US3548432A - Suspension bridge cable anchorage - Google Patents

Suspension bridge cable anchorage Download PDF

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Publication number
US3548432A
US3548432A US614651A US3548432DA US3548432A US 3548432 A US3548432 A US 3548432A US 614651 A US614651 A US 614651A US 3548432D A US3548432D A US 3548432DA US 3548432 A US3548432 A US 3548432A
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United States
Prior art keywords
anchorage
bearing
strands
bridge
concrete
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Expired - Lifetime
Application number
US614651A
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English (en)
Inventor
Jackson L Durkee
Frank W Neeld Jr
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Bethlehem Steel Corp
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Bethlehem Steel Corp
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Publication date
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Publication of US3548432A publication Critical patent/US3548432A/en
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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
    • E01D19/00—Structural or constructional details of bridges
    • E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports

Definitions

  • This invention is directed to simplified, more efficient and economical anchorages for prefabricated strands in suspension bridge cables.
  • suspension bridge anchorages for prefabricated strands have generally involved structural members partially embedded in concrete, to the protruding portions of which structural members the strands are secured in various manners.
  • Typical of such anchorages are those shown in Pats. 1,852,683 to Sunderland and 2,178,147 to Moisseiif. While these anchorages have been found to adequately anchor the cable, they have certain disadvantages.
  • the metal anchor bars stretch under load and there is a tendency for a progressive breaking of the bond with the concrete beginning at the point of entry of the bar into the concrete at the forward face and working towards the rear of the anchorage. This causes cracking of the concrete, and such cracks at the front face of the anchorage create points of water entry.
  • the prestressed type of anchorage has been developed and used.
  • a rigid prefabricated assembly comprising a plurality of hollow cylindrical members secured at their lower ends to a heavy bearing slab having openings therethrough in registry with the cylindrical mem- ICC bers, embedding the said assembly in a concrete anchorage block, passing the ends of the strands to be anchored through the orifices in the anchorage block provided by the hollow cylindrical members, and seating the strand end fittings against the bearing slab adjacent the lower end of each cylindrical member by any suitable means so that the tension in the strand is taken against the bearing slab and transferred uniformly in compression into the anchorage concrete.
  • FIG. 1 is a sectional elevation of a bridge anchorage according to the present invention.
  • FIG. 2 is a detailed longitudinal section through the embedded portion of the anchorage shown in FIG. 1.
  • FIG. 3 is an end view of the embedded section along line 3-3 of FIG. 2.
  • FIGS. 4 and 5 are respectively elevations of an upper and a lower section of an anchorage assembly before embedment.
  • FIGS. 6 and 7 are respectively transverse sections along lines 6-6 and '77 of FIGS. 4 and 5.
  • FIG. 8 is a detail of the bearing end of a portion of the anchorage assembly.
  • FIG. 9 is a section of the bearing assembly of the anchorage of the present invention, along line 99 of FIG. 8.
  • FIG. 10 is a detail of the splay end of a section of the anchorage assembly.
  • FIG. 11 is a detailed longitudinal section through the embedded portion of an anchorage having diverging anchorage cylinders.
  • FIG. 12 is an end view of the embedded section of FIG. 11 along line 1212 of FIG. 11.
  • FIG. 13 is a detail of the bearing end of a portion of the anchorage of FIG. 11.
