|dc.description.abstract||This master’s thesis covers the design of a post-tensioned concrete bridge in
Trondheim municipality in Norway, in collaboration with Statens vegvesen (SVV). The
concept of the bridge is inspired by Egg-Graben-Brücke in Austria, which was
designed and built without steel reinforcement in the bridge deck. The idea is to
eliminate steel reinforcement which can corrode in the bridge deck.
The total length of the bridge is 73 meters and it is divided into 3 spans. The crosssection
of the bridge is assumed as a massive T-beam/slab with flanges. The width
of the cross-section with edge beams is 9,5 meters and the height is 1,3 meters. Two
carriageways are assumed with width 8,5 meters between restraint systems and
kerbs on the bridge. The bridge is planned to be built in 4 stages and a proposed
building process is presented.
The bridge is post-tensioned in longitudinal and transverse direction. Due to the high
maintenance costs of bridges, the bridge is designed to use as little steel
reinforcement as possible to enhance the durability. The number of prestressing
tendons have been determined. Cables with 15 strands are used in longitudinal
direction. 6 cables are placed in side spans, 10 cables over columns and 8 cables in
the middle span. Cables with 2 strands with a spacing of 0,5 meters are placed in the
transverse direction. Creep development has been considered for the different
The design is according to established standards such as Eurocodes, and Handbook
N400 by Statens vegvesen.
The purpose of this master’s thesis is for the candidate to familiarize himself in
calculation methods, by performing a literature study of relevant regulations and the
use of manual calculation methods.
Analytical models have been created in the program NovaFrame for longitudinal
direction and some parts in the program Scia Engineer for transverse direction.
Verifications of the results from NovaFrame are presented.
The master’s thesis contains analyses for ultimate limit state and serviceability limit
state for critical sections. The bending moments, shear and torsional capacities have
been calculated in the ultimate limit state. The stress limitations and crack width have
been calculated in the serviceability limit state. All hand calculations are shown in
The capacities and requirements are sufficient in the controlled sections for both limit