I posted a question about the new Massachusetts Bldg Code at the Demolition and Renovation board, but didn't get much response so I figured I'd link to it here:
http://www.eng-tips.com/viewthread.cfm?qid=241106&page=1
Any help you can provide is appreciated.
The new version (7th Ed) of the Massachusetts Building Code, Chapter 34 (Section 3408) classifies work related to alterations to existing buildings into different levels of work. Level 2 work includes several different types of alterations, as defined in Section 3408.4.3, one of which is this...
Hello,
I posted this in the structural engineering forum, but I thought I'd repeat it here. I apologize if it's against the rules to post the same questiong in two places.
We have a ductile iron pipe supported by concrete pipe cradles. The pipe was set in position first, then the concrete for...
We have recently designed an expansion of an existing concrete water treatment tank. One of our details calls for the reinforcing steel at the edge of the existing base slab to be partially exposed and cleaned, and then mechanically spliced to new rebar that will be in the base slab of the new...
This is sort of a follow-up to a question I had asked last week (http://www.eng-tips.com/viewthread.cfm?SQID=96612&SPID=507&newpid=507&page=1), but received no replies (apparently I baffled you all).
My previous question pertained to table 1609.6.2.1(1) of both the IBC and the current Building...
While using table 1609.6.2.1(1) of the current Building Code of New York State, I noticed some discrepancies between that table and the same table in IBC 2000, yet there is no indication in the New York code that some load values were intentionally changed. It appears that this is only the case...
In table 1609.6.2.1(1) of the 2000 IBC, there are columns for "Horizontal Loads" on walls in the "End Zone" and the "Interior Zone", and there are also columns for "Maximum Horizontal Wall Loads" in Zones 1E, 4E, 1 and 4. Zones 1E and 4E are the same as...
Here is an issue which probably very basic and simple, yet has engineers in my office perplexed.
ACI 318, Section 7.10.5.4 requires that ties in concrete columns be provided "not more than one-half a tie spacing below the lowest horizontal reinforcement in slab or drop panel above."...