  • a suspension bridge cable 11 formed from a plurality of prefabricated strands, which strands may be either the wellknown helical-wire strands or the more modern shopfabricated parallel-wire strands, passes through an anchorage saddle 13 supported on a portion 15 of the bridge structure, from which saddle 13 the individual component strands 17 diverge from each other at predetermined splay angles to anchorage block 19.
  • Anchorage block 19 may be part of anchorage foundation 21 of the bridge.
  • Hollow anchorage cylinders 23 are embedded in anchorage block 19 to provide tubular orifices passing from one end of anchorage block 19 to the other.
  • Strands 17 pass through anchorage cylinders 23, and sockets 25 on the ends of the strands are abutted against a heavy bearing slab 27 firmly secured to the rear of anchorage cylinders 23 and partially embedded in anchorage block 19.
  • tension on strands 17 is taken in compression through shims 29 and bearing assembly 31 into bearing slab 27, and also into anchorage cylinders 23, which components then transfer the strand forces into the concrete of anchorage block 19.
  • Anchorage cylinders 23 are secured not only to bearing slab 27 but also to an intermediate embedded diaphragm plate 56 and a front diaphragm plate 53 which together with the bearing slab 27 tie the entire fabricated assembly together into a rigid structural unit. (Refer to FIGS. 3, 4 and 5). Other suitable structural members may be secured to the anchorage cylinders as may be necessary to tie them together in a unit, either in addition to or in place of plates 53 and 56. It is important that bearing slab 27 be present, however, to transfer the initial bearing of the strands uniformly into the rear face of the anchorage concrete as well as into anchorage cylinders 23. Various concrete engaging means may be welded as may be necessary to the anchorage cylinders or provided as an integral part of the outer surfaces thereof in order to increase the interlocking of the cylinders and the assembly as a Whole with the concrete of the anchorage.
  • FIG. 2 which shows a detail of the anchorage as sembly
  • end fittings or sockets are spaced from hearing slab 27 by slotted shims 29 which seat on bearing assembly 31 shown in detail in FIGS. 8 and 9.
  • Bearing assembly 31 is made in two halves 33 and 35 each comprising a flat plate 39 each with a cutout section defining, when placed around strand 17 as shown in FIG. 9, a tight fitting round hole 40 through which the strand passes.
  • To each plate is attached a half section of a tubular element 37 concentric with hole 40.
  • Strands 17 will normally have end fittings 25, of any suitable kind such as poured-zinc-type sockets, already secured on the ends before they are transported to the bridge site.
  • end fittings 25 of any suitable kind such as poured-zinc-type sockets
  • the ends with fittings 25 are pulled through anchorage cylinders 23, the two halves 33 and 35 of bearing assembly 31 are placed around each strand 17, and each assembly is placed against bearing slab 27 with the small tubular elements 37 positioned inside the slab orifice.
  • a fairlead 43 of nylon, zinc, or other suitable material is inserted in the opposite or upper end of the anchorage cylinder 23 and adjusted radially to support and direct strands 17 toward the splay point at anchorage saddle 13.
  • a stopper plug 45 of a suitable caulking material such as rubber may be cast or placed near the upper end of anchorage cylinder 23, and a filling 47 of a moisture excluding material such as chloride-free cement grout or plastic foam forced into anchorage cylinders 23 through access pipes 48 and taps 48B to provide a seal around the strands 17. Stopper 45 limits the flow of filling 47 near the upper end of anchorage cylinder 23.
  • special sealing plug 41 of rubber of other suitable dense material may be cast-in-place at the upper end of the anchorage cylinder as a means of preventing any water entry.
  • FIGS. 4 through 7 show an anchorage assembly before it is embedded in anchorage block 19.
