The World of Footbridges - From the Utilitarian to the Spectacular by Klaus Idelberger and Linda Wilharm

Full text

(1)Klaus Idelberger. The World of Footbridges From the Utilitarian to the Spectacular.

(2) Klaus Idelberger. The World of Footbridges From the Utilitarian to the Spectacular.

(3) Dipl.-Ing. Klaus Idelberger Untere Marktstraße 8 D - 97688 Bad Kissingen / Rhön. Translated by Linda Wilharm, Hannover, Germany. Cover photo: Double arch bridge over the Rhine-Herne Canal near Gelsenkirchen, Germany.. Bibliographic information published by the Deutsche Nationalbibliothek The Deutsche Nationalbibliothek lists this publication in the Deutsche Nationalbibliografie; detailed bibliographic data are available on the Internet at http://dnb.d-nb.de. © 2011 Wilhelm Ernst & Sohn, Verlag für Architektur und technische Wissenschaften GmbH & Co. KG, Rotherstr. 21, 10245 Berlin, Germany All rights reserved, particularly those of translation into other languages. No part of this book may be reproduced in any form – by photocopy, microfilm or any other means – nor transmitted or translated into a machine language without permission in writing from the publisher. The reproduction of product descriptions, trade names and other designations in this book does not imply that these may be freely used by any person. These may be registered trade names or other designations protected by law even when they have not been specifically identified as such. All books published by Ernst & Sohn are carefully produced. Nevertheless, authors, editors and publisher accept no liability whatsoever for the accuracy of information contained in this or any book or for printing errors. Production: HillerMedien, Berlin Design: Sophie Bleifuß, Berlin Typesetting: Uta-Beate Mutz, Leipzig Cover: Design pur, Berlin Printing: Medialis, Berlin Binding: Buchbinderei Büge, Celle Printed in the Federal Republic of Germany. Printed on acid-free paper. First Edition ISBN 978-3-433-02943-5 Electronic version available, o-book ISBN 978-3-433-60084-9.

(4) Preface Although footbridges may seem very modest in comparison with railway or. The book contains a multitude of photographs and construction drawings,. road bridges, they are often important landmarks in the urban or rural land-. often as isometric perspectives, and is intended as a stimulus not only for. scape.. structural engineers and architects in their daily practice, but also for clients,. This book contains 85 studies of selected pedestrian and cycle bridges as. teachers and students. May they all be encouraged to turn their attention to the. open footbridges or enclosed skywalks to protect bridge users from wind and. fascinating world of footbridges.. weather and frequently with an additional function as a utility bridge. During the course of his research, the author set himself the task of dis-. carrying conduits and pipelines. All the bridges described were built in Europe. covering the identities of the people involved in the construction of each bridge. (for example, in Switzerland, Germany, France, Great Britain, Italy, Norway. and contacted them in order to obtain the technical data and drawings needed. and Cyprus) and in Asia (for example Singapore, Hong Kong, Malaysia and. for a systematic analysis – this was difficult even in Germany because of new. Japan) or Australia in the past 30 years. The bridges are presented in chapters. regulations for data privacy. He viewed and photographed almost every bridge. according to their load bearing systems and span lengths, which seemed the. in the book and verified the structural descriptions with the builders of the. most sensible way to deal with the large number of structures contained in. bridges. The construction drawings were all supplied in the usual sizes of AO. the collection. It begins with wide-span suspension and cable-stayed bridges. to A2 which could not be reduced to A5 or 1/32 to 1/64 and had to be redrawn.. and continues with girder bridges and arch bridges. Chapter 5 is devoted to. Thanks go to Mr Fritz Rinschede, Düsseldorf, for the drawings he produced on. enclosed footbridges connecting buildings. These skywalks represent a type of. the basis of the original plans.. bridge that frequently has no need for stairways, ramps and support columns.. Every effort has been made to name the clients, designers, architects, struc-. Each chapter begins with a spectacular and iconic footbridge of international. tural planners, photographers and authors involved with each structure and,. significance followed by a series of “collector’s items” in the form of unique. when applicable, to provide sources and literature likely to facilitate the. and remarkable footbridges likely to inform and inspire future bridge builders.. reader’s own research.. Each bridge is separately described with subsections dealing with location,. May the tenacity of the author and the labours of the editors be rewarded!. local conditions and span length as the key data for design, the load bearing system, whether the bridge is of steel or composite steel construction and,. Klaus Idelberger,. when relevant, details are given of pylons, corrosion protection and construc-. Bad Kissingen, February 2011. tion methods. The chapter on skywalks also describes the tubular or boxshaped structure enclosing the walkway.. The World of Footbridges. From the Utilitarian to the Spectacular. First Edition. Klaus Idelberger. © 2011 Ernst & Sohn GmbH & Co. KG. Published by Ernst & Sohn GmbH & Co. KG..

(5)

(6) 7. Contents Introduction .......... 11 1. Suspension bridges .......... 12. 1.1. Duisburg, Germany: suspension-lift bridge over former branch of Rhine, worldwide innovation ! .......... 14. 1.2. Bochum, Gahlensche Straße, Germany: suspension bridge, S-shaped on plan .......... 16. 1.3. Sierre, Switzerland: arched, asymmetric suspension bridge over the Rhône .......... 18. 1.4. Kempten-Rosenau, Germany: asymmetric suspension bridge over the Iller .......... 20. 1.5. Essen, Germany: stiffened suspension bridge over main road B 224 .......... 22. 1.6. Overview: seven suspension bridges in Switzerland with span lengths up to 120 m .......... 24. 1.6.1. Locarno /Ascona: suspension bridge over the Melezza .......... 26. 1.6.2. Aurigeno / Ronchini: impressive suspension bridge over the Maggia .......... 28. 1.6.3. Giumaglio: unstiffened suspension bridge over the Maggia .......... 30. 1.6.4. Lavertezzo: unstiffened suspension bridge over the River Verzasca .......... 32. 2. Cable-stayed and bar-stayed girder bridges .......... 34. 2.1. Turin, Italy: “Passerella” – cable fans support bridge from an inclined pylon .......... 36. 2.2. Overview: London Docklands: two long-span footbridges .......... 39. 2.2.1. London-Docklands: cable-stayed footbridge with pedestrian transporter .......... 40. 2.2.2. London Canary Wharf: harp cable-stayed swing bridge, S-shaped .......... 42. 2.3. Near Kyoto, Japan: footbridge, cable-stayed from above, below and longitudinally .......... 44. 2.4. Weiden, Germany: spiral cable-stayed bridge with three-chord truss over road B 22 .......... 47. 2.5. Berlin-Schöneweide, Germany: cable-stayed footbridge “Kaiser Bridge” over the Spree .......... 50. 2.6. Cham, Germany: bar-stayed bridge with arch pylon over River Regen and raft harbour .......... 52. 2.7. Overview: Walldorf and Wiesloch, Germany: “family” of four cable-stayed girder bridges .......... 54. A. Walldorf, SAP: beam bridge over main entrance .......... 55. B + C Walldorf, SAP: two similar girder bridges with Y-pylons .......... 56 D. Walldorf, SAP: simple girder bridge; Cross sections of bridges A to D .......... 57. 2.8. Lemesos, Cyprus: the first fan cable-stayed footbridge in Cyprus .......... 58. 2.9. Redwitz, Germany: bar-stayed bridge with “crow’s nest” over the River Rodach .......... 60. 2.10. Weil der Stadt, Germany: cable-stayed footbridge over road B 295 .......... 62. 2.11. Metzingen, Germany: bar fans on an inclined pylon over B 312 .......... 64. 2.12. Montabaur, Germany: bar-stayed, galvanised girder bridge .......... 66. 2.13. Osnabrück, Germany: cable-stayed bridge and arch bridge over the River Hase .......... 68. 2.14. Bamberg, Germany: under-deck cable-stayed (hyperboloid) cycle and pedestrian brigde over a branch of the River Regnitz .......... 69. The World of Footbridges. From the Utilitarian to the Spectacular. First Edition. Klaus Idelberger. © 2011 Ernst & Sohn GmbH & Co. KG. Published by Ernst & Sohn GmbH & Co. KG..

