows that, from one anchor block 26 to another, there is a series of tensioned elements, constituted by the shrouds 25 of a first half of the central part, the deck of the central part 23 itself, and the shrouds located on the other side of this central part.
  • FIG. 8 shows, on the contrary, that, in the conventional guyed part, the load is balanced by the tension of the guy wires 22 and the compression of the deck.
  • the shrouds 25 therefore produce no additional compression in the deck on its portion adjacent to each pylon.
  • the balance of the loads between the shrouds and the deck in the central part of the latter induces a series of axial tension forces which accumulate to give rise to the key of the central span at a total axial force N2 .
  • the tension forces T2 balancing the horizontal component of the tensions T1 of two symmetrical shrouds in the central part 23 can be compensated by a prestressing force inside the deck (whatever the constituent material - steel or concrete) preferably calculated so that, when the deck supports its permanent loads and its overloads, the axial force to the key of the central span is zero.
  • the construction of the central span deck can then continue in the direction of the key.
  • the shrouds of the second family are put in place and anchored at the rear in the anchor block.
  • the balance of the system is achieved by the birth of the reaction R which reaches its maximum value when the deck is built up to the key.
  • the diagram of the axial forces in the deck is that of FIG. 12.
  • the structure in this phase only supports the self-weight of the deck, excluding the equipment loads (pavement coating, slides, etc. ..). This self-weight generally represents half of the total G + S loads mentioned above.
  • the axial force N1 carried by the deck in line with the pylon is therefore equal to N / 2 (N having the meaning recalled in connection with FIG. 10).
  • FIG. 14A shows a stage of construction a little later than that of FIG. 11B.
  • the part of the standard cable-stayed deck is finished and a short length of the central part has been executed, on either side of the middle of the structure.
  • FIGS. 14B and 15 show that, to set up an additional length 32 of the deck, the ends of the corresponding shrouds 25 have been joined together by a tie rod 33.
  • the additional lengths 32 will be made integral with the assembly formed by the two shrouds 25 and the tie rod 33, which acts as the suspension cable of a suspension bridge, that is to say that no new axial compressive stress is created in the deck, or at least that such stress is greatly reduced.
  • the structure ends with the keying of the central span and the implementation of the final prestressing of the deck.
  • the operation is carried out simultaneously tension of the prestressing units in the center of the main span and the controlled release of the cylinders at both ends.
  • the deck is freed from contact with the anchor blocks by removing the jacks 31 and has its final static diagram.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)
EP91401066A 1990-04-25 1991-04-23 Brücke mit einer Fahrbahn und mindestens zwei Pylonen und Verfahren zu deren Bau Withdrawn EP0454562A1 (de)

Applications Claiming Priority (3)

Application Number Priority Date Filing Date Title
FR9005257 1990-04-25
FR9005257A FR2661434B1 (fr) 1990-04-25 1990-04-25 Pont comprenant un tablier et au moins deux pylones, et son procede de construction.
CA002053429A CA2053429C (en) 1990-04-25 1991-10-15 Bridge comprising a deck and at least two towers and process for the construction thereof

Publications (1)

Publication Number Publication Date
EP0454562A1 true EP0454562A1 (de) 1991-10-30

Family

ID=25674819

Family Applications (1)

Application Number Title Priority Date Filing Date
EP91401066A Withdrawn EP0454562A1 (de) 1990-04-25 1991-04-23 Brücke mit einer Fahrbahn und mindestens zwei Pylonen und Verfahren zu deren Bau

Country Status (5)

Country Link
US (1) US5208932A (de)
EP (1) EP0454562A1 (de)
JP (1) JPH04228707A (de)
CA (1) CA2053429C (de)
FR (1) FR2661434B1 (de)

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20030012013A (ko) * 2001-07-30 2003-02-12 이형훈 교량하중재분배장치 및 이를 이용한 교량하중재분배공법
CN110593078A (zh) * 2019-09-06 2019-12-20 中铁二院工程集团有限责任公司 公铁并行的双主梁公铁合建桥
CN110792027A (zh) * 2019-10-25 2020-02-14 上海市政工程设计研究总院（集团）有限公司 一种含格栅板构造的桥梁变高度加劲段结构及施工方法
CN113356076A (zh) * 2021-07-01 2021-09-07 中铁二局集团有限公司 一种斜拉索施工方法以及斜拉索施工装置
CN115538285A (zh) * 2021-06-29 2022-12-30 甘肃省交通规划勘察设计院股份有限公司 一种刚性斜拉桥及顶推施工方法
CN115538310A (zh) * 2022-08-31 2022-12-30 中铁大桥科学研究院有限公司 一种塔梁索协同施工的外倾塔斜拉桥的施工方法

