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I'm designing a steel plate girder bridge. I don't have a problem with the main member except the bracing. I found in a textbook shown that each girder is splited to 3 beams (2 beams for top and bottom flange and the other is for web). This method allow me to model full depth bracing. My...

thank you guys for the input.. from my understanding, I can splice anywhere I want and calculate in the same way even the splice loction is not near the dead load contrafluxure point. Thanks again.

A steel bridge is a 150' simple span having a bolt splice location at 40' from its support. I know that a good place to splice is at or near the dead load contraflexure but it can't happen to this bridge. So why is a special consideration for this kind of splicing calculation??

I have a 3 span horizonlly curve bridge designed by using MDX. I have to provide a slab pour sequence information ,so what is the methodology to do that? I totally have no idea. Thank you for your help

I know that using tight fit at top flange and mill to bear at the bottom flange connection. what is the diferrence between these two order in Bridges construction?? TIA....

In AASHTO, Chapter 10 steel design, it has LFD,( Load Factor Design). My thought, LFD and LRFD are alike. Is it correct??

Could anyone explain me the difference between these 2 methods??

Usually when I design drilled shafts and columns, I always add the additional length, from top of dr.s to POF, to the columns. And then do the frame analysis to determine the max moment. That way both columns and dr.s will resist more moment. ( I ignore all soil spring stiffness) any comment...

Deejay Could you explain more how to model it?? I know offset command but i have no idea how to apply it to the wall. TIA

The wall has 2 different section, the lower one is 2' thick supporting the upper one which is 1' thick. The problem is that I try to have the wall face match each other so the lower wall will carry eccentric load from above. How would you model this wall, what command in Staad do you use ...

Sound like arch. is an engineer's boss.

Does anyone know how to design the diagonal reinforce rebars in invert tee bent?? I found the reference show how to desing ledge and hangar reinforcement only.

I have a question regarding to a beam-girder connection. Assume a rc beam supported by a rc girder, should the end of beam be fix or pin support? and why?? I know that if the beam end is a fix support the moment will be less than the pin support but the girder have to consider torsinal moment...

A drilled shaft is 80 ft long supporting an abutment (or a bent column).. Need to consider the slenderness effect?? is it correct if I assume the shaft is confined by surrounding soil??

I read a book that shows how to place a wheel load over the concrete slab to create the max reaction at beam end and it comes up with the following equation, R = P(3-10/S) Where P is 16 kip, S = beam spacing and R = reaction at support. (this equation is achieved by AASHTO 3.23.1.2 and also...

Qshake it is what I was told. " if a column bent is not so tall that the wind load produces a large moment at top, you can determine it as a continuous beam." It is clearly not a good calculation but it's time saving. ( much simpler than the frame analysis) Please comment Thank you.

Qshake Yr post is very helpful. But I still have a few questions to ask. I have seen some examples using a uniform load, 0.64 kips(lane load ) with 6' width at right a top of capbeam instead of using a wheel line load. Also, the end of capbeam is not the constant depth,let say 3'-6&quot...

Can anyone tell me what is the difference between P-delta and pushover design?

If there is a number of debond strands at end of girder, how are those strands developed the design stress at midspan??

DOT does not permit the use of drape strands in this U girder. Otherwise, it is mentioned to use debond.