  • This assembly may be fabricated in portions such as two halves 49 and 51 for convenience in shipping and erection.
  • Anchorage cylinders 23 in both sections are welded to heavy bearing slab sections 27A or 27B at one end by means of welds 28, and to diaphragm plate sections 53A and 53B at the other end by welds 54 with a small section of anchorage cylinders 23 protruding through plates 53A and 53B so that any moisture that may subsequently run down the front face of the anchorage housing will be deflected away from the strands in the completed anchorage.
  • Stiffening webs 55 are welded between anchorage cylinders 23 to provide additional rigidity to the entire assembly.
  • One or more intermediate diaphragm plate sections 56A and 56B secured by welds 52 to cylinders 23 may be used to give the assembly portions additional rigidity.
  • Assembly half 51 has three I-beams or support members 57 secured to it to provide attachment means for supporting it on supporting frameworks 59, as shown in FIG. 1, prior to the time that the concrete of anchorage block 19 is placed.
  • Holes 60 for lifting the assemblies are supplied in plates 27A and 27B, and 53A and 53B, reinforced with plates 58 as may be required.
  • Bearing slabs 27A and 27B and diaphragm plates 53A and 53B conveniently serve as partial concrete forms for the anchorage block 19 during its formation.
  • Splice plates 62 attached to the upper portion of hearing slab section 27B provide attachment means between slab sections 27A and 27B following assembly at the bridge site.
  • Stiffened bearing and connecting angles 63 and 64 provide a bearing surface and attachment means between diaphragm plates 53A and 53B. Aligned bolt holes, not shown, through angles 63 and 64 facilitate connection of the assemblies.
  • a small bearing bar 65 at the top of intermediate diaphragm plate 56B provides support for matching diaphragm plate 56A following erection at the bridge site. It may be desirable at times to securely Weld the two halves 49 and 51 of the anchorage assembly together at the bridge site in order to provide a rigid unitary whole.
  • the entire anchorage is customarily enclosed in a weather structure 61 as shown in dotted outline in FIG. 1, with a sealing hood 66 provided to prevent water access into the achorage.
  • the anchorage members 23 instead of being assembled in parallel relationship to each other may be assembled in diverging relationship, at the same angle as the splay angles of the respective strands 17 which pass therethrough. In this manner fairleads 43 to direct a change in direction of the strand may be eliminated and the strands 17 directed in a straight line from the splay point or anchorage saddle to a curved or stepped bearing surface at the rear of the anchorage, which surface would have to be suitably equipped with bearing slab means to transfer the stress into the concrete.
  • FIGS. 11, 12 and 13 show such a diverging anchorage assembly.
  • the parts are designated by the same numerals as used in FIGS. 1 through 10.
  • a stepped bearing surface is provided at the rear of the anchorage by the use of beveled bearing assemblies 31 composed of half sections 33 and 35 which bearing assemblies 31 are, as seen in FIG. 12, arranged so that the bevel of each assembly compensates for the various diverging angles of the anchorage cylinders 23 with respect to the flat bearing plate or slab 27.
  • the ends of the anchorage cylinders 23 are cut off square and welded at an angle within the orifices in bearing plate or slab 27.
  • the anchorage cylinders could also be cut on a bevel and butted directly against the bearing slab 27 as shown in FIG. 8.
  • An anchorage for bridge strand in a suspension bridge comprising:
  • An anchorage for bridge strand in a suspension bridge comprising:
  • (f) means secured to the ends of said bridge strands and bearing against said bearing plate.
  • a prefabricated anchorage assembly for embedment 15 in a concrete anchorage block of a bridge comprising:

