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US3788023A - Assembly method for beam structures - Google Patents

Assembly method for beam structures Download PDF

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Publication number
US3788023A
US3788023A US00276022A US3788023DA US3788023A US 3788023 A US3788023 A US 3788023A US 00276022 A US00276022 A US 00276022A US 3788023D A US3788023D A US 3788023DA US 3788023 A US3788023 A US 3788023A
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Prior art keywords
beams
adjacent
mass
temporary
alternate
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US00276022A
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English (en)
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R Macchi
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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
    • E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
    • E01D21/06—Methods or apparatus specially adapted for erecting or assembling bridges by translational movement of the bridge or bridge sections
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
    • E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D2101/00—Material constitution of bridges
    • E01D2101/20—Concrete, stone or stone-like material
    • E01D2101/24—Concrete
    • E01D2101/26—Concrete reinforced
    • E01D2101/28—Concrete reinforced prestressed

Definitions

  • ABSTRACT [30] Foreign Application Priority D t
  • a beam structure for a viaduct is disclosed in which hollow beams of reinforced concrete are joined in end Aug. 2, 1971 Italy 9633 71 to and relationship.
  • the end portion of each beam has 52 U.S. C1 52/741, 52/227, 52/259 an internally extending flange in which h reihfmhg 51 Int. Cl. E04C 3/26 members the beam are Adlaheht beams
  • Field of Search 52/741, 745 744 726, 223 R are inter-connected by reinforcing cables extending 52/259, 227, 229, 584 396; 264/34 across the join and embedded in the adjacent flanges of the beams.
  • the invention provides a beam structure, for bridges and viaducts, and like structures, comprising a plurality of beams of prestressed reinforced concrete lying in end to end relationship, and a rigid junction between each pair of adjacent end portions of the beams to make the structure continuous.
  • the invention further provides a beam structure, comprising two beams lying in end to end relationship each beam having elongate reinforcing members extending under tension between opposite end portions, and reinforcing means coupling the adjacent end portions of the two beams under tension, the reinforcing members and reinforcing means in each said adjacent end portion overlapping one another and being anchored at axially spaced locations in the end portion to place under compression that portion of the beam lying between the anchorings.
  • the invention yet further provides a method of erecting a continuous beam structure, comprising the steps of placing at least two beams in end to end relationship, securing the adjacent end portions of the two beams together with reinforcing means, injecting a hardenable mass between the adjacent end portions of the two beams and tensioning the reinforcing means to place the hardened mass under a compressive stress.
  • FIG. 1 is a fragmentary longitudinal section of a beam structure, the section being taken on the line II of FIG. 2;
  • FIG. 2 is a fragmentary longitudinal section taken on the line II-II of FIG. 1;
  • FIG. 3 is a fragmentary cross-section taken on the line III-III of FIG. 1;'
  • FIG. 4 is a detail of FIG. 2 to an enlarged scale
  • FIGS. 5 and 6 are fragmentary side elevations of a viaduct structure respectively during and after its erection
  • FIGS. 7 and 8 are fragmentary side elevations of another viaduct structure respectively during and after its erection
  • FIG. 9 is a fragmentary side elevation indicating one form of junction between two beams.
  • FIG. 10 is a fragmentary side elevation indicating another form of junction between two beams.
  • FIG. 11 illustrates zones between adjacent beams into which a hardenable mass can be injected.
  • FIG. 12 is a side elevation of the viaduct of FIGS. 7 and 8 illustrating how a beam is fitted into position.
  • two beams 1 and 3 are coupled in end to end relationship.
  • the end portion of the beam 3 has a step 3A which supports a step 1A of complementary shape in the adjacent end portion of the beam 1.
  • the end faces of the adjacent end portions of the beams define a gap to allow a limited amount of relative longitudinal movement between the beams while the two steps 1A, 3A are in intimate contact with one another.
  • the two beams are prefabricated and each has a hollow, that is an annular, cross-section (see FIG. 3) with laterally extending flanges 3B, 3C as for a viaduct.
  • the flanges 3B and 3C are arranged so that they can be continuously joined to parallel beams of similar strucflanges 9 and ture extending along opposite sides of the beam 3.
  • the internal cavity of each beam enables the two beams l and 3 to be readily anchored in end to end relationship.
  • Each beam is provided with a plurality of precompression cables.
  • a plurality of cables 5 extending the length of the beam 1 are anchored at opposite ends to corresponding opposite end portions or heads of the beam 1.
  • a plurality of cables 7 extending the length of the beam 3 are anchored at opposite ends to corresponding opposite end portions or heads of the beam 3.
  • each end portion of each beam is provided with a relatively thick internally extending flange, the dimension of the flange in the axial direction of the structure beinggreater than that in the transverse dimension.
  • the end flange 9 of the beam 1 lies adjacent the end flange ll of the beam 3.
  • the concrete material forming the two 11 (which flanges are advantageously stepped in conformity with the stepped end portions of the two beams) is arranged to retain coupling cables 13 designed to operate in traction.
  • the opposite end portions 13A and 13B of each cable are anchored on the inner surfaces of the respective flanges 9 and 11.
  • a hardenable mass for example concrete or an epoxy resin is injected into the gap between the adjacent heads'of the two beams 1 and 3 to form a shim 15.
  • This shim 15 is, after it has been allowed to harden, subjected to compression by tensioning the cables 13. This also results in the material of the flanges 9 and 1 1 being subjected to compression.
  • the axial thickness of the flanges 9 and 11 and the anchoring of the end portions 13A of the coupling cables 13 and the end portions 5A and 7A of the precompression cables 5 and 7 are such that they produce a compression effect on the material between said anchorings, as indicated by the double arrow f of FIG. 4. In this way the material of the flanges 9 will be subjected to substantially only compressive stresses which act barycentrically to reduce hyperstatic or redundant reactions.