(7) 8. 3. Girder bridges .......... 70. 3.1. Berlin Central Station, Germany: long-span footbridge as a rigid frame bridge over the River Spree .......... 72. 3.2. Baden, Switzerland: truss footbridge over River Limmat with elevator tower .......... 74. 3.3. Immenstadt, Germany: truss bridge over B 19 N, River Iller and flood channel .......... 76. 3.4. Leverkusen, Germany: footbridge in wave form over avenue and landfill .......... 78. 3.5. Reutlingen, Germany: steel footbridge with glass planks over the River Echaz and the B 312 .......... 80. 3.6. Nikosia, Cyprus: curved girder bridge with tubular spine over Lemesos Avenue .......... 82. 3.7. Recklinghausen, Germany: a “dragon” footbridge over a road .......... 84. 3.8. Hammelburg, Germany: two truss footbridges over the River Saale .......... 86. 3.9. Gelsenkirchen / Essen, Germany: steel fans support footbridge over road and stream .......... 88. 3.10. Overview: Bad Kissingen, Germany: two cycle and footbridges, curved on plan .......... 91. 3.10.1 Bad Kissingen: Luitpold footbridge as a girder bridge with a tubular spine over river Saale .......... 92 3.10.2 Bad Kissingen, Schweizerhaus footbridge: a trapezoidal box girder bridge .......... 94 3.11. Bad Kissingen, Germany: galvanised, bolted footbridge over ring road B 278 .......... 96. 3.12. Rietberg, Germany: a flame red, rigid frame footbridge over a new lake .......... 98. 3.13. Bochum, Germany: girder bridge with tubular spine over industrial railway .......... 100. 3.14. Zurich, Switzerland: 500 m footbridge with spiral box girder arms over junction .......... 102. 3.15. Gelsenkirchen-Horst, Germany: bridge on tubular “serpentine” support over hollow .......... 104. 4. Arch bridges .......... 106. 4.1. Basle Border Triangle: arch bridge over the Rhine – a world record footbridge .......... 108. 4.2. Overview: Gelsenkirchen, German Federal Garden Show: three arch bridges .......... 111. 4.2.1. Gelsenkirchen, Germany: double arch bridge over the Rhine-Herne Canal .......... 112. 4.2.2. Gelsenkirchen, Germany: arch bridge over Färsenbruch Road .......... 114. 4.2.3. Gelsenkirchen, Germany: arch bridge over River Emscher .......... 115. 4.3. Dessau, Germany: arch bridge with curved deck over the River Mulde .......... 116. 4.4. Oberhausen, Germany: arch bridge over main road B 223 .......... 118. 4.5. Castrop-Rauxel, Germany: serpentine arch footbridge over main road B 226 .......... 120. 4.6. Munich, Germany: tubular arch bridge “zur Wies’n” over Bayer Straße .......... 122. 4.7. Bensheim, Germany: middle deck arch bridge of composite structure over road .......... 124. 4.8. Osnabrück, Germany: arch footbridge over River Hase .......... 126. 4.9. Sindelfingen, Germany: an arch footbridge leaps into a multi-storey car park .......... 128. 4.10. Overview: three arch footbridges in Southeast Asia .......... 129. 4.10.1 Singapore: concave-convex rigid frame bridge (Alkaff Bridge) .......... 130 4.10.2 Singapore: an asymmetric, divided arch supports a straight bridge (Robertson Bridge) .......... 132 4.10.3 Singapore: a curved bridge panel supported by a symmetric arch (Jiak Kim Bridge) .......... 134.

(8) 9. 4.11. Melbourne, Australia: arch bridge, horizontally and vertically angled (Flinders Bridge) .......... 136. 4.12. Hong Kong: arch bridge, horizontally and vertically curved over airport approach road .......... 138. 5. Enclosed skywalks .......... 140. 5.1. Kuala Lumpur, Malaysia: “Skybridge” at the 41st floor .......... 142. 5.2. Enclosed suspension bridges .......... 143. 5.2.1. Berlin, Germany: suspended rigid frame bridge with suspension cables over Seller Straße .......... 143. 5.2.2. Bietigheim, Germany: a box-shaped footbridge connects two furniture stores .......... 144. 5.2.3. Fulda, Germany: glass walls and roof for a box bridge with chain suspension .......... 146. 5.3. Cable and bar-stayed girder bridges .......... 148. 5.3.1. Munich, Germany: box bridge over underground station and sidings .......... 148. 5.3.2. Overview: Walldorf, SAP, Germany: a “family” of five skywalks .......... 150. A. Walldorf, SAP: a cable-stayed box bridge over main road .......... 151. B. Walldorf, SAP: two-storey girder box bridge .......... 152. C. Walldorf, SAP: girder box bridge .......... 153. D. Walldorf, SAP: girder box bridge .......... 154. E. Walldorf, SAP: truss bridge, angled on plan .......... 155. 5.3.3. Poplar, London: cable-stayed tubular bridge over road, rail and motorway .......... 156. 5.3.4. Ålesund, Norway: a box skywalk becomes a logo for a shopping centre .......... 158. 5.4. Cable and bar-stayed bridges .......... 160. 5.4.1. Tuttlingen, Germany: bar-stayed, steel-glass box bridge over main road .......... 160. 5.4.2. Bielefeld, Germany: bar-stayed skywalk from hotel to Civic Hall .......... 162. 5.4.3. Manchester: spatial truss tube connecting retail store and shopping centre .......... 164. 5.4.4. Berlin-Tempelhof, Germany: skywalk as a cylindrical spatial truss .......... 166. 5.4.5. Berlin-Tempelhof, Germany: three-storey, cable-stayed enclosed footbridge .......... 168. 5.5. Girder bridges .......... 169. 5.5.1. Kassel, Germany: girder bridge with triangular cross section connecting factory halls .......... 169. 5.5.2. Oslo, Norway: truss bridge with a glass tube on steel frames .......... 170. 5.5.3. Hannover, Germany: long double-tube skywalk to exhibition centre and Expo .......... 171. 5.5.4. Dresden, Germany: skywalk for passengers at airport .......... 172. 5.5.5. Hildesheim, Germany: truss bridge over Speicher Straße .......... 174. 5.5.6. Metzingen, Germany: girder bridge with perforated web girders .......... 176. 5.5.7. Sulz am Neckar, Germany: girder bridge with perforated web girders connecting school buildings .......... 178. 5.5.8. Leukerbad, Switzerland: a glazed truss bridge for a school centre .......... 180. Sources and further literature .......... 182.

(9) 11. Introduction HISTORY. The basic function of every bridge is to connect two points, one each. OSCILLATION. caused by pedestrians or wind (gusts) is often more significant. side of an obstacle, using the shortest route. The bridge must be structurally. for structural analysis than dead, live or seismic loads because footbridges. sound and long-lasting, while limited financial resources normally require it. are lighter and more slender than road and rail bridges and therefore more. to be built as cheaply as possible. The footbridge is the original bridge type,. susceptible to oscillation. Pedestrians are disturbed by oscillation far more. dating back to prehistory before the invention of the wheel, the wheeled. than by any feeling of inadequate stability. Some animals, such as cattle, may. vehicle and of course the road bridge for vehicle traffic. The oldest remaining. react much more violently than human beings.. footbridge in Germany is the chain bridge over the River Pegnitz in Nuremberg,. THE LOAD BEARING SYSTEMS. for footbridges include all the structures known. which was built in 1825.. in road and rail bridge construction: suspension bridges, continuous single-. The automobile boom in the mid 20th century resulted in the widening of many. or multi-span girders, cable- or bar-stayed structures, arch, truss and spatial. roads in the USA. This process continued throughout Europe from around 1960. trusses. The balustrades are often part of the load bearing system in girder. onwards. Pedestrians were frequently forced into gloomy underpasses or onto. bridges, supporting the pedestrian deck at their bottom flanges: these belong. pedestrian bridges. The term “footbridge” is generally used today, although. to the particularly lively sub-group of stress ribbon bridges. Most European building regulations require a minimum. “pedestrian and cycle bridge” would in many cases be more accurate.. EFFECTIVE WIDTH. The first German survey of footbridges was published as a 52-page brochure. width of 2 m for open public footbridges, although bridges with effective. “Fußwegbrücken” by the Steel Council in Düsseldorf in 1980. The systematic. widths of 2.5 to 2.65 m are common when they are expected to be used by. collection of illustrations, drawings, data and descriptions of this bridge type. cyclists, groups of joggers or in some cases, herds of cattle.. was continued and is the basis of this book. Numerous special issues on foot-. BALUSTRADES. bridges have been published since the millennium, some of which appear in. quently used by cyclists. The balustrades must be designed for a shear force of. the bibliography at the end of this book.. 1 kN per metre at the height of the handrail. Illumination is commonly installed. PLANNING. Footbridges are not required to be straight on plan. They can curve. must be at least 1 m high, or 1.2 m when the bridge is fre-. in the balustrades or, in the floor of the bridge, whereby the risk of vandalism. and form angles in the horizontal plane, while the vertical plane can include. must always be considered.. arches, humps, stairs and slopes (although these should be limited to a 6 %. PEDESTRIAN DECKS. gradient to accommodate wheelchair users). Road and rail bridges, in contrast,. corundum grit for slip resistance), embossed steel, steel grids (a problem for. are forced by the race for ever-increasing speeds (v > 400 km/h) to be as. ladies with high-heel shoes), reinforced concrete (also in connection with steel. straight (R > 2 km) and as flat as possible. STRUCTURAL ANALYSIS. is generally based on an assumed constant load of. consist of steel plate (covered with epoxy resin containing. load bearing structures), asphalt, glass, polycarbonate glass, hardwood and fibreglass reinforced plastic. The load bearing structure is generally made of. 5 kN/m2 = 500 kg/m2 = 0.5 t/m2. When the footbridge is designed for occa-. S 235, (formerly St 37), S 355 (formerly St 52) or in certain cases S 690 high. sional use by certain vehicles (such as emergency services or road sweepers),. tensile fine-grained structural steel.. the parameters are increased to include point loads of 40 to 80 kN = 4 to 8 t,. CORROSION PROTECTION. while accepting higher permissible stresses in load bearing components.. were given several coatings of paint in almost every imaginable shade.. The World of Footbridges. From the Utilitarian to the Spectacular. First Edition. Klaus Idelberger. © 2011 Ernst & Sohn GmbH & Co. KG. Published by Ernst & Sohn GmbH & Co. KG.. Steel components were hot-dip galvanised and/or.

