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Found 9 results

  1. Dear All, I have designed the bridge between two building. Fixed at one end and roller at the other. The bridge at the roller end, rests on a concrete ledge. I have provided the expansion joint based on the formulation of ASCE for building separation. I have certain queries on it : 1- Is building separation formulation is appropriate to provide expansion/moment joint in my case? 2- I am trying to allow the movement through slotted holes in base plate. If my bridge required expansion is 300mm through formulation indicated in Point-1 above, should the slotted hole be twice of it i.e. 2x300mm = 600mm I am still unsure as to what size the slotted hole should be ? and what governs the expansion joint of bridge over the ledge end. I am relatively new to bridges. any help would be highly appreciated. Thanks in advance.
  2. Assalam-o-alaikum, Dear Colleagues! The Øresund bridge is an engineering marvel that connects the Danish capital of Copenhagen to the Swedish city of Malmö. A cable-stayed bridge runs nearly 8 km (5 miles) to an artificial island where it transitions into a tunnel that runs another 4 km (2.5 miles). The award-winning double-track railway and motorway opened on July 1, 2000. For more details refer to the following link:
  3. Salam Girders of a bridge during launching collapsed. it is reported it happened due to heavy winds during launching of the girders,links for further details are attached. Regards
  4. SALAM I have been working on a pedestrian bridge design steel structure, i have attached two snaps from sap2000 for the concept. All four towers and arches will have cladding in round shape. I have assumed bolted connections. if i assign moment release to both ends of the members i get my sections passed within .70-.80 dc ratio but when there are no moment releases assigned dc ration reaches 3.5. Pu abruptly decreases in case of moment releases. i described the member results for the lowest members of the main tower.results comparison attached excel sheet. some valuable input is requested. Regards result comparison.xlsx
  5. Can some body please give reference regarding torsional design of post-tensioned bridge girders? I have searched through AASHTO LRFD Bridge Design Specs but could not find a valid reference.
  6. Hi guys In the question i have a super T girder with some reinforcement. Ques is I have to calculate compression strength in concrete block using formula C = gamma * 0.85 f'c * b (width) what value of b should i use to calculate this compressive force? thanks Saad
  7. Assalamualaikum dear forum members, I am currently designing a 35m span prestressed precast I beam bridge. The deck is formed from 300 rc insitu slab and the beams are 1.8m deep precast I beams. These span simply supported onto bearings shelf/abutment. Due to a high watertable, a secant pile wall option is used to form the abutments (with a hard/soft pile configuration). There is also a raft to form the underpass and act as a prop to the secant walls. The secant walls are formed from 1200mm diam. piles and the raft is currently 2m deep. Apparently another engineer (quite senior) advised to have the raft dowelled into the piles, i.e. maybe 3 dowels per pile in the secant and then continued into the raft at an appropriate anchorage. The 35m span deck is supporting a curved road on top and the underpass is supporting 6 lanes of traffic. The whole bridge is designed to AASHTO I have a few issues which are troubling me which I would like to ask for opinions on; 1) The prestressed I beams at ULS are sagging as they are simply supported. At SLS the ends are hogging; is this due to the prestressing force being too much? The secant pile wall is being designed by geotech. I assume that under any limit states as the deck is supported on bearings, the forces transferred to the secant will only ever be axial forces and shears ie. fx, fy, fz? 2) The raft/ secant pile wall connection does not sound particularly convincing to me. The actual secant pile wall is very long and is about 480m. The raft slab therefore has movement joints every 10m or so. I thought that the raft plus secant could either be considered as an inverted portal frame or as a wall with a lateral prop. The senior engineer want to assume this is acting as an inverted portal frame but how can we have fully fixed moment connection with 3 dowel bars! Also if the abutment was actual wall, the raft could be detailed with rebar to be cast as a full moment connection, but with the secant the rebar will be very congested and I do not know an easier way to achieve this full moment connection of the raft with the secant. Please advise.
  8. Has anyone done the wind analysis on bridges using British Standards ( BD 37/01). I have a few questions regarding its application on structure and live load both.
  9. Assalam O Alaikum Respected Members, Hope you all are doing good. Does anyone here know what is the procedure of bridge design. Or can anyone link me to any tutorial from where i can get guidance. I have a very basic understanding that too of the grillage design but want to know more about bridge design. Thanks.