Cable-Stayed With Concrete Deck

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	*National Information Service for Earthquake Engineering* *University of California, Berkeley*

Since the construction of the Maracaibo Bridge in Venezuela, cable-stayed bridges with concrete decks have conquered an ever increasing share of the market against those with steel decks. Competitive designs in the United States have demonstrated that for spans in the range of 300 meters, bridges with concrete decks cost much less than those with steel decks.

Cable-stayed bridges with concrete decks are especially suitable for railway bridges. Due to their large deadweight, dynamic and fatigue considerations are less important than for bridges with steel decks.

In the following, only finished bridges or those under construction are represented.



	H57. Overall view.

PEDESTRIAN BRIDGE AT VILLINGEN

Unsymmetric pedestrian bridge with spans of 23-31-66 meters and an adjacent spiral ramp.
Bridge deck 5-meters wide, 0.62-meters deep solid concrete section, of lightweight concrete in the suspended part.
Tower in the bridge axis. For slenderness reasons built of steel.
Parallel-wire cables with HiAm-anchorages.
Side spans and spiral ramp built on traditional formwork, center section of precast elements erected by free cantilevering with railway crane.

Design and tender documents, final design and drawings.


	H58. View from bridge deck and detail of railing.



	H59. Overall view. In the background, Mannheim Television Tower, see Slide H86.

NECKAR-CENTER BRIDGE, MANNHEIM
(1973-75)

Pedestrian bridge with a normal width of 6.4 meters. Main span 139.5 meters, side spans 56.6 meters. Bridge fixed to both abutments, with an expansion joint at midspan.
Deck of solid concrete with a depth of 0.6 meters, towers in steel to give maximum slenderness.
Parallel-wire cables with BBRV buttonhead anchorage and corrosion protection by PE-pipe and cement grout.
Deck cast in place, side spans on scaffolding, main span by free cantilevering.

Preliminary design, tender design and tender documents, checking of final calculations and drawings.

Ref: Völkel, E., Zellner, W. and Dornecker, A.: “Die Schrägkabelbrücke für Fussgänger über den Neckar in Mannheim (The Cable-Stayed Bridge for Pedestrians across the Neckar at Mannheim),” Beton- und Stahlbetonbau 72 (1977), pp 29-35, 59-64.

PASCO-KENNEWICK INTERCITY BRIDGE, WASHINGTON, USA
(1975-78)

Highway bridge with a main span of approximately 300 meters, and side spans of 124.5 meters, depth of beam 2.13 meters.
Bridge deck of prestressed concrete. Cross-section of the cable-stayed part formed by two triangular edge box-girders and the intermediate slab, supported by cross-girders.
Towers of reinforced concrete, 57 meters above the deck.
Parallel-wire stay cables with HiAm-anchorages in cement grouted PE-ducts.

Design, tender documents and construction engineering (in collaboration).

References:

Leonhardt, F., Zellner, W. and Svenson, H.:

“The Columbia River Bridge at Pasco-Kennewick, Washington, USA.” Proceedings FIP 8th Congress, London, 1978, pp 144-153.
“Die Spannbeton-Schrägkabelbrücke über den Columbia zwischen Pasco und Kennewick im State Washington, USA (The Prestressed Concrete Cable-Stayed Bridge across the Columbia River between Pasco and Kennewick in the State of Washington, USA),” Beton- und Stahlbetonbau 75 (1980), pp 29-36, 64-70, 90-94.

Grant, A.: “Intercity Bridge: First Major US Cable-Stayed Bridge,” Civil Engineering - ASCE, June 1979, pp 71-73.



	H60. Erection: Free cantilevering erection from the tower to both sides. Lifting of the prefabricated elements, with a weight of 270 tons each, with lift-slab equipment.



	H61. Overall view of finished bridge.

POSADAS-ENCARNACION BRIDGE
ACROSS THE PARANÁ RIVER, ARGENTINA



	H62. Model.


	Two-lane highway and eccentrically placed single-track railway bridge, linking Argentina and Paraguay. Main span 330 meters, side spans 115 meters, bridge deck 22 meters above water, towers 65 meters above bridge deck. Bridge deck with aerodynamically shaped three-cell box girder. A-shaped concrete towers, founded on caissons. Parallel-wire cables with HiAm-anchorages and corrosion protection by PE-pipe and cement grout. Designed for tornado winds up to 250 m/s and earthquake. Wind-tunnel tests in order to determine form-factors for high wind speeds. Erection by free cantilevering from the tower outward to the anchor pier and the center of the main span.

Design and erection engineering (in collaboration).

Ref: Cabjolsky, H.: “Die Paranábrücke zwischen Posadas (Argentinien) und Encarnación (Paraguay). (The Bridge across the Paraná between Posadas, Argentina, And Encarnación, Paraguay),” The FIP 9th International Congress, Stockholm, June 6-10, 1982.

EAST HUNTINGTON BRIDGE
ACROSS THE OHIO RIVER, USA



	H63. Model.


	Two-lane unsymmetric, one-sided bridge with spans of 91.4-274.3-185.3 meters. Height of bridge deck above water 21 meters and of tower above deck 85 meters. As piers and foundations had been designed and constructed for a somewhat lighter steel bridge, the 14.2-meter wide bridge deck was designed with steel cross girders, 1.5-meters deep concrete edge beams and deck slab of 8000 psi concrete. Erection of the cable-stayed part by free cantilevering from the tower to both sides by floating crane; weight of precast elements 220 tons. Cost reduction of 29% compared with original steel design.

Design and tender documents (in collaboration).

Ref: “Concrete Beats Steel by 29%,” Engineering News Record, May 14, 1981, p. 16.


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	The University of California, Berkeley Copyright 1997, The Regents of the University of California. Structural Engineering Slide Library, W. G. Godden, Editor Set H: Structures of Leonhardt, Andrä and Partners


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