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Fairly ductile. Comaprable to standard rebar. Pherhaps ultimate strain at fracture of 6% to 15% if my poor memory is working. ASTM A82.

Thanks ron. I'll keep that in mind.

TXStructural, thanks for the report link. It looks the charts and recomendations on page 12 for spans between grade beams are based upon experience for a SOG over clays (PI > 15) soils. Interesting document although I agree with you that in our case in FL we would need to comply with ACI 318.

Matt, these foundations are laid out much differently than the commercial plans we would design with a floating first floor slab. The first indication is that the slab is poured monolithically with the grade beams and on top of the exterior masonry stemwall without an allowance for a bond break...

ron, the most recent drawings I was able to look at were from an engineer in Naples, another from an engineer in Lehigh Acres, and most from an architectural designer (not licensed) that offices in Golden Gate estates and Marco Island. It is interesting to note that the previously mentioned...

bylar, you are correct. All residential structural plans have to be sealed for permitting. Almost all of the inland structures are not on piles. The coastal lots are a mix depending on how the canals and lots were constructed. Areas like Marco Island were developed horizontally in the 60's...

Are not ate... You have to love the iPhone autocorrect

FYI I ran this past two other engineers. They both were puzzled on how someone could justify the light slab designs. It appears they ate getting slabs on grade confused with structural slabs formed on grade. I am amazed that a PE would fail to see the distinction. Something is just not right here...

I’m running into some unusual designs and requests and would like to hear your opinions. Background: Along the southeast Florida gulf coast it is customary to use pile supported residential ground floor slabs. The most typical slab is a 5" RC slab with #3 at 12" O.C.E.W., centered, spanning...

Update: I talked with thee other enginerring company principals who had essentially the same response as this forumn. The client was not flexible on the terms so I excused myself / company from consideration. In addition there were other contract provisions that I considered out of the ordinary...

I wanted to hear about the experiences of others when handling a client's request that the contract include a lengthy time commitment to carry insurance past the end of a project. Specifically, a request to carry General Liability and Professional Liability / E&O Insurance for 10 years? It may...

Try www.castcrete.com for precast and prestressed lintels. Very common in Florida and they have a good page of simple design aides, articles, and specs: http://www.ncmaetek.org/etek/homefrm_map.cfm?spdm=castcrete.com

I have been involved with a few of these in the past. Generally what we have ended up using is a relatively stiff 3/16 dia 1X19 cable with intermediate posts spaced about 32" o.c. If the posts don't fit in your arch plan you can also use thin 3/4 x 1/8 flat bar spaces 32" to distribute...

I thought I would start a thread to get a feel for how everyone is doing right now. If you don’t mind sharing give us your: 1. Location & discipline 2. Level of bidding or proposal activity 3. Level of work currently with commitments / in progress 4. Trending up or down? I’ll begin with: 1...

We do low-rise structures in Florida so our fees may not answer your question. Generally, for 1 and 2 story structures with 140 mph 3-sec design winds not on piles we vary from $.35/sf on the low end to about $0.75/sf on the high end. For a structure with piles in a VE zone we would probably...

FSS, I see your point and that is one of the issues we (locally) have discussed before. If the Exposure B terrain extends 5000'+ toward shore and has an open patch >600'x150' that is more than 100' away, does it not meet Exp B requirements by the letter... and the next day I read the code again...

Thanks Ron. I am staying with exposure C. I agree with your opinion that the exposure catagories are poorly defined. i.e. the text under Surface "Roughness" C (not Exposure) describing the case for 100' from 600'Lx150'W Exp C terrain in Exp B has provided a basis for several heated discussions...

and the sketch...http://files.engineering.com/getfile.aspx?folder=7688f513-7123-45ac-b9ef-78749b9dbcf6&file=Exp_Sketch.pdf

I would appreciate any opinions on determining the most correct exposure category for a residential (<30 ft mean roof height) structure located in a hurricane prone region (gulf coast of Florida). This will follow the Florid Building Code Residential rules (a bit revised from ASCE 7) that I...

scottiesei, during many renovations I have detailed added reinforcement to CMU walls. We generally knock out cmu sides, drill and epoxy grout rebar at T&B, plywood form side of CMU, and grout solid. Have never had any negative feedback from the contractors. Obviously easier for monolithic...