(10) Suspension bridges. The World of Footbridges. From the Utilitarian to the Spectacular. First Edition. Klaus Idelberger. © 2011 Ernst & Sohn GmbH & Co. KG. Published by Ernst & Sohn GmbH & Co. KG..

(11)

(12) 1. Suspension bridges. 14. 1.1. Duisburg, Germany: suspension-lift bridge over former branch of Rhine, worldwide innovation!. Client: City of Duisburg Design: Schlaich Bergermann & Partner, Consultant Structural. Engineers, Stuttgart Construction: Stahlbau Raulf, Duisburg Source: Fußgängerbrücke im Innenhafen Duisburg. 1999, [20] Photos: H. G. ESCH, Hennef-Blankenberg, Germany. LOCALITY. Duisburg is famous for its steel industry and used to be the largest. inland port in Europe. After the closure of many steel works and coal mines in the Rhine-Ruhr district, Duisburg was obliged to find new uses for its docklands including the “Duisburg Basin”, a former branch of the Rhine extending into what is today the city centre. The industrial dock with its grain silos and flour mills was transformed into a marina. An open footbridge with a 73.73 m span and an effective width of 3.5 m now crosses the new marina. As a world innovation, the pedestrian deck can be raised in the middle by approx. 10 m to allow yachts to manoeuvre even when water levels in the Rhine are high. THE INNOVATIVE LOAD BEARING SYSTEM. is that of a rear-anchored (true) sus-. pension bridge with two pairs of pylons that can be hydraulically inclined and a 14-part pedestrian deck that can be arched at 15 hinges (like the links of a bracelet). This is why the bridge has been nicknamed “the hump back”. STEEL SUPERSTRUCTURE. Two cables T (VVS 63 mm ø) are suspended over. the basin between two reinforced concrete anchor blocks and two singlecolumn pylons P (ø 419 / 40 mm) at each side of the marina; 13 × 2 virtually perpendicular hangers H of high grade steel (20 mm ø) are suspended from. Pylon with lifting mechanism. the cables and attached to the hinged axes between the 14 sections of the pedestrian deck. The tubular hinged axes are at the same time the transverse girders Q and, together with the longitudinal girders L, form a rectangular frame for the reinforced concrete slabs of the pedestrian deck, which in turn serves as the stiffening girder. Pedestrians and cyclists are protected by a 1.10 m high balustrade G of galvanised flat steel. LIFT. To arch the bridge, the pylons are pulled landwards by hydraulic cylinders. (Fig. 1.1b) and tilted; the tension on the cables T raises the pedestrian deck and gates at each end of the bridge are drawn up to a vertical position to close the bridge to pedestrians and cyclists. The lifting motion can be observed and controlled from a control room at the nearby lift road bridge at “Schwanentor”. The mass lifted is 150 t. Building costs were around € 7.5 million.. Fig. 1.1a A “hump back” bridge that can be arched and raised over. Duisburg Marina, formerly an industrial dock. Fig. 1.1b Four hydraulic cylinders, each 3.5 m long, apply tension to. the cables to incline the pylons and arch the bridge. Fig. 1.1c The 14 deck sections can be arched like the links of a bracelet..

(13) 1.1. Duisburg, Germany: suspension-lift bridge over former branch of Rhine. 15. Longitudinal section. Plan. Hinge (side view). Fig. 1.1d Longitudinal section: normal horizontal position; middle position,. bridge is raised 4.5 m and is open to pedestrians and cyclists; fully raised position, bridge is raised approx. 9 m and is closed to pedestrians and cyclists. Fig. 1.1e Plan, side view, cross section.. Cross section.

(14) 1. Suspension bridges. 16. 1.2. Bochum, Gahlensche Straße, Germany: suspension bridge, S-shaped on plan. Client: Local government association of the Ruhr district (KVR) and “Ruhr Grün” e. V., Essen Design: Architects: von Gerkan, Marg & Partner, Hamburg Structural engineering: Schlaich, Bergermann & Partner, Consultant Structural Engineers, Stuttgart Building Construction: MSD Maschinen- und Stahlbau, Dresden; Pfeifer Seil- und Hebetechnik, Memmingen Sources: Anette Bögler et al.: leicht weit – light structures: Jörg Schlaich – Rudolf Bergermann. 2005, [21] Knut Göppert et al.: Entwurf und Konstruktion einer S-förmigen Fußgängerbrücke in Bochum. 2005, [22]. LOCATION. The local government association of the Ruhr district; “Green. Ruhr”; transformed the railway line that formerly transported iron ore from the Rhein-Herne Canal Basin in Gelsenkirchen to the Bochum steel works (Bochumer Verein BV / Krupp) into a theme cycle path “Industry / Culture / Nature”. The “ore” line (Erzbahn), which is built on embankments up to 15 m in height, crosses other industrial railway lines, German Rail lines (DB) and roads such as Gahlensche Straße in Bochum. At this point a wide span bridge now connects several cycle routes. The bridge is slightly inclined and is S-shaped on plan with a span length of (25 + 50 + 25) m = 100 m between the pylons and a total length of (33 + 66 + 33) m = 132 m. Its effective width is 3 m and the balustrades are 1.2 m high. THE LOAD BEARING SYSTEM. of this deck bridge in Bochum is that of a true. suspension bridge with two pylons and an axial main stiffening girder beneath the pedestrian deck. The pylons P and the main stiffening girder H are built of high calibre hollow round steel profiles (ø 460 × 15 mm). The pylons are mounted on spherical bearings and, contrary to the original plans, are inclined. This made rear anchorage unnecessary. Deep pile foundations were needed for the anchor blocks A to secure them in the former railway embankment, built in 1900. THE PEDESTRIAN DECK. is made of 12 mm thick steel plate and is transver-. sely stiffened with cross girders Q of heavy plate, 36 mm thick, and longitudinally with girders of built-up double-T section. Pedestrians and cyclists are protected by minimalistic wire mesh fencing mounted between two cables, 16 mm ø. The cables and wire mesh are of high grade V2A steel with 18 % chromium + 8 % nickel. THE FULLY ENCLOSED GALVANISED MAIN CABLES T. are 85 mm in diameter. with 32 wires. The hangers are 10 mm ø and are made of high grade “stainless” V4A steel with 18 % chromium + 10 % nickel.. Fig. 1.2a The suspension bridge is known locally as the “winged bridge”.. The S-shaped structure is the third traffic level over Galensche Str. in Bochum and several railway lines. Fig. 1.2b The angle of the pylon was calculated to make rear anchorage unnecessary. Photo: Schwarze-Rodrian..

(15) 1.2. Bochum, Gahlensche Straße, Germany: suspension bridge, S-shaped on plan. 17. View (elongated). Plan. 2. Fig. 1.2c View (elongated), plan and cross sections. The bridge connects cycle paths built on abandoned railway embankments.. . Cross section II. . Cross section I.

