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He doesn't have to be an engineer. I was suggesting that swinging a hammer just might satisfy his inner builder.

Seems like a problem some sort of external stiffener between the column and base plate could resolve. Chamfering the top corners is usually a good idea.

I would be talking to my client and recommending changing the skylight configuration so that trusses do not need to be cut. If the trusses are 24" on center, 2 skylights that are 22.5" x 24" or something similar might be just as well. By the way I do not think it unreasonable for the building...

It sounds to me like you know what to do, but are lacking the courage to do it. If a lower salary is not a problem, it is difficult to see why your "situation prohibits" you working as a structural engineer. Volunteering for habitat for humanity might help you get your fix and could network...

I would refer them to my most loathsome competitor!

You may be able to attach the platform just above the roof covering (above the flashing). This lower attachment point may be simpler and provide lower lateral forces imposed on the parapet.

I've always found this a very practical guide. http://www.usbr.gov/pmts/materials_lab/repairs/guide.pdf

based on the intent of the OSHA rule (stability during erection), there is some room for judgment here.

I would consider it good practice to match the wall bar spacing, and you will not save much by omitting them.

you may want to also look at this thread. http://www.eng-tips.com/viewthread.cfm?qid=290894

Donald Friedman's book "historical building construction" lists some historical design live loads in appendix G.

one more picture.http://files.engineering.com/getfile.aspx?folder=19f18714-a913-49b0-b388-7e3b5edaa7f2&file=IMG_0017.JPG

See attached photo. constructed in 1962 in Norwich, CT 2.5" seat spans about 20'-8" joists spaced at 48" 12" depth top and bottom chord are 5.25" wide, 1.25" tall, and 1/8" thick somehow I doubt this is from an SJI member. see attached photo. thanks for any insight.

You need to be careful here. Many of these systems are not properly designed. I witnessed one in CT where the bottom chord suddenly failed. http://woodenroofinc.com/articles/Vintage.pdf

if I was working on a building from the 1960's, I would use Fy = 36 ksi and not even think twice about it.

if you think they are shrinkage cracks that may move, you may consider routing and sealing the cracks.

presuming that the cause of the crack has been determined and rectified, it may be very simple to selectively remove the outer portion of the individual blocks that are cracked and replace with a 4" piece of block, set in mortar.

http://www.lightmetalage.com/PDFs/LMA-2009-04-040_PullOver.pdf here is a resource for pull over.

this is in an interior environment. i would venture that the galvanic action is not much of an issue in this case. do you agree?

the Hilti published data is just what I was looking for. thanks a lot.