Recent content by Lazzaroni

I am trying to determine the capacity of existing 6" hollowcore with 2" topping. The existing drawings call it out as '6HS 105AT'. Some are called out with '065AT' or '085AT'. Is the '###AT' a catalog designation? If so, any resources I can reference?

I am working on an alteration to an existing structure that has the following connection: 10" long structural steel angle with two inclined 1/2"Øx4" long headed studs embedded into the bottom outside corner of a CIP concrete beam . A few seasoned engineers at the office mentioned that there...

ASCE 7-05 12.13.6.2 requires that foundations be interconnected with ties (grade beams) when using piles in SDC D, E, & F and shallow foundations in SDC E & F. The project I'm reviewing is in SDC D and is using geopiers to support shallow foundations. Does a geopier qualify as a pile...

Have you tried contacting the Steel Deck Institute (http://www.sdi.org)? They may have historical data.

Good afternoon all, I am working on a marine research facility framed with concrete beams and two-way slabs. Concrete mix values were set per ACI: 0.40 max w/c, 5000psi min, increase in rebar cover, etc. I have included a DCI (corrosion inhibiting) admixture for a few research labs that will...

Grade beams (tiebeams) are discussed in 1810.3.11 & 1810.3.12 in 2009 IBC. There was no mention of the 10% design value. 1810.2.2 discusses stability requirments for pilecaps. I usually design the GB (stabilizing 1PC & 2PC) for the moment and shear due to piles being out of tolerance

Thanks TX...good info.

Hello all.....Is there a reason CRSI uses 180 deg. hooks at the bottom of pilecaps? It states, "The provision to include a 180 deg. end hooks or heads on all reinforcing bars in pile caps with single lines of piles around the column is a prudent precaution against a premature "tied-arch" shear...

I am dealing with a similar situtation except I don't have a roof. It is a 4 sided masonry enclosure(40'x40' plan, 18' tall) built on the last floor of a building. The room itself does not have a roof. Same issue....it does not meet the requirements of a partially enclosed or open structure...

I don't know if it's addressed This post may answer some of your questions http://www.eng-tips.com/viewthread.cfm?qid=252378&page=21

I have used it in the past with C&C loading as you described.

Who is responsible for a fireplace/chimney design. There are elements in the design that fall outside of my area of expertise. Are the "guts" (flue liner, damper, etc.) typically designed and detailed by a delegated engineer while I provide the masonry/reinforcing/seismic design requirements?

Can someone clarify the Beta-d factor for reducing the member stiffness due to a sustained lateral load per ACI-05 10.11.1 for a non-sway frame? It states that Beta-d is the ratio of maximum factored axial sustained load to maximum factored axial load associated with same load combo. Is the...

Thank you all for your input....very infomative and helpful.

I agree with you, but having seen pictures and speaking with people who have worked building these structures, it is apparent that they are not designed to our standards. The available materials do not appear to meet the quality/tolerances of what I've worked with. My intent is not to come up...