(16) 1. Suspension bridges. 18. 1.3. Sierre, Switzerland: arched, asymmetric suspension bridge over the Rhône. Client: Etat du Valais (Canton Wallis) Service des Routes et des Cours d’Eau, Switzerland Structural engineering: Dr. Hans-G. Dauner, Sion, Valais, Bureau d’Ingénieurs Dauner, Joliat & Associés SA, Switzerland Source: Laurent Moix: Passerelle sur le Rhône – Ouvrage d’art. 1998, [23]. LOCATION. The A 9 motorway Geneva – Lausanne – Sierre – Brig through the. Cross section (pylon). Swiss canton Wallis enters a tunnel ~5 km north-east of Sierra and continues as a viaduct over the River Rhône. At this point an elegantly arched steel pe-. . destrian bridge was built to replace the former wooden footbridge providing access to the area of natural beauty Ile Falcon /Val d’Anniviers. This light construction with a span of 68 m “leaps” in a 60 + 8 m arch over the Rhône. Its effective width is 2.5 m. THE LOAD BEARING SYSTEM. is that of a true suspension bridge, even though . only one half – in an arched form – has been realised. The bridge is asymmetric: the single pylon is on the south bank of the river. There is also a certain bridge arch is held by tension through the main cables and anchored under. . similarity with the systems of cable-stayed and arch bridges. Dynamically, the . tension and compression at the abutments. THE STEEL STRUCTURE. of the bridge over the Rhône, ~5 km upstream from. Sierre, consists of a pair of unnoticeably convexly aligned main girders, welded. girders made of medium width IPE 200 sectional steel at 2 m intervals and. . . of heavy plate, steel grade Fe E 355, in a form similar to that of an HEA 500 broad flange girder. These main girders are connected by a grid of transverse stiffened by a diagonal cross wind brace of RND 35 round steel under the wooden pedestrian deck. The main girders are suspended from 11 pairs of hangers of 16.5 mm inox steel wire cable from a pair of upper main cables. These, like the lower main cables, are double enclosed and galvanised wire cables of 55 mm diameter. All main cables extend from the 8 m cantilever of. . the concrete anchor block A north in the river bed to the anchor block A south in the mountain side on the south bank of the river, ending in rear anchoring in the rock face F.. Fig. 1.3a An aging wooden footbridge was replaced by a dynamic. asymmetric suspension bridge: structural sophistication and first-class integration into the landscape – the new footbridge in Sierre, Switzerland. Fig. 1.3b Cross section through bridge and pylon..

(17) 1.3. Sierre, Switzerland: arched, asymmetric suspension bridge over the Rhône. 19. View. P. F Rhône A south. A north 15,00. Total length. . THE PYLON. is 26 m high and in the shape of an H opening towards the top to a. width of 21 m. It consists of two box columns of 20, 25 or 40 mm thick heavy plate that taper at both ends (Fig. 1.3b). The two columns are connected at approx. one third of their height by a crossbeam T of similar construction. The crossbeam narrows slightly in the middle for a lighter appearance. THE PEDESTRIAN DECK. of 20 mm × 60 mm wooden planks rests on four C- or. Z-shaped galvanised cold-drawn steel profiles and is enclosed by inwardly inclined balustrades with a tubular stainless steel top rail and eight horizontal wire cables. CONSTRUCTION. At first the pylon was erected and provisionally secured with. cables.The superstructure was lifted in three prefabricated sections and placed on trestles standing on the river bed, which was virtually dry in the summer. The sections were then welded together. Finally the main cables and hangers were placed in position and connected. Construction work was not disrupted to any great extent by a main gas line located under anchor block A north.. Fig. 1.3c View and plan. Fig. 1.3d The unconventional H-shape of the pylon is a striking feature. of the asymmetric bridge.. . . . . Plan.

(18) 1. Suspension bridges. 20. 1.4. Kempten-Rosenau, Germany: asymmetric suspension bridge over the Iller. Client: EPTAGON Immobilienholding GmbH & Co. KG, Frankfurt; Fünfte Eptagon Immobilien GmbH & Co KG, VS Villingen Planning: Dr. Schütz Ingenieure im Bauwesen GmbH, Kempten, Dipl.-Ing. Gerhard Pahl Steel construction: STS Stahltechnik GmbH, Regensburg Cable construction: Pfeifer Seil- und Hebetechnik GmbH, Memmingen Sources: Gerhard Pahl: Die neue Rosenaubrücke über die Iller in Kempten. 2007, [24]; companies’ press releases. In 2009, an investor redeveloped the “Rosenau” district, a part of. girder grid during construction and later served to strengthen the pedestrian. Kempten with good access to the town centre, by converting an abandoned. deck of the finished bridge at the hanger connections. The deck itself consists. LOCATION. spinning mill on the east bank of the River Iller and the weaving mill on the. of a row of 100 mm thick precast concrete sections covered with a 150 mm. other side into a residential area. Prior to this the “Iron Bridge”, a decrepit. concrete layer. The steel superstructure was calculated as a spatial frame.. truss bridge built in 1886 to connect the two factories and listed as a historical. THE PYLONS. structure, had been partly dismantled because its two iron piers had caused. (away from the river). They are of seamless hot-rolled tubular steel, 457 mm ø,. a dangerous back-up of water extending into the old town of Kempten during. each bearing an 85 mm main cable. The hangers are 21 mm in diameter and,. are 25.4 m high and inclined 7.2° to the side and 10° backwards. the floods of 1999 and 2005. The client, the investor, the local authorities and. like the pylons, are inclined at 10°. They are positioned at intervals of 5.7 m,. the department for the preservation of historical monuments considered three. corresponding to the spacing of the transverse girders.. types of superstructure:. THE ASSUMED LOAD. 1. a suspension bridge without piers,. load.. was 5 kN/m2 plus cleaning vehicle as a concentrated The cambered box girders were manufactured. 2. a single-span truss bridge,. PRODUCTION AND ERECTION. 3. a two-span truss bridge with a centre pier.. in two sections. The girder grid was assembled on the river bank near the. The first option of a single pylon suspension bridge was chosen and became. eastern abutment and then pushed onto the two piers of the old iron bridge,. the first suspension bridge in the Allgäu region. It has a span of 54 m and an. which had been left for this purpose. The precast reinforced concrete slabs of. unusually generous effective width of 3.5 m. The transparency of the modern. the deck, each up to 2.2 t in weight, were then lifted into position. A concrete. steel suspension construction (Fig. 1.4a) encroaches less on the surrounding. top layer could then be applied without the need for complicated formwork.. historic buildings than the original iron truss bridge. Although the bridge spans. The inclination of the pylons was slightly increased from their position during. the river from bank to bank without a pier, it was not necessary to compensate. erection (shown as a dashed line), lifting the bridge off the piers, which. this with a thick deck structure, which would have detracted from the appear-. were then dismantled. The use of the old piers as temporary supports during. ance of the ensemble. The banks were raised by nearly 1 m to further reduce. erection was therefore efficient and cost effective.. the flood risk.. DYNAMIC ANALYSIS. was regarded as essential because a soft and light load. is a self-anchored suspension bridge as a deck. bearing structure is susceptible to oscillation. The original plan had been to. bridge of composite construction with a low-maintenance reinforced concrete. install tuned mass dampers in the final construction. Instead, a dynamic ana-. THE LOAD BEARING SYSTEM. pedestrian deck flanked by steel box girders and back-anchored at two slightly. lysis was made, which led to adjustment of the load bearing structure. The. inclined tubular steel pylons.. calculated values for the resonant frequencies of oscillation were found to be. consists of two parallel seamlessly welded box girders,. within the limits given in professional literature, suggesting that dampers were. 3.9 m apart, with a trapezoidal cross section and a height of only 450 mm. The. not necessary. Oscillation measurements were later carried out on the finished. transverse girders, which are placed at intervals of 5.7 m, provided a sturdy. bridge which confirmed these findings.. THE STEEL STRUCTURE. Fig. 1.4a The new Rosenau bridge over the Iller in Kempten..

(19) 1.4. Kempten-Rosenau, Germany: asymmetric suspension bridge over the Iller. View. Plan. Cross section. Fig. 1.4b View (dashed line = position of pylons during erection), plan and cross section through deck.. 21.

