Place the angles with vertical legs to the outside to avoid welding near the fillet. A section through the composite beam would appear to have two hollow tubes as the top flange.
The most effective solution that I found was to weld a plate to the bottom flange and a pair of angle to the underside of the top flange. Use a bottom plate wider than the flange so that the weld can be from the top instead of overhead. The angles should be placed so one toe is against the...
I re-scanned at a lower resolution - it isn't as easy to read but it works. I will also send the pdf to SlideRule Era
http://files.engineering.com/getfile.aspx?folder=9fc444b6-afcc-485a-a3c8-e50c4ca3c37a&file=Petrical.pdf
I attempted to upload a pdf file of the Petrical data that I have but kept getting errors. It does not show diaphragm values. The ER-1116 ICBO report that I mentioned earlier is actually or Tectum. I did have diaphragm values for Petrical for a project that I designed about thirty years ago but...
I have the first edition. It has the doubletees you describe. The load table does not list a value for thirty feet. The safe superimposed live load at 28 feet is listed as 29 psf and is governed by ultimate strength. The table is based on 5000 psi concrete, 3500 psi release strength and 270000...
Wood graded by the pre-1991 standard has to be designed with the NDS rules in effect at that time. If these trusses were built in 1985 they should not be evaluated using current NDS formulas. The American Wood Council has a posting on this at...
There is a July 1, 2001 ICBO Evaluation Service Inc. report ER-116 available at
www.icc-es.org/reports/pdf_files/UBC/1116.pdf
The report includes diaphragm shear values. I have additional information from Cornell Corporation that I intend to submit to SlideRuleEra in the future.
It sounds like the deflection is the biggest culprit. The bonding agent could be part of the problem also. Tile is sometimes set in epoxy and epoxy is too rigid if there is going to be any deflection or other movement. Tile normally requires expansion joints that aren't always installed. The...
AISC Design Guide #10 (page 16) says: "...as a rule of thumb, it is suggested that the thickness of the washers be a minimum of 1/3 the diameter of the anchor rod, and the length and width of the washers equal the base base plate hole diameter plus one inch as a minimum." This is a guide for a...
Go to http://www.njb-united.com/usd.htm and look for "Data Sheets". Nicholas J. Bouras, Inc. publishes "Data Sheets" in Modern Steel Construction and has them on their web site. They also have much more useful information for steel decks and open web joists.
I would argue that the 50 plf downward or upward load on the rail is already accounted for by the live load of the person(s) on the stair tread. What other force is likely to be creating the handrail load?
The International Building Code limits deflection of horizontal members supporting masonry veneer to span (inches)/600. See chapters 14 and 24.
ACI 530.1 allows between 30' and 38' veneers supported on building foundations. Read the section on veneers for particulars.
If your building is less...
You should also allow for rollers,hangers, etc. A very useful source is the Pipe Hangers & Supports catalog from B-Line weights for many types of pipe, recommended maximum span between supports and it provides information (including weights) on different types of supports.
www.cooperbline.com