  • the cross-sectional area of the hardened mixture 15 can be reduced to that designated in 15X in FIG. 4.
  • the mixture here occupies a cross-sectional area equivalent to that of the adjacent beam beyond the flanges. This reduction in the crosssectional area enables a good efficiency for the flexure actions to be obtained while using only a relatively small number of coupling cables 13. These cables then can be protected by putty injected into the residual space 15Y (see FIG. 4) after the beams have been coupled and placed under stress.
  • FIGS. 5 and 6 show a viaduct structure having two contiguous supporting posts or piers 21 and 23 and a beam 25 partially supported by the pier 21.
  • a prefabricated beam 27 is about to be laid onto the pier 23 with its end portion 27A about to rest on the end portion 25A of the beam 25.
  • the two end portions 25A, 27A are brought into contact they are axially coupled in the hereinbefore described manner either immediately after the beam 27 is in position as shown in FIG. 6 or, and advantageously, after a delay which allows the complete relaxation of the steel of the precompression cables and the shrinkage and fluage of the concrete to take place.
  • two adjacent piers 31 and 33 each carry a beam 35.
  • the two beams 35 are arranged to be linked by beam 37.
  • the beam 35 is designed so as to take predommantly negative moments, while the beam 37 is designed so as to take predominantly positive moments, the precompression cables being correspondingly arranged between adjacent end portions of the beams.
  • the beam 35Y is laid in a balanced condition on the pier 33.
  • the beam is temporarily secured to the pier by a tie-rod 39.
  • the beam 37Y is launched into position with one end portion 37A engaging the end portion 35A of the beam 35Y, and with its other end portion 378 engaging the end portion 358 of the beam 35X.
  • the beams 37Y and 35Y are coupled by coupling cables extending through the flanges of the beams. Thereafter the fluage of the concrete is allowed to settle and shrink before the coupling cables are tensioned to place the concrete under stress.
  • the subsequent spans are formed in the same manner.
  • FIG. 9 shows a section through a modified junction between two beams which allows a temporary seal between the two beams to be readily demolished, and replaced by a more permanent seal after the structure has been allowed to settle and the stresses reach a state of equilibrium.
  • the adjacent end faces 41 of the two beams are inclined with respect to the vertical so as to define a gap which diverges with increasing distance from the common longitudinal axis of the beams.
  • Spacers 43 of a detachable material such as metal sheets, layers of synthetic resin, or artificial rubber and neoprene
  • a mass 45 is cast in the gaps between the spacers 43 to form a temporary seal between the beams.
  • the mass When the mass has hardened, it is placed under compression by tensioning the coupling cables 47 which extend through the adjacent flanges of the two beams. In this manner, the structure is made continuous. After a delay during which settlement has had time to take place, the coupling cables are loosened and the sealing 45 is removed.
  • the mass can be removed in complete blocks with the aid of jacks or the like, or it can be broken in to fragments and removed fragment by fragment. A fresh hardenable mass is then injected between the beams.
  • the concrete mass is formed with the aid of a mold of plastic or other material which has been lowered into the gap between adjacent end faces 51 of two beams.
  • the mold has two flanges which are arranged to engage the end faces 51 to form gaps between the side walls of the mold and the end faces 51. Concrete is thereupon cast both into the gaps between the walls of the mold and the end faces 51 to form blocks 55 and is also cast into the mold 53 itself to form an additional block 57. After sufficient time has been allowed for settling, the coupling cables 59 are loosened and the mold 53 together with the block 57 are removed to leave the blocks 55 in position. The mold 53 can thereafter be demolished. Thereafter the remaining gap between the beams is sealed in a more permanent manner.
  • the temporary sealing such as the ones denoted by 45 or 57 respectively in FIGS. 9 and 10 can advantageously be provided in the zone 61 or the zone 63 of the beam as indicated in FIG. 11.
  • An advantage of providing a temporary seal between beams is that the resulting continuous structure formed can be used almost straight away to carry new beams to be added to the structure into their required positions. This simplifies and speeds constructional operations since the launching bridge need not be made to traverse all the piers in order to pick up fresh beams from one end of the structure but can remain in a position where it is required, that is, at the end of the thus far completed structure.
  • lifting equipment 65 for lifting successive beams into position has one leg mounted on the over-hang portion 61X of the completed length of the continuous beam 61 and its other leg mounted on a subsequent pier 67.
  • Prefabricated beams 69 and 71 are conveyed along the completed length of the continuous beam 61 until they reach the equipment 65, whereupon the beam 69 is raised by the equipment and laid onto the pier 67 as indicated by broken lines 69X. Thereafter the beam 71 is raised by the equipment and laid between the beam 69 and the over-hang 61X.
  • the two beams 69 and 71 are then coupled by coupling cables as is the beam 71 with the over-hand portion 61X. Thereafter temporary casings are made at the beam junctions.
  • This process of constructing continuous beam structures is particularly advantageous where the continuous beam structure has to follow a curved path and also for bridging spans in excess of 30 to 40 linear. meters and up to linear meters.
  • a method of erecting a continuous beam structure comprising the steps of placing at least two beams in end to end relationship,
  • each beam is positioned so that it is supported in two spaced locations, in one of which it is supported by an adjacent beam of the continuous beam structure and in the other of which is supported on a pier.
  • each alternate beam of the continuous beam structure is made to rest on a pier with an intervening beam of the structure made to rest on the two adjacent alternate beams, each said alternate beam being arranged to withstand negative moments and each said intervening beam being arranged to withstand positive moments.
  • each detachable component comprises a mold defining a central volume and when placed between the end portions of two adjacent beams forms a further two lateral volumes with the end portion, the step of injecting the temporary hardenable mass between adjacent beams including the step of filling all three volumes with the temporary hardenable mass.