(20) 1. Suspension bridges. 22. 1.5. Essen, Germany: stiffened suspension bridge over main road B 224. Client: City of Essen Property developer: steag Walsum Immobilien AG, Duisburg-Walsum Structural engineering: Ingenieurberatung VBI Pühl & Becker GbR,. Essen Inspection engineer: Dipl.-Ing. Martin Neff, Oberhausen Steel construction: Johannes Dörnen, Stahlbauwerk GmbH & Co. KG,. Dortmund. LOCATION. Two main arterial roads pass through the city centre of Essen: the. THE LOAD BEARING SYSTEM. was analysed using the 4-H-FRAP program by. E 34 /A 40 “Ruhr motorway” on the east-west axis and the B 224 Friedrich-. PCAE GmbH, Hannover, assuming a spatial frame structure. The calculated. straße – Bismarckstraße running north-south and converging with Hohen-. value of the first resonant frequency was 3.10 Hz. This was confirmed by. zollernstraße at Bismarck Platz in Essen-Rüttenscheidt.. a comparative analysis performed by the independent inspection engineer. At this point, in May 2002, an open pedestrian bridge was built over the B 224. Dipl.-Ing. Neff, who calculated the first resonant frequency to be 3.2 Hz.. in the form of a suspension bridge, which is highly unusual for inner-city. Oscillation measurements on the finished bridge in 2001 arrived at a value of. locations. Traffic there is extremely heavy and the bridge crosses the four to. 3.25 Hz, well on the safe side.. six lanes of Bismarckstraße plus sidewalks with a total span of 66 m (80 m. THE STEEL SUPERSTRUCTURE. including ramp), middle span of 27 m and 58.8 m span between the anchor. girder V, i.e. two transversely connected main girders (ROR 406.4 mm ø ×. blocks. The effective width is 2.7 m between the balustrades (Figs. 1.5a –. 12.5 mm). Twelve connecting bow-shaped transverse girders Q are welded on. 1.5c).. to the longitudinal girders at stub connection points. The main and transverse. of the bridge in Essen consists of a stiffening. is that of the currently very popular suspension. girders are of hollow round steel (ROR 244.5 mm ø × 6.3 mm and 12.5 mm;. bridge with stiffening girders V. The main cable T (48 mm ø) extends over the. S 355). The pedestrian deck D is freely suspended between the pylons; it is. road between A-shaped pylons at each side of the road. The deck D rests on a. made of 15 mm thick heavy plate with a layer of mastic asphalt containing. pair of stiffening girders V and is suspended from the main cable on 12 splayed. corundum grit for slip resistance.. hangers (25 mm ø). The two pylons are each back-anchored by a main cable. THE TWO PYLONS. attached to a gusset plate from which the two splayed anchor cables R (also. (ROR 457 mm × 10 mm ø) spread in an A-shape and tapering at the ends.. 48 mm ø) extend. A guy rope U (40 mm ø) beneath the bridge secures the. The upper main cable T is attached to each side of a plate fitted between the. pedestrian deck against lifting caused by load reversal, for example strong. columns at the head of each pylon. Each column is decorated and optically. wind or an asymmetric load on the bridge. The superstructure is thereby stif-. lightened by an eye-catching “wing” of 15 mm heavy plate with circular cut-. fened to the extent that the lowest eigenfrequency of its bending and torsional. outs of increasing and decreasing diameter. They are painted light grey – an. oscillations is greater than the limit value 3.0 Hz, as specified by the client. All. important design feature of the bridge. The feet of the pylon columns rest on. cables are of fully enclosed spiral steel wire.. permanently elastic neoprene pads and are protected from traffic impact by. THE LOAD BEARING SYSTEM. are trestles with columns of hollow round steel. concrete pedestals.. Fig. 1.5a A footbridge over a main road in Essen with unusually elegant and eye-catching pylons..

(21) 1.5. Essen, Germany: stiffened suspension bridge over main road B 224. 23. Longitudinal section. Pylon. A RAMP. with a 5 % gradient and 26.25 m in length continues from the east. end of the bridge, curving and leading down to a small park. A STAIRWAY. with two intermediate landings is located at the west end of the. bridge. The stainless steel steps are extremely slip resistant thanks to a special spherical cap embossment. A GLAZED LIFT TOWER. adjacent to the stairway greatly enhanced public ac-. ceptance of the bridge. There is a retirement home close to the west end of the bridge whose sponsor, steag, has headquarters near the ramp at the other end. THE BALUSTRADES. consist of hollow round steel (ROR 70 mm ø × 5 mm) and. panels of ornamental glass.. Isometry. Fig. 1.5b Longitudinal section: The bridge in Essen-Rüttenscheidt has a middle span of 27 m, is 58.8 m long between the anchor blocks and has total length of almost 80 m including ramp. Fig. 1.5c Details: lower bracing, longitudinal girders, bow-shaped transverse girders fitted convexly to the deck. Fig. 1.5d The load bearing system as an isometric drawing..

(22) 1. Suspension bridges. 24. 1.6. Overview: seven suspension bridges in Switzerland with span lengths up to 120 m. The picturesque wild-water rivers Verzasca, Melezza and Maggia. the need to connect isolated houses and villages along the courses of the. pour into the north end of Lake Maggiore (close to the river Ticino) in the Swiss. rivers to mains water supplies and, particularly, to the collection systems of. canton of Tessin; the Maggia separates the villages of Locarno and Ascona.. communal waste water treatment plants such as in Locarno. The same ap-. It is a challenging region for bridge builders: the lower course of the Maggia. plies to the River Verzasca, which pours into Lake Maggiore 5 km north of the. is a nature conservation area and the river bed is rocky. The water volume of. Maggia between Locano and Bellinzona. A bridge of this construction type is. the Maggia can increase more than one thousand-fold in a matter of hours. In. also located in Sierre on the Rhône.. LOCATION. 1975 it swelled from ~2. m3/s. to 5000. m3/s. (the normal volume of the Rhine!). THE SUPERSTRUCTURES. of all utility pipe, cycle and footbridges in this area. after cloudbursts in the surrounding mountains. Bridges, footbridges and even. are bolted together from small, mostly serial steel components, and are there-. houses were swept away. When these bridges were rebuilt or new bridges. fore predestined for hot-dip galvanisation. This was used as a very long lasting. planned, the piers were generally placed outside the river bed, resulting in. corrosion protection for the bridges listed and described in the following.. extra-long spans of up to 120 m in the form of suspension bridges with or. INCIDENTALLY:. without stiffening girders or, in exceptional cases, as arch bridges. Another. is said to be the Altenburg Bridge over the River Aare in the centre of Berne. reason to build new bridges, especially utility pipe bridges, was and remains. (see [2], p. 39).. the oldest remaining chain suspension bridge in Switzerland. Fig. 1.6a The delta of the Maggia between Locarno and Ascona,. Lake Maggiore, Switzerland. Source: Little Joe..

(23) 1.6. Overview: seven suspension bridges in Switzerland with span lengths up to 120 m. 25. N. Examples of long-span suspension footbridges in Tessin, southern Switzerland Span length. Total length. Over river. Location. Distance from. Year of. at / between. Lake Maggiore. Construction. 120 m. 120 m. Melezza. Locarno (Ascona). 96 m. 120 m. Maggia. Aurigeno (Ronchini). 100 m. 135 m. Maggia. Avegno. 82 m × 3. 246 m. Maggia. 52 m. 60 m. 60 m 68 m. Engineer /Architect. 5 km. 1997. Meister. 12 km. 1986. Meister. 8 km. 1978. Dazio. Giumaglio. 25 km. 1997. Municipality. Bavona. Sabbione (Dreone). 35 km. 1991. Mattai. 75 m. Verzasca. Lavertezzo. 15 km. 1997. Passera SA. 106 m. Rhône. Sierre (Valais). near Brieg. 1999. Dauner. Fig. 1.6b Locations of suspension footbridges in the Italian-speaking. Swiss canton of Tessin..