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  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)
US614651A 1967-02-08 1967-02-08 Suspension bridge cable anchorage Expired - Lifetime US3548432A (en)

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US61465167A 1967-02-08 1967-02-08

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US (1) US3548432A (enrdf_load_stackoverflow)
FR (1) FR1553466A (enrdf_load_stackoverflow)
GB (1) GB1216708A (enrdf_load_stackoverflow)

Cited By (16)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3864776A (en) * 1973-11-15 1975-02-11 Parson Brinckerhoff Quade & Do Prestressed post tension suspension bridge cable anchorage
US4473915A (en) * 1981-09-30 1984-10-02 Dyckerhoff & Widmann Aktiengesellschaft Tension member and a method of assembling and installing the tension member
US4484425A (en) * 1982-07-21 1984-11-27 Figg And Muller Engineers, Inc. Anchorage of cables
US6560807B1 (en) * 1999-09-15 2003-05-13 Freyssinet International (Stup) Cable with parallel wires for building work structure, anchoring for said cable, and anchoring method
US20030182739A1 (en) * 2002-04-02 2003-10-02 Figg Eugene C. Cable-stay cradle system
US20120255272A1 (en) * 2011-04-07 2012-10-11 Soletanche Freyssinet Method and device for protecting the end of an anchored cable
US20150275462A1 (en) * 2012-02-02 2015-10-01 Empire Technology Development Llc Modular concrete reinforcement
US20150300452A1 (en) * 2014-04-22 2015-10-22 Richard V. Campbell Advanced Stranded Cable Termination Methods and Designs
US20160168855A1 (en) * 2013-08-01 2016-06-16 Dywidag-Systems International Gmbh Corrosion-protected tension member and plastically deformable disc of corrosion protection material for such a tension member
CN107245948A (zh) * 2017-07-27 2017-10-13 德阳天元重工股份有限公司 一种多功能索鞍
US9850630B2 (en) * 2013-05-31 2017-12-26 Vsl International Ag Cable anchorage with bedding material
CN109505260A (zh) * 2018-12-25 2019-03-22 中铁大桥局第七工程有限公司 一种自锚式悬索桥主缆锚管的定位装置及定位方法
CN110886218A (zh) * 2019-12-02 2020-03-17 湖北省路桥集团有限公司 大跨悬索桥主缆型钢锚固系统及施工方法
CN111074777A (zh) * 2020-01-14 2020-04-28 四川省公路规划勘察设计研究院有限公司 一种悬索桥重力式锚碇新型分离式框架基础
CN112301887A (zh) * 2020-11-23 2021-02-02 安徽建工集团控股有限公司 一种基岩深埋条件下的悬索桥主缆锚固系统及施工方法
CN112411388A (zh) * 2020-11-26 2021-02-26 西南交通大学 一种基于多基准索股的悬索桥主缆索股标记对位架设方法

Families Citing this family (9)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CH662595A5 (de) * 1983-08-22 1987-10-15 Losinger Ag Verankerung von freischwingenden zugelementen aus stahl eines dynamisch beanspruchten bauteiles.
GB8410253D0 (en) * 1984-04-19 1984-05-31 Manuf Aceros Caucho Sa Deflector element in cable anchorages
US4663907A (en) * 1985-06-26 1987-05-12 Manufacturas De Acero Y Caucho S.A. Anchorage for stressed reinforcing tendon
CN105155413B (zh) * 2015-08-14 2017-01-11 山东大学 一种部分无粘结隧道式复合锚碇系统及方法
CN105937208B (zh) * 2016-06-21 2017-06-23 中国水利水电第五工程局有限公司 一种用于锚碇预应力钢管安装定位的激光微调装置
CN107059617A (zh) * 2016-12-24 2017-08-18 中铁十八局集团有限公司 一种复合式临时锚碇
CN113235426A (zh) * 2021-05-17 2021-08-10 中建桥梁有限公司 一种锚碇锚固系统定位装置及其施工方法
CN114457693A (zh) * 2022-02-25 2022-05-10 中交二航局第四工程有限公司 一种悬索桥锚固系统锚杆支架预制拼装的施工方法
CN115478478B (zh) * 2022-09-01 2025-08-22 中铁九桥工程有限公司 一种悬索桥重力式锚碇施工方法

Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
FR892046A (fr) * 1943-03-09 1944-03-27 Massif d'ancrage de ponts suspendus
DE906940C (de) * 1952-08-07 1954-03-18 Dyckerhoff & Widmann Ag Verankerung der Tragkabel einer Haengebruecke
US2914783A (en) * 1953-04-10 1959-12-01 Gutehoffnungshuette Sterkrade Bridge construction
US3156169A (en) * 1964-11-10 Finsterwalder
US3225499A (en) * 1962-07-02 1965-12-28 Jack P Kourkene Post tensioning concrete reinforcing wires

Patent Citations (5)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3156169A (en) * 1964-11-10 Finsterwalder
FR892046A (fr) * 1943-03-09 1944-03-27 Massif d'ancrage de ponts suspendus
DE906940C (de) * 1952-08-07 1954-03-18 Dyckerhoff & Widmann Ag Verankerung der Tragkabel einer Haengebruecke
US2914783A (en) * 1953-04-10 1959-12-01 Gutehoffnungshuette Sterkrade Bridge construction
US3225499A (en) * 1962-07-02 1965-12-28 Jack P Kourkene Post tensioning concrete reinforcing wires

