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The electrical engineer has been looking into it and contacted the transformer supplier without and luck. We will just keep digging, thanks for all the input.

I am planning on using fiberglass rebar (GFRP) because of the electromagnetic fields. They should not heat up so the only heat in the room should be from the transformer itself. The unit is water cooled and the room is ventilated (natural not forced air) so I would not expect it to get too hot...

Our client has a old transformer that is powering an electric arc furnace. They want to replace the existing transformer with a larger one (over 100 MVA). The field generated by the existing unit induced currents in the elevated concrete floor slab reinforcing bars that raised the floor...

Sketch is attached. Thankshttp://files.engineering.com/getfile.aspx?folder=113af6e2-b1db-45cc-a3af-b8d450e0dc85&file=0370.pdf

When figuring the ice load on a pipe that is running horizontaly over a flat roof sould the z elevation be taken from grade or the top of the roof?

Thanks - I could not find anything either, you would think that someone would have created a standard since this is a common situation.

Ok - thanks for the help.

No building code requirements and/or NCMA standard? So if I have a 30' long wall with with an 8 foot wide door opening, I can just assume the load is taken by a 4' wide strip on either side of the door and select steel accordingly?

When designing a cmu wall with door/window openings in a high seismic area how should you distribute the lateral load from the area above the opening to the sides of the opening? How wide of a strip on either side of the opening do you assume will take the load?

Ok - I was thinking that it would have been the center of gravity of the wall. Thanks for the clarification.

I am reviewing the design of a free standing masonry partition wall in a high sesimic area. The "z" in ASCE 7-02 Eq. 9.6.1.3-1 is listed as the height of the attachemnt above the base but for a free standing wall I would think it would be mid-height. What z should I use for the (2+z/h) part of...

I am reviewing the design of a free standing masonry partition wall in a high sesimic area. The "z" in ASCE 7-02 Eq. 9.6.1.3-1 is listed as the height of the attachemnt above the base but for a free standing wall I would think it would be mid-height. What z should I use for the (2+z/h) part of...

I am working on a roof design that has a 45 degree roof slope that suddenly changes to an almost flat roof (1/4" per foot). How can I determine the snow sliding and drifting requirements? The snow drift calcs in ASCE-7 are for a flat roof to flat roof with a step down, not a sloped roof with a...

Thanks.

It will have to be reinforced. Unfortunately the notch will be located at the point of highest bending moment. What worries me is the stress risers at the corners of the notch. Even with a radius the stress will be high. Is this something I should be worried about or am I being overly conservative?

I need to cut a 3 1/4" x 24" long notch out of the bottom flange of an existing W24 beam to install a piece of equipment. I cannot find any reference material describing how to handle the reinforcement. Does anyone know of sources or methods? Thank you.

does anyone know of a good reference for the design/analysis of base plates for combined crane & building columns that you would see in mill buildings?

I don't know, never thought about doing it that way.

Thank you both for your input.

I wish I could. The equipment is for a strip mill and has been modified to handle significantly larger coils than originally intended (167% of original design). Even if I could find information about the original design It wont reflect the current state of the equipment.