Zveza društev gradbenih inženirjev in tehnikov slovenije

Objavljeno v: Gradbeni vestnik - 2 - 1963


Hvastja Boltežar, ing.
Jože Mušič, ing.

Most čez Dravo v Podvelki - projekt in izvedba

UDK: 624.7:694.564:497.1

Most čez Dravo v Podvelki - projekt in izvedba ing-boli™2^ž™tja
DK 624.7:694.564:497.1


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Most čez Dravo v Podvelki - projekt in izvedba ing-boli™2^ž™tja
DK 624.7:694.564:497.1


The bridge has been built of prestressed concrete according to the free bracket construction method. In this way it has been possible to cross the deep riverbed of the torrential Drava river without scaffolding. The bridge is a continuous girder, over three fields, with spans of 27,0 + 66,0 + 27,0 metres, and one joint in the middle. The method is once statically indefinite. The joint in the middle has been provided for to link both brackets easier together.

The river bank fields are tied to the rock by means of prestressed cables. The supporting construction of the bridge consists of two girders, the height of which is 3,80 metres at the bridge bearing, and 1,15 metres at the joint. They are linked together by means of a crosswise reinforced armoured concrete slab, wedged in between the girders and the transoms. The transoms are pre-fabricated, the distance between them is 3,50 metres, and they are set up at the seams of the lamellas in which the bridge has been built in concrete.

The supporting construction has been built of concrete MB 300, prestressed by cables 18 0 5 millimetres.

The tying has been executed according to »Tehnograd-nja’s« method. Partly home made (Jesenice steel works) and partly Belgian wire has been used. The cables have been laid in open cable grooves on the girders, by which checking of the condition of the cables has been rendered possible while building with concrete was under way. Prestressing has been performed in 5 days. Special attention has been paid to the injecting of cables. The injecting mortar has been composed of concrete, ground lime-stone, and water in the proportion 7:3: 4,5.

The erection of the supporting construction was tackled at both sides of the piers on a planking, made only in the length of one lamella. The whole remaining construction work has been performed freely. Such scaffolding at the piers absorbed also minor load differences, while the brackets were under construction.

The load test showed that the factual bendings were halt of the calculated ones. The causes are to be found in the actually larger stretch modulus of concrete as compared with that adopted in the calculation (E = 300.000 kilograms/sq. centimetre).

Karlovška 3
1000 Ljubljana, SLOVENIJA

Phone: +386 1 52-40-200
Fax: +386 1 52-40-199
email: gradb.zveza@siol.net,