п»їAnalysis and Style of Cable Stayed Bridge
With the newly-built links, cable-stayed links are today very common worldwide intended for spans ranging between 200 and 900 meters. A cable stayed bridge provides one or more towers (Pylons) that the wires support the deck. This kind of paper delivers modelling, examination and design of a prestressed harp type single pylon cable slept bridge employing MIDAS City. Keywords: cable stayed, box girder, prestressing, MIDAS Detrimental Introduction
With the newly-built connections, cable-stayed connections are today common worldwide for spans varying between two hundred and 900 meters. A cable stayed at bridge has one or more systems (Pylons) from which the wires support the deck. You will discover two main classes of cable-stayed connections: harp and fan. In the harp design and style, the cables are practically parallel so that the height with their attachment towards the tower is comparable to the distance from your tower for their mounting on the deck. Inside the fan design, the cabling all hook up to or pass over the top of the towers. The cable-stayed link is optimum for covers longer than cantilever links, and shorter than postponement, interruption bridges. This can be a range exactly where cantilever connections would speedily grow bulkier if the period was extended, and postponement, interruption bridge cabling would not be more economical in the event the span was shortened Cable-stayed bridges may well appear to be similar to suspension links, but in simple fact they are quite different in principle and in their very own construction. In suspension bridges, large key cables (normally 2) hold between the podiums (normally 2), and are moored at each end to the floor whereas inside the cable-stayed link, the podiums are the principal load-bearing constructions which transmitt the bridge loads towards the ground. A cantilever strategy is often used to support the bridge deck near the podiums, but measures further from options supported by cords running right to the podiums.
Basic presentation in the structure
The bridge can be described as single pylon cable remained bridge possessing a harp-type layout of the cabling. The total entire cable stayed bridge is definitely 700m which has a main period of 350m. The connection structure bears 6 highway lanes divided into 2 carriageways. The deck consists of ensemble in place prestressed box girders
Total width of the connect is 30. 8m.
The main 350 meters span will probably be built making use of the cantilever method, starting from the piers P4 & P5 simultaneously. Both the cantilevers will be connected for mid course by the mean of a sew segment. The balanced cantilevers are players by segments of 3. five m very long, using a kind traveller. The segment (n) is linked to previous segment (n-1) simply by tendons (internal pre-stressing). This method is used pertaining to the initially ten sectors from pylon. After eleventh segment, no cantilever tendon is needed since the segments will be supported by stay wires tensioned steadily with development of portions. Hence structure cycle of segments after eleventh one includes set up and tensioning of stay cable prior to removal and launching of form traveler.
M50 grade concrete will be used for deck and pylons.
M50 grade tangible will be used to get Piers.
Tangible properties will be based on AASHTO LRFD Link Design Specs. Young modulus as per IRC codeВ is given in the next stand (IRC: twenty one В§ 303. 1 . ):
Shear modulus of concrete floor, G, can be calculated making use of the following formula: E= Ec/2(1+ЖІ) The coefficient of energy expansion and contraction for normal excess weight concrete can be taken as 1 ) 17x10-5 /В°C. Density with the pre-stressed concrete floor is taken equal to 25 KN/m3. Steel reinforcement:
Thermo-mechanically treated support bars of grade 414 conforming to IS: 1786 will be implemented. Yielding durability of unaggressive steel strengthening is considered corresponding to 414 MPa and Youthful modulus comparable to 200В 1000 Mpa. Flip ratio between concrete and steel will be taken comparable to 10....
Sources: AASHTO LRFD Bridge Design Specifications (Third Edition, june 2006 Interim Revisions);
AASHTO - Information Specifications pertaining to Seismic Seclusion Design ( 2nd model вЂ“ 2000);
AASHTO - Guide Technical specs for Design & Development of Segmental Concrete Bridges (1999);
IRC: 6-2000 Standard Specifications & Code of Practice intended for Road Bridges, Section II, Loads & stresses (4th edition вЂ“ 2000); intended for definition of the live lots and earthquake loads just;
IS: 875 (part 3)-1987 Code of practice pertaining to design tons (other than earthquake) for buildings and structures; intended for wind loads only;
Essentials of Link engineering by D. Johnson Victor
Bridge Engineering Handbook Edited by simply Wai-Fah Chen, Lian Duan, CRC Press