i knew the answer that, for conti.beam, maxm. -ve moment is at support. and it is due to why....but i am looking for very specific answer, which i have not received. (regardless of tension and comp. what that causing it negative moment.) but anyways, i found it from one of reference...
i have a simple support steel bridge that has different skew angle along the support. there is no long. joint where the skew angle changes. my question is, should we create new superstructure definition at location where skew angle changes? also there is a diaphragm connecting two stringers...
Do we consider separate stringer at interior long. deck joint. for live load distribution factors.
Suppose, we have 10 stringers; and there is a longi.deck joint between stringer 5 and 6, so do we consider stringer 5 and 6 as exterior striger for live load distribution factors?
the bridge (plate girder type) i am doing LR, was built in 1968. i asked one of senior engineer and he said to consider diaphragm connection plate as inter.stiffener.
what is your suggestion?
For a reason,i dont want to count instead, want to get any equation to calculate Inter.stiffener.
FYI: Stringer schedule provides spacing of intermediate stiffener.
Also, should i add total number of stiffener from stringer schedule should to diaphragm connection plate too or it should be...
how can we model framing plan, in virtis if a span has different skew angles from work point. for example, if i have 10 stringers and from 1-4 stringers, i have 4 degree and 4-10 i have 8 degree.
thanks for reply.
how much minimum studs' spacing required to consider as composite. my girder length is 84ft and from framing plan studs are 3 per row@12"-Can i consider this girder as composite. its WPG, SS.
thanks again
how do we verify that girder is composite or noncomposite. should we calculate total no. of sher studs per row? can anyone explain it. i need it for load rating purose.
Thanks
i have attached good example of DF for load rating using virtis. remember, virtis do not calculcate DF if the bridge is splayed at bays. For that, you have to manually imput the values. refer attached pdf...
i am using virtis 6.3 for bridge load rating. can anyone tell me, if operating and inventory ratings fall below 25T, what does it indicate? Also, for latex modified concrete overlay, what would be density used for wearing surface dead load?