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)
US00276022A 1971-08-02 1972-07-28 Assembly method for beam structures Expired - Lifetime US3788023A (en)

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
IT963371 1971-08-02

Publications (1)

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US3788023A true US3788023A (en) 1974-01-29

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Country Status (7)

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US (1) US3788023A (es)
CA (1) CA1001388A (es)
CH (1) CH551532A (es)
DE (1) DE2237382A1 (es)
ES (1) ES405140A1 (es)
FR (1) FR2149837A5 (es)
GB (1) GB1401209A (es)

Cited By (11)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US4073115A (en) * 1972-09-28 1978-02-14 Dyckerhoff & Widmann Aktiengesellschaft Process for the production of a bridge girder sectional cantilever construction
US4509305A (en) * 1982-02-24 1985-04-09 Freyssinet International (Stup) Device for connecting isostatic elements in line
US4587684A (en) * 1983-10-14 1986-05-13 Roman Arch And Culvert Corporation Of America Precast concrete bridge
US5161340A (en) * 1988-08-09 1992-11-10 Pce Group Holdings Limited, A British Company Precast concrete structures
US5628582A (en) * 1995-04-24 1997-05-13 Schuylkill Products, Inc. Concrete barrier erection and alignment system
US20040065030A1 (en) * 2002-10-04 2004-04-08 Sergio Zambelli Device for connecting a beam to pillars or similar supporting structural elements for erecting buildings
US20050215695A1 (en) * 2004-03-29 2005-09-29 Goossens Danielle F Stabilized flame retardant additives and their use
CN103556565B (zh) * 2013-11-25 2016-08-17 湖南大学 一种不同性能混凝土梁的连接构造
CN113818364A (zh) * 2021-10-14 2021-12-21 上海公路桥梁（集团）有限公司 高架桥的梁体运架装置及更换方法
WO2024112989A1 (de) 2022-12-02 2024-06-06 Kollegger Gmbh Verfahren zur herstellung einer brücke aus längsträgern und fahrbahnplattenelementen
WO2024112990A1 (de) 2022-12-02 2024-06-06 Kollegger Gmbh Verfahren zur herstellung einer brücke aus pfeilersegmenten, längsträgern und fahrbahnplattenelementen

Families Citing this family (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
DE3701682A1 (de) * 1987-01-22 1988-08-04 Strabag Bau Ag Verfahren zum herstellen eines langgestreckten bauwerkes
ES2283179B1 (es) * 2005-03-11 2008-12-01 Iglesias Y Revilla, S.L. Estructuras mixtas para su aplicacion a naves industriales prefabricadas.

Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US1964131A (en) * 1932-01-20 1934-06-26 Buell C Nelson Building construction
US2184137A (en) * 1936-12-01 1939-12-19 Nat Fireproofing Corp Composite building member
US2685194A (en) * 1947-03-10 1954-08-03 Amirikian Arsham Precast concrete framing construction
US3070845A (en) * 1960-02-29 1963-01-01 David B Cheskin Pretensioned multiple span beam system
US3230683A (en) * 1963-05-06 1966-01-25 Clayton D Foster Overlapped precast panels and fastening means connecting the same
US3528208A (en) * 1968-12-26 1970-09-15 Kyushu Kogen Concrete Co Hinge connecting method of simple beams on prestressed concrete bridge
US3570207A (en) * 1969-07-10 1971-03-16 Pierre Launay Method of advancing bridging structures made from prestressed concrete
US3645056A (en) * 1966-05-03 1972-02-29 Construzioni Generali Fazsura Connecting horizontal panels and vertical panels in prefabricated buildings

Patent Citations (8)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US1964131A (en) * 1932-01-20 1934-06-26 Buell C Nelson Building construction
US2184137A (en) * 1936-12-01 1939-12-19 Nat Fireproofing Corp Composite building member
US2685194A (en) * 1947-03-10 1954-08-03 Amirikian Arsham Precast concrete framing construction
US3070845A (en) * 1960-02-29 1963-01-01 David B Cheskin Pretensioned multiple span beam system
US3230683A (en) * 1963-05-06 1966-01-25 Clayton D Foster Overlapped precast panels and fastening means connecting the same
US3645056A (en) * 1966-05-03 1972-02-29 Construzioni Generali Fazsura Connecting horizontal panels and vertical panels in prefabricated buildings
US3528208A (en) * 1968-12-26 1970-09-15 Kyushu Kogen Concrete Co Hinge connecting method of simple beams on prestressed concrete bridge
US3570207A (en) * 1969-07-10 1971-03-16 Pierre Launay Method of advancing bridging structures made from prestressed concrete

Cited By (12)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US4073115A (en) * 1972-09-28 1978-02-14 Dyckerhoff & Widmann Aktiengesellschaft Process for the production of a bridge girder sectional cantilever construction
US4509305A (en) * 1982-02-24 1985-04-09 Freyssinet International (Stup) Device for connecting isostatic elements in line
US4587684A (en) * 1983-10-14 1986-05-13 Roman Arch And Culvert Corporation Of America Precast concrete bridge
US5161340A (en) * 1988-08-09 1992-11-10 Pce Group Holdings Limited, A British Company Precast concrete structures
US5628582A (en) * 1995-04-24 1997-05-13 Schuylkill Products, Inc. Concrete barrier erection and alignment system
US20040065030A1 (en) * 2002-10-04 2004-04-08 Sergio Zambelli Device for connecting a beam to pillars or similar supporting structural elements for erecting buildings
US7287358B2 (en) * 2002-10-04 2007-10-30 Sergio Zambelli Device for connecting a beam to pillars or similar supporting structural elements for erecting buildings
US20050215695A1 (en) * 2004-03-29 2005-09-29 Goossens Danielle F Stabilized flame retardant additives and their use
CN103556565B (zh) * 2013-11-25 2016-08-17 湖南大学 一种不同性能混凝土梁的连接构造
CN113818364A (zh) * 2021-10-14 2021-12-21 上海公路桥梁（集团）有限公司 高架桥的梁体运架装置及更换方法
WO2024112989A1 (de) 2022-12-02 2024-06-06 Kollegger Gmbh Verfahren zur herstellung einer brücke aus längsträgern und fahrbahnplattenelementen
WO2024112990A1 (de) 2022-12-02 2024-06-06 Kollegger Gmbh Verfahren zur herstellung einer brücke aus pfeilersegmenten, längsträgern und fahrbahnplattenelementen

Also Published As

Publication number Publication date
DE2237382A1 (de) 1973-02-15
CA1001388A (en) 1976-12-14
CH551532A (it) 1974-07-15
ES405140A1 (es) 1975-07-16
FR2149837A5 (es) 1973-03-30
GB1401209A (en) 1975-07-16

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