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This is the coutnerweight takeup for a conveyor system. The takeup has to have 50ft of clear travel based on the different loading cases and the expansion of the belting under those cases. So in a worst case senerio, the counterweight would be at the top at the time of failure. This is a case...

I want to start of saying I am a steel guy and as such, not entirely familiar with timber design. Here is the problem... I am designing timber cribbing to absorb the impact of a 14.5kip load free falling about 50ft without effecting the structure below. I am looking for some guidence on how...

This is a bulk material processsing plant out in the middle of nowhere. There are no zoning, building, or archtiectural review board constrictions. The client owns all the land around it so real estate is not an issue. They just simply want as small of a footprint of possible. Our office has...

Here is the scenerio... A client wants to keep the overall footprint of the building as small as possible but in order to do so, the structure must get taller to accomodate all the equipment that must be present. The engineers point out that by increasing the height, the structural aspects...

I have been doing some reading on machinically induced vibrations on a structure. It seems that all the authors address the forced vibrations in regards to beam/girder design but no one that I have read so far addresses the effects the vibrating loads have on structural columns. It is hard for...

To JoshPlum: What would cause the forces to change in the program? The sizes are the same. The only difference is the first run it chooses and the second run I tell it the member size. I would think that regardless of how it 'gets' the memeber sizes, the forces would be the same.

to alphaxy: our office uses all original licenses of Pro.V8i edition.

to edward1: Yes, that is the same procedure that i use when using the select/group commands but when i manaully enter the sizes that it chooses and re-run the program w/o the select/group command, they now fail.

So here is a question for any who whish to tackle... Here is the scenerio...I am using the Select/Group commands to have STAAD design steel members for a conveyor system. After I run the program and see what sizes STAAD 'picks', I manually enter those sizes back in the member property section...

Thanks for all your thoughts. The foudnations is for a conveying system for a material handeling project. To complicate matters, the location is on the toe side of a client owned access roadway embankment and is right next to and possibly partway into a state owned creek. When it rains, it...

I have a foundation system that I need to provide anchors across the concrete/rock interface. I am concerned with the grout-to-rock bond strength since the rock is weathered fractured limestone with an allowable bearing capacity of 8000psf. (Yes, that is correct...only 8000 pounds per square...

Thanks for the information on the Wood-Armer method. That should help out a lot. As for you question Josh, from a STAAD guy to a RISA guy, maybe this is the first step to program compatibility. LOL. Thanks again.

I'm new to using STAAD for plate element design. I am trying to design a mat foundation using plate elements. In post-processing, there are Mx and My moments as well as 'Global Moment' as options for the stress types. The Mx and My can be used to determine the appropriate rebar needed to...

We have a project that will require retrofitting the existing foundations of a structure. The eixisitng foundations were built back around 1945-1950. The original blueprits that we have do not indicate concrete strength or rebar strength. Does anyone have any data on 'standard' concrete and...

Thanks, but... Chapter 35 of IBC does not recognize ACI 360 or ACI 302 as accepted standards. Is there anything else out there?

I remember reading somewhere that smooth bars are prefered over rebar as the dowels across a concrete slab construction joint. I checked IBC and ACI but can't seem to find the reference. Any help?

Is there any appreciable structural pullout capacity difference between using an embedded welded nut versus an embedded welded plate on an anchor rod?