Cable-Stayed With Composite Deck

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


	Cable-stayed bridges with composite deck are an economic solution for spans between those for steel decks and concrete decks. Whereas moments are mainly taken by the steel structure, normal forces are largely absorbed by the reinforced concrete slab. In order to reduce the influence of shrinkage and creep, slabs should be prefabricated.

SECOND HOOGHLY RIVER BRIDGE, CALCUTTA



	H55. Model.


	Six-lane highway bridge with spans of 182.9-457.2-82.9 meters. Bridge deck with total width of 35.0 meters and 2-meters deep main plate girders, narrowly spaced cross-girders, all riveted, reinforced concrete roadway slab in composite action. Indian authorities did not permit assigning the large normal forces to the concrete for ultimate limit design, resulting in unusually heavy steel sections. Steel towers. Height of bridge deck above water approximately 40 meters, height of towers above bridge deck approximately 95 meters. Foundation of towers on large caissons. Parallel-wire cables with HiAm-anchorages and corrosion protection by PE-pipe and cement grout. Erection of side spans on auxiliary piers and of main span by free cantilevering.

Alternate design (chosen) and construction supervision.

Ref: “Long-Delayed Indian Bridge Begins to Close Time Gap,” Engineering News Record, February 25, 1982, pp 26-27.

SUNSHINE-SKYWAY BRIDGE OVER TAMPA BAY, FLORIDA
(1981-82)



	H56. Model.


	Six-lane highway bridge replacing the truss girder that collapsed after a ship collision on May 9, 1980. Main span 366 meters, side spans 147 meters, height of bridge above water 55 meters, height of towers above bridge deck 84 meters. Composite bridge deck, consisting of steel grid and precast concrete panels, with cast-in-place joints. Diamond-shaped concrete towers, parallel wire cables with HiAm-anchorage and corrosion protection by PE-pipe and cement grout. Erection by free symmetric cantilevering from the towers outward to the anchor piers and to the center of the main span. Design for hurricane wind.

Alternate design and tender documents (in collaboration). Design not chosen, although this steel alternate was bid only 4% higher than the concrete alternate with the same span.

References:

“Florida Bridge Bids Opened,” Engineering News Record, February 4, 1982, pp 17, 18.

“Bridge Progress Steps,” Engineering News Record, March 18, 1982, pp 59, 60.

“Concrete Wins Tough Bridge Test,” Engineering News Record, October 21, 1982, pp 10, 11.

“Florida Awards Bridge Jobs,” Engineering News Record, January 6, 1982, 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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