(24) 1. Suspension bridges. 26. 1.6.1 Locarno / Ascona: suspension bridge over the Melezza. Client: ATVC Municipalities Joint Venture Design, photos: Ufficio d’Ingegneria Maggia SA, Locarno, Switzerland Steel construction, erection: Schaetti AG, Wallisellen/Zurich,. Switzerland. In the Swiss canton of Tessin, ~5 km above the point where the. of the larger outer pipes are the attachment points for the longitudinal girders. Maggia flows into Lake Maggiore, the wild waters of the Maggia converge. of IPE 200 sectional steel. The pedestrian deck lies on the longitudinal girders. LOCATION. with its tributary, the Melezza, close to the Ponte Brolla conservation area. Two. and consists of precast white reinforced concrete slabs 2.6 m wide, 1.5 m. villages, Tegna above Locarno and Losone above Ascona, are connected by a. long and 100 mm thick.. 120 m long, 120 m span and 2.70 m wide combination bridge for pedestrians,. THE TWO PYLONS. ground level with a total length of 21 m including fixings in a valve chamber for. cyclists and utility pipelines. THE LOAD BEARING SYSTEM. are of 570 / 500 mm ø tubular steel and rise 18 m above. of this bridge upstream from Locarno is that of. the mains and waste water pipes. The valve chamber is built deep in the stony. a suspension bridge with a stiffening girder. The stiffening girder consists of a. bank of the river on two approx. 14 m long foundation piles.. mains water pipe and two waste water pipes, which were the main reason to. THE BALUSTRADE SECTIONS. build the bridge, together with a conduit for electricity cables. The main cables. BEARINGS. T are suspended between a pair of massive anchor blocks A and a mast pylon. it is guided in its longitudinal axis over rollers in the valve chambers at each. (2 × 1 m) are fitted onto stub connections.. Two short pin-ended columns serve as bearings for the bridge and. P on each bank. The bridge deck D, which lies on the stiffening girder V, is sus-. side of the river. The bridge can therefore expand in each direction from its. pended from a pair of main cables, each with 18 hangers H. Each main cable T. fixed point at mid span. The expansion joints in the pedestrian deck above the. with its 18 splayed hangers forms a plane with an almost constant inclination,. valve chambers are concealed and protected by rubber covers.. just off the perpendicular.. CORROSION PROTECTION. for almost all structural components is by hot-dip. of this multi-purpose bridge con-. galvanisation and an additional double coating of Duplex rust protection in. tains four pipes coupled together to form a stiffening girder V. The two larger. flame red. The railings were only galvanised because this protection was re-. pipes, with diameters of 520 and 508 mm, are located under the outer edges. garded as adequate and because the light silver appearance is an attractive. THE GALVANISED STEEL SUPERSTRUCTURE. of the pedestrian deck and the two narrower inner pipes, with diameters of. contrast to the red of the other structural components. The pylons were only. 420 and 406.4 mm, run adjacent to the longitudinal axis. Each pipeline is. coated (four coats with a top coat in flame red) because they were too long. divided into 19 sections, each 6 m long, and two end sections, each 3 m long,. for the galvanising baths in Tessin. The hangers H and the threaded cable. all with flange connections. Each flange joint contains a third flange of greater. end connections are of stainless steel 18/8 with 18 % chromium and 8 %. diameter. I 160 / 120 steel sections are welded on to the top and bottom of. nickel. The wires of the main cables are protected from corrosion by the Galfan. these flanges to form transverse girders coupling the pipes, with eyes for the. process, in which plate, strip or wire is continuously drawn through molten. hangers welded on to the outer flanges. Cross bracing of 60 × 35 mm steel. zinc with a high proportion of aluminium additive to create an Fe-Zn-Al alloy. bars is located between the two larger outer pipes and above and below the. coating with excellent corrosion resistance. The HT bolts in the stiffening. smaller inner pipes. The six gusset plate joints of the cross bracing facilitated. girder were Cobao galvanised. All these measures were taken to ensure that. connection on site and are easily removed if it later becomes necessary to. the service life of the main cables and the connections would be the same as. replace pipes. T-stubs welded onto the transverse sections at the inner sides. that of the structural components less liable to corrode.. Fig. 1.6.1a Cloudbursts are typical for the region and can fill the dry,. 120 m wide valley of the river in a matter of hours..

(25) 1.6.1. Locarno / Ascona: suspension bridge over the Melezza. 27. Partial view. spl aye d. high water level. THE UNUSUAL METHOD OF ERECTION. was the work of a specialised sub-. contractor. Using mobile cranes, they erected the two pylons complete with their cable saddles and then suspended the main cables with their 18 hangers between them. An auxiliary cable between the pylon heads served to lift the prefabricated stiffening girder sections with their four pipes into place, beginning at mid span and working outwards symmetrically. The cross bracing and the longitudinal girders, on which the future deck would lie, were then fitted, followed by the balustrades. Another specialised subcontractor inserted exchangeable endless polyethylene inner pipes, previously butt welded on the river bank, into the steel pipes of the stiffening girder. Spacing lamellae ensured concentricity of the outer and inner pipes.. Cross section. Plan. M. Fig. 1.6.1b Bridge over the Melezza between Locarno-Tegna and Ascona-Losone; partial view. Fig. 1.6.1c Erection. Fig. 1.6.1d Plan and cross section..

(26) 1. Suspension bridges. 28. 1.6.2 Aurigeno / Ronchini: impressive suspension bridge over the Maggia. Project: IM Engineering Maggia AG, Ing. Hansrüedi Meister, Locarno,. Switzerland. LOCATION. A combination bridge for pedestrians, cyclists and pipelines, also. 120 m long, but with a span of only 96 m and width 1.2 m was built as a connection between Aurigeno and Ronchini, 12 km north of where the Maggia flows into Lake Maggiore, to replace a bridge destroyed by floods following a cloudburst. THE LOAD BEARING SYSTEM. is that of a trough bridge in the contemporary. form of a suspension bridge with stiffening girder. Two main upper cables OT are slung between one single massive anchor block A and H-shaped pylon on each bank, from which the trough-shaped bridge girder is suspended. The two main upper cables OT with the 46 V-shaped hangers H and a lower bracing cable UT form a virtually perpendicular plane. THE GALVANISED STEEL SUPERSTRUCTURE. comprises two parallel longitudi-. nal stiffening girders V of IPE 160 steel section, 1.10 m apart, connected by 41 trough-shaped transverse frames Q (also welded IPE 160).The top edges of the transverse frames are fixed to the lower cables UT. These lower cables (32 mm ø) are connected to the upper cables OT (45 mm ø) by V-shaped hangers. The upper main cables end in “eyes” at the heads of the pylons, which meant that complicated cable saddles were unnecessary. Cross bracing made of stainless steel wire (8 mm ø) with turnbuckles is located under the transverse frames and serves as horizontal stiffening. A close-meshed open grid was selected for the bridge deck because cattle are driven over the bridge. THE TWO PYLONS P. are H-shaped with spread “arms” and “legs”. The co-. lumns are made of welded heavy plate box girders, 500 × 300 mm at the “waist” and tapering to 300 × 300 mm at the upper and lower ends. They are. CORROSION PROTECTION. All steel parts were galvanised, which was no. connected at the top by a cross bar of tubular steel, 101 mm in diameter, and. problem because of the bolted construction method and the relatively small. in the middle by a box section, which was designed in two parts for easier. size of all the parts. The zinc coating was examined in 2009 after two decades. handling and joined on site with 24 M16 HV bolts. The high grade steel foot-. of exposure to the elements and showed no signs of corrosion. All parts are. plate of the pylon can slide on an intermediate layer of neoprene.. of stainless steel with 18 % chromium and 8 % nickel (V2A).. THE BALUSTRADES. are bolted between the transverse frames and consist of. 60 × 40 mm angle steel sections with vertical strands of 8 mm corrugated wire.. Fig. 1.6.2a The combination bridge over the Maggia connects the villages. of Aurigeno and Ronchini (see also p. 13). Fig. 1.6.2b The impressive H-pylons with spread “arms” and “legs”..

(27) 1.6.2. Aurigeno / Ronchini: impressive suspension bridge over the Maggia. 29. View. P. OT H UT. V. A. Total length. Plan. Cross section. Pylon. T. H. H UT. UT. OT. OT. H. V. H. V UT. Pier. Fig. 1.6.2c View, plan and cross section with pylon..

(28) 1. Suspension bridges. 30. 1.6.3 Giumaglio: unstiffened suspension bridge over the Maggia. Client: Patriziato Giumaglio, Casa Communale, Giumaglio, Switzerland Design: Studio d’Ingegneria Andreotti + Parnter, Locarno, Switzerland Steel construction: Olivero Patocchi, Metalcostruzioni, Cevio,. Switzerland Erection: Schätti AG, Cableways, cable haulage, Tuggen, Switzerland Steel cables: Provided by OFIMA. LOCATION. The village of Giumaglio (25 km upstream from Locarno, Switzer-. land) virtually rebuilt an old and rusted footbridge over the Maggia in 1997. The new bridge has three spans, each 82 m long and, with its total length of approx. 245 m, is the longest footbridge in the Maggia valley, although it does not have the longest span. There is an anchor block A on the north-east side towards the road but to the south-west, towards the present river bed, it is anchored in the rock of the mountain side F, which made a fourth pylon unnecessary. THE LOAD BEARING SYSTEM. is that of the archaic suspension bridge without. a stiffening girder. THE GALVANISED SUPERSTRUCTURE. consists of a pair of upper main cables. OT and lower main / bracing cables UT, each of 30 mm ø. Transverse frames Q of bar steel, U 50 mm × 40 mm, are suspended from hangers H (11 mm ø), at intervals of 4.8 m. Pedestrians are protected by two cables K1 and K2 and a handrail cable Ha (11 mm ø) of stainless steel wire. A stiffening girder was not considered necessary because only hikers cross the bridge; cattle would not be using it, nor was it needed to carry utility pipelines. A pedestrian deck of steel grid G and only 0.6 m effective width was deemed sufficient. Building costs were very low, but because there is no stiffening girder, the deck structure is very light and relatively unstable. The bridge therefore bears a notice “Dondolare prohibito” – “Do not rock the bridge”. Similar bridges without stiffening girders can be found in Sabbione and Lavertezzo (Section 1.6.4), and are described separately. THE SIMPLE STEEL PYLONS. are in the shape of portals of varying height and. consist of welded HEB 180 sectional steel. The grid of the pedestrian deck rests on the HEB 140 girder which forms the cross beam at mid height of the. Fig. 1.6.3a Grid of the simple deck, “Do not rock the bridge!” Fig. 1.6.3b Footbridge for hikers over the Maggia near Giumaglio..