Cited By (24)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
US3864776A (en) * 1973-11-15 1975-02-11 Parson Brinckerhoff Quade & Do Prestressed post tension suspension bridge cable anchorage
US4473915A (en) * 1981-09-30 1984-10-02 Dyckerhoff & Widmann Aktiengesellschaft Tension member and a method of assembling and installing the tension member
US4484425A (en) * 1982-07-21 1984-11-27 Figg And Muller Engineers, Inc. Anchorage of cables
US6658684B2 (en) 1999-09-15 2003-12-09 Freyssinet International (Stup) Cable with parallel wires for building work structure, anchoring for said cable and anchoring method
US6560807B1 (en) * 1999-09-15 2003-05-13 Freyssinet International (Stup) Cable with parallel wires for building work structure, anchoring for said cable, and anchoring method
US20030182739A1 (en) * 2002-04-02 2003-10-02 Figg Eugene C. Cable-stay cradle system
US6880193B2 (en) * 2002-04-02 2005-04-19 Figg Bridge Engineers, Inc. Cable-stay cradle system
US20050086751A1 (en) * 2002-04-02 2005-04-28 Figg Eugene C.Jr. Cable-stay cradle system
US7003835B2 (en) * 2002-04-02 2006-02-28 Figg Bridge Engineers, Inc. Cable-stay cradle system
US20120255272A1 (en) * 2011-04-07 2012-10-11 Soletanche Freyssinet Method and device for protecting the end of an anchored cable
US8769921B2 (en) * 2011-04-07 2014-07-08 Soletanche Freyssinet Method and device for protecting the end of an anchored cable
US20150275462A1 (en) * 2012-02-02 2015-10-01 Empire Technology Development Llc Modular concrete reinforcement
US9725867B2 (en) * 2012-02-02 2017-08-08 Empire Technology Development Llc Modular concrete reinforcement
US9850630B2 (en) * 2013-05-31 2017-12-26 Vsl International Ag Cable anchorage with bedding material
US20160168855A1 (en) * 2013-08-01 2016-06-16 Dywidag-Systems International Gmbh Corrosion-protected tension member and plastically deformable disc of corrosion protection material for such a tension member
US10889988B2 (en) 2013-08-01 2021-01-12 Dywidag-Systems International Gmbh Corrosion-protected tension member and plastically deformable disc of corrosion protection material for such a tension member
US20150300452A1 (en) * 2014-04-22 2015-10-22 Richard V. Campbell Advanced Stranded Cable Termination Methods and Designs
US10578191B2 (en) * 2014-04-22 2020-03-03 Bright Technologies, Llc Advanced stranded cable termination methods and designs
CN107245948A (zh) * 2017-07-27 2017-10-13 德阳天元重工股份有限公司 一种多功能索鞍
CN109505260A (zh) * 2018-12-25 2019-03-22 中铁大桥局第七工程有限公司 一种自锚式悬索桥主缆锚管的定位装置及定位方法
CN110886218A (zh) * 2019-12-02 2020-03-17 湖北省路桥集团有限公司 大跨悬索桥主缆型钢锚固系统及施工方法
CN111074777A (zh) * 2020-01-14 2020-04-28 四川省公路规划勘察设计研究院有限公司 一种悬索桥重力式锚碇新型分离式框架基础
CN112301887A (zh) * 2020-11-23 2021-02-02 安徽建工集团控股有限公司 一种基岩深埋条件下的悬索桥主缆锚固系统及施工方法
CN112411388A (zh) * 2020-11-26 2021-02-26 西南交通大学 一种基于多基准索股的悬索桥主缆索股标记对位架设方法

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FR1553466A (enrdf_load_stackoverflow) 1969-01-10
GB1216708A (en) 1970-12-23

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