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Publication number Priority date Publication date Assignee Title
FR2702782B1 (fr) * 1993-03-18 1995-06-02 Freyssinet Int & Co Perfectionnements aux procédés et dispositifs pour monter les haubans à torons multiples des ponts.
DE19536701C2 (de) * 1995-09-30 1999-07-15 Dyckerhoff & Widmann Ag Verfahren zum Spannen eines Zugglieds aus einer Mehrzahl von Einzelelementen
US6401285B1 (en) 1999-05-05 2002-06-11 David C. Morris Undulating support structure bridge
US6728987B1 (en) * 2002-04-23 2004-05-04 Ch2M Hill, Inc. Method of adjusting the vertical profile of a cable supported bridge
US6945003B2 (en) * 2003-03-21 2005-09-20 Berry Jacob O Monumental, stainless-steel cross with I-beam and cable structure
NO20034600L (no) * 2003-10-14 2005-04-15 Aas Jakobsen As Brokonstruksjon
NO319800B1 (no) * 2003-10-14 2005-09-19 Aas Jakobsen As Brokonstruksjon omfattende en seriell kombinasjon av en skråstagbro og en hengebro
US7415746B2 (en) * 2005-12-01 2008-08-26 Sc Solutions Method for constructing a self anchored suspension bridge
US20130266380A1 (en) * 2007-11-13 2013-10-10 PODenergy, Inc. Systems and methods for off-shore energy production and CO2 sequestration
KR101171039B1 (ko) * 2010-09-02 2012-08-06 오베아룹코리아(주) 주경간 긴장수단을 이용한 일부 및 전부 타정식 사장교와 그 시공 방법
KR101354641B1 (ko) * 2011-12-26 2014-01-27 지에스건설 주식회사 긴장재와 측방 정착블록을 이용한 일부 타정식 사장교 시공 방법
KR101352956B1 (ko) 2012-05-04 2014-01-27 지에스건설 주식회사 다경간 인장형 사장교 시공 방법
AT513454B1 (de) * 2012-09-10 2014-07-15 Ahmed Adel Parabolrinnenkollektor mit verstellbaren Parametern
CN110700072B (zh) * 2019-11-08 2021-03-26 中国矿业大学 一种斜拉桥缩尺试验模型斜拉索的安装方法
CN112252169B (zh) * 2020-11-18 2021-11-23 湖南大学 一种空腹式箱形-岩锚组合式轻型地锚桥台及其施工工艺
CN112942126A (zh) * 2021-03-11 2021-06-11 贵州省交通规划勘察设计研究院股份有限公司 一种能减少双塔结合梁斜拉桥辅助墩应力的方法

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CH447247A (de) * 1965-04-24 1967-11-30 Beteiligungs & Patentverw Gmbh Schrägseilbrücke
US4866803A (en) * 1988-10-24 1989-09-19 Nedelcu Lucian I Bridge structure with inclined towers

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US495621A (en) * 1893-04-18 balet
US3864776A (en) * 1973-11-15 1975-02-11 Parson Brinckerhoff Quade & Do Prestressed post tension suspension bridge cable anchorage
JPS569505A (en) * 1979-07-02 1981-01-31 Kawata Kogyo Kk Bridge structure
JPH01312107A (ja) * 1988-06-10 1989-12-15 Kajima Corp 斜張橋

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CH447247A (de) * 1965-04-24 1967-11-30 Beteiligungs & Patentverw Gmbh Schrägseilbrücke
US4866803A (en) * 1988-10-24 1989-09-19 Nedelcu Lucian I Bridge structure with inclined towers

Non-Patent Citations (1)

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Title
TRAVAUX. no. 562, Janvier 1982, PARIS FR pages 25 - 46; E.BRASSARD ET AL.: 'La passerelle de Meylan (Isère) ' *

Cited By (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR20030012013A (ko) * 2001-07-30 2003-02-12 이형훈 교량하중재분배장치 및 이를 이용한 교량하중재분배공법
CN110593078A (zh) * 2019-09-06 2019-12-20 中铁二院工程集团有限责任公司 公铁并行的双主梁公铁合建桥
CN110792027A (zh) * 2019-10-25 2020-02-14 上海市政工程设计研究总院（集团）有限公司 一种含格栅板构造的桥梁变高度加劲段结构及施工方法
CN115538285A (zh) * 2021-06-29 2022-12-30 甘肃省交通规划勘察设计院股份有限公司 一种刚性斜拉桥及顶推施工方法
CN113356076A (zh) * 2021-07-01 2021-09-07 中铁二局集团有限公司 一种斜拉索施工方法以及斜拉索施工装置
CN115538310A (zh) * 2022-08-31 2022-12-30 中铁大桥科学研究院有限公司 一种塔梁索协同施工的外倾塔斜拉桥的施工方法

Also Published As

Publication number Publication date
FR2661434B1 (fr) 1992-12-11
CA2053429A1 (en) 1993-04-16
CA2053429C (en) 1994-11-29
JPH04228707A (ja) 1992-08-18
FR2661434A1 (fr) 1991-10-31
US5208932A (en) 1993-05-11

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