(29) 1.6.3. Giumaglio: unstiffened suspension bridge over the Maggia. 31. View. L Island. Pile. Total length. portal. Two of the three portal supports are located on an island at approximately mid-span. These portals are stiffened by cross bracing in the half beneath the bridge deck. CORROSION PROTECTION. All steel components were hot-dip galvanised,. which should always be standard procedure for steel structures subjected to the elements. THE COST. of a bridge of this construction and span would normally be in the. region of 1.5 million Swiss francs. This bridge cost only 200,000 Swiss francs. The low price was possible because the designer and draftsman worked for only a minimum fee and the cables were “used” cables provided by OFIMA, a company with its own cable haulage facilities.. Cross section. Fig. 1.6.3c View, standard cross section and pylon portal.. Pylons.

(30) 1. Suspension bridges. 32. 1.6.4 Lavertezzo: unstiffened suspension bridge over the River Verzasca. Client: Luigi Togni, Gordola, Switzerland Design: Passera Pedretti & Partners Ltd, Consulting Engineers,. Grancia-Lugano, Switzerland Steel construction: C. S. T. Impresa Costruzioni SA, Biasca, Switzerland. LOCATION. In 1997, a private individual built a 75 m long and 1 m wide bridge. with a span of 60 m over the Verzasca above the majestic reservoir “Lago di Vogorno”, upstream from Locarno-Gordola near the village of Lavertezzo. He wanted private access to his holiday residence located on a bluff on the other side of the mountain stream, presumably followed by his wife and faithful hound. THE LOAD BEARING SYSTEM. is that of the archaic bridge type: suspension. bridge without stiffening girder. STEEL SUPERSTRUCTURE. A pair of upper main cables OT (28 mm ø) extends. from the anchor plate A and an H-shaped pylon P, both on the east bank of the Verzasca, to the other pylon P', on the west bank. Because there was no room for an anchor block next to the house, the pylon P' was rear anchored in the rock by two braces of U 200 steel section. THE TWO PYLONS. are 2.5 m high frames of IPB 200 sectional steel. The upper. columns are bolted to the portal to reduce size and weight for helicopter transport. The load bearing structure of the bridge was kept to a minimum to reduce costs and weight, and all structural components were galvanised to achieve the longest possible maintenance-free service life. THE PEDESTRIAN DECK. is of grating (with 35 × 35 mm apertures because of. the dog) and rests on longitudinal girders L 60 × 60 × 5 mm; these are coupled with transverse girders L 40 × 40 × 4 mm and zigzag bracing of the same bar steel. The handrail is 0.9 m high with two lower protective rails of height 0.6 and 0.3 m, all of stainless steel wire cable, 10 mm ø. The perpendicular hangers are of 8 mm stainless steel wire cable and are 1.5 m apart.. Fig. 1.6.4a Minimalised bridge over the Verzasca near Gordola. Fig. 1.6.4b Suspended in mid air: the perpendicular hangers are 1.5 m apart..

(31) 1.6.4. Lavertezzo: unstiffened suspension bridge over the River Verzasca. View. Pylon. Plan. Fig. 1.6.4c View, plan and cross section. Fig. 1.6.4d The bridge has a span of 60 m high over the waters. of the Verzasca.. 33.

(32) Cable-stayed and bar-stayed girder bridges. The World of Footbridges. From the Utilitarian to the Spectacular. First Edition. Klaus Idelberger. © 2011 Ernst & Sohn GmbH & Co. KG. Published by Ernst & Sohn GmbH & Co. KG..

(33)

(34) 2. Cable-stayed and bar-stayed girder bridges. 36. 2.1. Turin, Italy: “Passerella” – cable fans support bridge from an inclined pylon. Client: Agenzia Torino 2006 (RUP Ing. Marco Operto), Italy Description, design of bridge/pylon: HDA Hugh Dutton Associés,. Paris Steel construction: Falcone F. lli s. r. l., Villafaletto CN, Italy Damper calculation: ARUP Partnership, London Damper construction: Maurer Söhne GmbH & Co. KG, Munich Sources: Ouvrages Metalliques. Bulletin N°5/2008, [10]. With a total length of 369 m, a free span of ~150 m, a pylon arch. of the forces involved (typical talk for architects!). This can be compared with. 69 m high and an effective width of 4 m, the “Passerella” foot and cycle bridge. the beauty perceived in the body of an athlete in the moment when tensed. LOCATION. over main railway tracks at Turin station is the highest structure in this collec-. muscles release their maximum strength. It also means that good design fo-. tion. It was built between 2003 and 2005 as part of an extensive construction. cuses on the essential.. programme for the 2006 Winter Olympics and became a landmark for Turin. THE INCLINED PYLON. has an “upright” height of ~85 m and an “inclined”. and a symbol of the regeneration of the city after the demise of the car in-. height of ~61 m; it is 55 m wide at the base. The angle of its inclination over. dustry.. the railway tracks is ~65° to optimise the geometry of the cables. The height. The former FIAT works at Lingotto to the east of the railway became the Olym-. of the pylon was defined by the critical angle of the longest (130 m) cable.. pic village, which has since been turned into a residential area with apartments. There is also a slight transverse inclination of the arch to optimise the crossing. for young families. The Olympic centre for communication and logistics was. angles of the cables in relation to the gentle curve of the pedestrian deck.. built on the grounds of an abandoned wholesale market, Mercato Ortofrutti-. The pylon is in the shape of a horseshoe and is built from 370 t of welded. colo all’Ingrosso (MOI) to the west of the railway lines. The “Passerella” MOI. heavy plate Fe 355K in the form of pre-cut, conically shaped sections. Its cross. footbridge connects the two districts.. section is an equilateral triangle with a side length of 3 m, which was selected. The design and erection of the bridge was. to enable internal access for maintenance and in response to the predicted. greatly influenced by safety considerations because the bridge was to cross. behaviour of the structure in terms of bulging and tilting between the cable. PROGRAMME, CONSTRUCTION. main line traffic of the Italian state railway Ferrovie dello Stato (FS). Safety and. insertion points (lateral torsional buckling). The triangular cross section con-. dimensional regulations stipulated by FS had to be observed, but also the rele-. tains stiffeners and load-distributing diaphragms at the cable insertion points,. vant Euro Codes. Railway traffic was not to be impeded or jeopardised during. consisting of tubes to accommodate standard cable fittings. The cable an-. construction. The electrification system of the railway uses direct current; steel. chorages are concealed within the pylon and do not therefore detract from its. components and, in particular, the foundations had to be protected from the. purist appearance.. corrosive effects of residual current in the damp ground.. The inclined pylon was a particular challenge to the structural analysts and. AN ARCHITECTURAL COMPETITION. for the 2006 Winter Olympics included. engineers because it had to withstand the oscillation likely to occur in a cable-. the design of a footbridge. The winning design, “Passerella” by Hugh Dutton. stayed bridge structure, a phenomenon well known after the publicity received. Associés HDA, Paris, provided a focal point for the entire Olympic Village and. by the problems of the Millennium Bridge across the Thames in London. Spe-. was, as such, a symbol of the Olympic Games, but also of the dynamic rege-. cialists in oscillation damping from London and Munich provided an innovative. neration process in Turin as a city. At the same time this cable-stayed bridge. solution to the problem.. is an expression of the dynamism and potential of present-day Italian steel. The arch pylon is painted a bright red-orange (RAL 2032) reminiscent of the. construction.. traditional orange of the red lead coatings formerly used as corrosion protec-. DESIGN. The design philosophy of the winning architects, Hugh Dutton. tion. The preliminary zinc spray treatment was followed by coatings of ep-. Associés HDA, was that the architectural composition and conception should. oxy resin and polyurethane before the decorative colour coating was applied.. find their logical expression in the load bearing structure. HDA believes that. The luminous red-orange underlines the formal dynamism of the arch. During. observers experience aesthetic pleasure and sensual satisfaction in the. the day it is visible for miles and at night it almost has the effect of a light-. dynamics of the structure when they perceive and understand the interaction. house.. Fig. 2.1a All at an angle – the horseshoe pylon and fan-shaped cable. configuration of a footbridge in the centre of Turin..

