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Cable-stayed bridge vibration during construction 

Cable-stayed Bridge
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Case Study and 



Stress in stiffening girder at DeadLoad


There are three stresses SY(top), SY(middle) and SY(bottom) reported in LUSAS for a shell element QTS4 through it

thickness. Shown below is SY(bottom) for the cross plate connecting the cables where Y-axes is vertical. These cross

plates are located at every 15m along the bridge and called the cross-plate-cable. Extreme tension (positive) at the

cable point is about 28.4MPa at deadload condition.


Figure: SY(bottom) values at the cross plates connecting at the cables (kN/m2)



Shown below SX(middle) are highlighted for the two longitudinal center plates, where X is the bridge axes. The values

are shown at the nodes where the longitudinal plates intersect the cross-plate-cable. The compressions SX(middle) are

increased towards the pylon as accumulation of the cable forces longitudinal component.




Figure: Sx(middle) values at the longitudinal plates at the cables (kN/m2) 



Shown below SX(middle) for longitudinal center plates at the nodes where it cross the between-cross-plate. These values

increase also towards the pylon as mentioned above. However, the values on these cross plate are lower than the

adjoining cross-plate-cable away from the pylon. The cross-plate-cable is 16mm thickness, where as the cross plate in

between is 12mm.


Figure: Sx(middle) values at the longitudinal plates between the cables (kN/m2)



Figure below shows compression SX(top) on top plates of the deck at the pylon. The stresses in the centre of deck

is biggest -13.6MPa at the pylon as the expecting accumulation forces from the cable horizontal components.

However, the stresses are not constantly increase towards the pylon because of arrangement of the cross plate and

the cross-plate-cable supported below. These cross plates, in turns of 15 and 12mm thickness, yielding a different

supported stiffness below the top plate, and make the stress distribution on the top plate more complicated than

immediately expecting.


On the other hand, the stresses shown closer to the two cable plan are bigger than the one above the cross plate.

They are about 17.8 to 20.0MPa. It is mainly because the node values are take between the two supported cross

plates, where additional compressions are found from local deformation of the top plates of 7.5m span.



Figure: SX(Top) values at top plate above the cross plates at the pylon (kN/m2) 



Figure below shows extreme SX(top) closer to the cable point towards the pylon. The nodes are taken at 1071mm

distance from the cable nodes. The biggest 33.4MPa is 6% of the steel yield stress of 550MPa at the erection stage.

The extreme stress are reduced towards the pylon as the cable initial forces.


 Figure: Extreme compression stress SX(Top) on top plate of deck

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ICDAS   •    Hans Erik Nielsens Vej 3   •    DK-3650 Ølstykke   •    E-mail: th@icdas.dk    •   Tel.: +45 20 20 33 78   •   CVR no.: 34436169