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Hi, I don't deal much with prestressed concrete bridges and here is my question. I have 2 span bridge, simply supported until the deck comes in. Composite loads including LL will act on the composite section. Am using Leap concrete or open bridge designer (whatever you want to call it) for...

Update: Ensoft Came back to me with an answer. It seems that the software is not set up to consider non-composite behavior and only considers composite action. If I wish to consider that the behavior is different, I need another tool to estimate the moment curvature (bending stiffness) and...

Thank you Both for your insight. I will let you know of any developments. Regards!

PEinc, MTNClimber I actually thought about that, but wouldn't that cause a different issue? passive resistance depends on the diameter of the shaft or in the case of the P-y curve, it would be the non-composite combined stiffness of the shaft and W section. not one of them without the other...

Using a round concrete shaft with a permanent casing. but you set the casing wall thickness to 0 (allowed by the software/manual) and add the encased shape as an insert. This would be the section am interested in (no casing)

Hi, I am reviewing a design that was performed using L-Pile for a shaft foundation to support a noise wall embedded post. Basically, the post will support the panels above grade, and the same post will be embedded in a Unreinforced shaft below grade to a certain embedment. The section defined...

yes, either that (a rigid constraint), or what I actually did which is changing the end node location of the leg to be the node on the shell. Thanks !

rb1957, Brother (or sister not sure), you are right on. there is indeed vertical displacement between the 2 end nodes. this shouldn't be the case which indicates the old connection is wrong. I agree that the old model leg is depending on the bending stiffness of the shells. Thanks !

Hi, I found what I think a mistake in a model am working on. I have a tank supported by both a latticed tower and a riser that feeds it water. I previously had the tower leg connect into the ring girder and then get connected via a rigid link to the shells of the tank, but afterwards I thought...

Hi, I have an existing elevated tank supported by both a latticed tower and a cylindrical riser (that feeds it water). The tank has a flat bottom and then bowls into a cylindrical shape as you go higher in elevation. The tank distribution of force (as in how much the tower is supporting Vs...

Thanks all JStephen, man this is quite close to what am working on, I do have upset ends where a turnbuckle connects to, the rod itself will fail way before the turnbuckle will, I only needed to show that.

Thanks to all rb1957, agree, it should be even better, but I need to show that it's actually better Winelandv, and JStephen, thank you so much, I will use the material used at that time mentioned in those manuals with the associated dimensions of the turnbuckle I found in those manuals to...

Hi, I have a turnbuckle that am trying to get its capacity, the only thing I know about this turn buckle is it's size (Std 1-7/8) , its weight (12 lb), and the fact that it was made in 1928, no other info about what standard did it follow or anything else. any recommendations on how to...

Hi, I am struggling with this one. I have this very old tank (100+ yr) that is still functioning, so we know its OK. I need to perform some assessments on it. Am modeling it using SAP2000 The model consists of the tank modeled as shell plates, a riser that goes up to the tank (also shell...

Hi, I am struggling with this one. I have this very old tank (100+ yr) that is still functioning, so we know its OK. I need to perform some assessments on it. Am modeling it using SAP2000 The model consists of the tank modeled as shell plates, a riser that goes up to the tank (also shell...

Dik and KootK , thank you guys, I feel better now about my assumptions. Regards!

Hello Engineers, I am assessing an old tower leg that is composed of double channels joined together by plates lacing at the front face and continuous plates the back face. I am having issues trying to design this column for flexure, the easiest assumption is to consider this acting more or...

So I assume you are applying a CF of 2 so you can apply that wind pressure on both the windward and leeward . but I think you are doing it conservatively. That means what am doing it right. using the CF per the code and divide that by 2, and then re distribute the same force on both leeward...

It does. Thank you !

I am going through the same section. If you have a continuous lacing along the length of the column, would you still consider this to be an intermediate connector ? it is not really intermediate is it now ? Thanks