(35) 2.1. Turin, Italy: “Passerella” – cable fans support bridge from an inclined pylon. 37. The pylon arch is founded on the only piece of land available, a narrow strip. tions of the railway authorities. In addition to its curve on plan, the bridge deck. between the railway tracks at the former wholesale market, MOI, and a main. has a slight “hump” to allow adequate clearance of the overhead electricity. road.. lines of the railway and at the same time achieve the lowest possible deck. The inclined pylon is anchored to the pedestrian deck by eight pairs of galva-. height at the two points of access.. nised cables, each 7560 / 55 mm ø, attached in pairs at each side of deck at. THE BRIDGE DECK. 18 m intervals. Further anchorage cables in a diamond configuration at the. tom flange is bolted to transverse girders of HEB 20 steel section at intervals. consists of two built-up I-girders, 1 m in height. The bot-. base of the pylon tie the pylon arch and the bridge deck together. In case of. of approx. 4 m and HEA 160 diagonals (Fig. 2.1c shows a cross section of the. failure of any support, the dead weight of the pylon arch can be supported by. welded construction). The pylon bearings are the fixed points of the bridge.. only two of the 8 × 2 cables.. Sliding bearings are located at each of the two bridgeheads.. The complex geometry of the cables between the arch and the bridge deck. THE PARAPET. creates the virtual volume of a sculpture imparting dynamism and grace to the. section, which give the “Passerella” an aerodynamic profile. The underside of. architectural composition.. the bridge is also clad in flat panels. The bridge was calculated for wind pres-. PIEDRITTI. “Little legs, supports” made of tubular steel welded in the form of. is encased in panels of sheet aluminium, arrow-shaped in cross. sures of up to 250 kg/m², more than specified by the Euro Code. have to withstand the dead load of the arch of 460 t and the. a V or N provide rear anchorage points for the cables. Their sliding bearings. THE BEARINGS. allow longitudinal movement of the bridge deck when temperatures fluctuate.. 660 t of the bridge plus tension from the stay cables; they additionally have. is in two sections strictly separated from each. to absorb 3 % torsional stress. A Munich manufacturer specialising in bridge. other. The larger of the two, “Strallata” (the cable-stayed structure), is 235 m. bearings supplied the spherical bearings with ~25 000 kN permitted overload.. THE STEEL SUPERSTRUCTURE. Assuming a flat, curved deck, there is a danger of. long and spans the railway tracks. It is suspended from the pylon and can-. COUNTERBRACING CABLES. tilevered at each end towards MOI and Lingotto. The smaller 120 m section. torsional buckling because a moving load could alter the configuration of the. known as “Lingotto” connects the Strallata middle section with an already. cables. Counterbracing cables solved this problem.. existing bridge to the Lingotto shopping centre; this section of the bridge rests. THE FOUNDATIONS OF THE ARCH PYLON. on its own V and N-shaped supports.. to 18 m in the alluvial sedimentary ground with high groundwater levels, but. were designed to reach a depth of up. The ~18 m spacing of the cable attachment points corresponds to the greatest. hit an impenetrable substratum, causing last-minute changes to be made in. possible span of a rolled I-girder, 1.2 m in height, and fulfilled the specifica-. the foundation procedure originally proposed by a local consultant.. Fig. 2.1b Aerial view of the “Passerella” connecting two districts over railway lines in Turin..

(36) 38. Deck section. Plan. Railway lines. Isometry. Parking. Pylon section. View from west. Turin, Italy: “Passerella” – cable fans support bridge from an inclined pylon. View. 2.1. Fig. 2.1c The structure consists of two separate load bearing systems;. section of the pedestrian deck..

(37) 2.2. Overview: London Docklands: two long-span footbridges. 2.2. Overview: London Docklands: two long-span footbridges. LOCATION. Many river wharves in Europe have been unable to accommoda-. te the large, deep-draught vessels in use today. This was the reason for the demise of the shipbuilding industry in London’s East End from about 1970 onwards. The gigantic industrial wasteland that remained has been an area of redevelopment and regeneration for decades now. Businesses, office buildings and housing have emerged with the help of huge public funding. PUBLIC ROADS AND TRANSPORT. The London Docklands Development Corpo-. ration LDDC has built several footbridges with spans of up to 130 m and has opened the Docklands Light Railway to connect the area to a new line of the London Underground.. Fig. 2.2 Satellite photo of the London Docklands. From the left: Canary Wharf, O2 Arena (former Millennium Dome), ExCel Exhibition and Convention Centre. Source: Courtesy of the TopSat consortium, copyright QinetiQ.. 39.

(38) 2. Cable-stayed and bar-stayed girder bridges. 40. 2.2.1 London-Docklands: cable-stayed footbridge with pedestrian transporter. Client: London Docklands Development Corporation LDDC, London Structural engineering: Techniker Ltd, London Architects: Lifschutz Davidson, Thames Wharf Studios, London Steel construction: Kent Structures Marine Ltd, Queensborough. LOCATION. The harbour in the East London Docklands was formerly surroun-. ded by the facilities of the Royal Victoria Docks. Today an exclusive residential. THE PRESENT. Architects and structural engineers rediscovered and revived. the principles of the old transporter bridges or suspended ferries to create a. area with apartments and town houses looks onto a harbour primarily used for. light and elegant footbridge that has already become a landmark in the once. water sports. A footbridge with an impressive span (130 m) and width (5.2 m). depressingly bleak East End.. was built over the huge basin, providing access to public transport in a section. A COMPETITION. of the Thames served with very few bridges. The bridge deck is at a height. cross section to reduce wind turbulence and with adequate clearance for. had initially specified an enclosed footbridge with a slender. of 15 m to allow high-masted sailing vessels to pass. A transporter for up. yachts. Taken literally, this suggested a somewhat tedious long tube that. to 40 passengers travels under the deck from one side of the dock to the. would have cut pedestrians off from the outside world. Then the architects. other.. entered their proposal for an open bridge with an enclosed transporter beneath The transporter bridge with a suspended “ferry” is not an entirely. the deck. An adjustable travelling cable mechanism lifts the cabin from the. new concept, but goes back to the robust and ingenious engineering of the. starting point on one side of the dock up to the travelling height under the. HISTORY. Victorian era. The English engineer Charles Smith had the idea of ferrying. bridge and lowers it again to the landing point on the other side. Alternatively,. people and vehicles over a stretch of water on a mobile open platform or in. the cabin can also travel just above the water level when there is no shipping. an enclosed cabin, whereby the platform or cabin was suspended from ro-. in the vicinity. The 5.2 m wide promenade on the deck of the footbridge provi-. pes between portals or trestles on each bank. The French engineer Ferdinand. des a spectacular view over the Docklands. It cannot be used in bad weather,. Arnodin developed the concept in the early 20 th century and these trans-. because it is not enclosed; pedestrians then use the transporter.. porter bridges were used to cross deep water at places where heavy ship. THE LOAD BEARING SYSTEM. is a deck bridge as a cable-stayed girder on two. traffic prevented the use of normal lift or swing bridges. Transporter bridges. support trestles, the stairway and elevator towers on each bank. The stiffening. became familiar sights in industrial docks from Middlesbrough to Bilbao.. main girder is multiple self-braced with overlapping triangular bracing and is. A similar suspended ferry can be found under the railway bridge over the. also rear anchored on each bank with a kind of bowsprit (Fig. 2.2.1a). This. famous Kaiser Wilhelm Canal, known today as the Kiel Canal.. load bearing system is known as an “upturned” Fink truss as patented by. Fig. 2.2.1a The Royal Victoria Dock Pedestrian Bridge in Newham, Greater London (London Docklands) – an open footbridge over the former Royal Victoria Dock. Enclosed stairway, elevator tower, transporter cabin..

(39) 2.2.1. London-Docklands: cable-stayed footbridge with pedestrian transporter. 41. View. Cross section. Albert Fink, born in 1827 in Darmstadt, Germany, who migrated to America, later becoming president of the Baltimore Ohio Railroad, and who died in New York in 1897.. lights up the bridge at night. The slender. masts. Indirect lighting in the balustrades spreads a glow through the wooden. THE STEEL STRUCTURE. of the bridge over the Royal Victoria Dock Basin in. London consists of an aerodynamic three-cell box as the stiffening main girder. The underside of the box is slit to contain the cables and rails of the drive gear, which carries the glass cabin and also serves as a platform for maintenance of the underside of the bridge. A multiple-cell box girder was chosen because it combines a low weight with a high degree of stiffness and is suitable for wide spans. THE SIX PYLONS. ALMOST MAGICAL ILLUMINATION. “skyline” of the bridge is emphasised with downlighters picking out the cable. are at three different heights, conically pointed and extremely. slender. They are arranged over the longitudinal axis of the deck with cables fixed to anchoring points along the bridge. A cable bundle at each end of the bridge transfers the tensile force to anchors in the ground. These anchors are reminiscent of ships’ bowsprits and are important features contributing to the dynamic appearance of the composition as a whole. They were inspired by the maritime environment with its ships’ masts and the remaining warehouses and cranes. All materials reflect a functional, maritime severity – the steel structure has a hardwood deck and balustrade. The stairway and elevator towers are clad in perforated stainless steel plate.. Fig. 2.2.1b View and cross section, showing the load bearing system.. planking to reveal the “whale-spine” of the main box girder. This structure is a credit to its builders..

No results found