Recent content by shaurya241100

Hi Guys, I just have a situation at site where the core holes were drilled thorugh the masonry abutmnents and masonry spandrel walls of an arch viaduct carrying railway line. The core holes are drilled for masonry strength tests and are 100mm in diameter. I am just wondering what is the best...

Thanks guys for useful tips. there is a pvc pipe which I have incorporated in my design of 100mm dia which will house the inner length of the tie rods. This core thorugh which the tie rod is passing will be then grouted and end would be plugged. Behind the washer plate high strength mortar will...

Dhengr, You have been able to understand like desertfox what I need to do in this particular case. The size requirements for the washer plate is less than 200 square and the size being provided by the contractor is 400 dia. washer plate so the masonry strength is going to be okay as it will be...

Many thanks Desretfox for excellent help on this issue. Regards

HI Desertfox, That's what I was looking for and this is fabulous help, many thanks. Just one thing; it seems to be an empirical formaula as dimensioanl equality is not there. Thanks and regards

Thanks Guys, I am still not clear about the basic principal for tightening boolts to a particular torque. A simple example is if I have to connect spandrel walls of a brick masonry arch bridge to stop them moving out and use grip bar anchor system, to what torque should the locking nuts be...

Hi Desertfox, Many thanks for your response. Regards,

Thanks Ishvaaag, Attached is the tie bar I am using to connect spandrel walls and not sure actually what value of torque should we specify for the contractors. One of the generally used convention is to apply a torque equal to 0.15% of ultimate tensile strength but not very sure if this is the...

HI Guys, Hope someone might have experienced this things in the recent past and may be able to provide some information. We are trying to connect spandrel walls of a arch masonry railway viaduct using steel tie bars. I am just thinking what should be the criteria for torque which shall be...

Thanks guys. It is worth to explain why I need this ionformation. I am providing a solution to our client to strengthen an exisitng half through wrought iron rivetted plate girders which carries a timber deck to support railway tracks and loading. I will be strengthening the top flange of theese...

HI All, Could anyone drop some pointers/literature on how to work out spacing of rivets while designing half through rivetted plate girders supporting bridge decks? Any quick response would be much appreciated. Regards.

Dear All, Has anyone analysed the effects of forces imposed by the long welded rails/continous welded rails on rail bridges or have a copy of UIC 774-3R which elaborates this procedure? Any help would be much appreciated. Regards,

Normm, Thats fabulous. This is waht I was looking for. Regards

has anyone used pucher charts for bridge deck slab local effects design? If yes, could youplease drop few lines on the method to use it and if possible attach a copy of the charts also to understand the process. cheers

Hi, I am looking for guidelines for the design of fabricated steel bearings for a 45 degree skew 19.5m span railway bridge half through deck. It is a three box girder system wwhich supports two decks in between them for railway tracks. I can't find any guidelines for the fabricated steelk...