94+ code violations and a Builders denial in Texas

[Robert E. Young, #4]

Hi!

Posted about 6+ months ago when I only had 94 State code violations ... can link you to them on another site if you like. Lots of Structural issues that I believe are due to a flexing foundation that ALMOST is out of code itself. Slab is post-tension, 54' x 40', and last measure w/Compu-Level put one portion at 1.6" above center of home. I have edge-lift front and back, stair-stepped crack on exterior, 5 of 13 interior doors either won't shut at all or won't latch once shut. Going thru "SIRP" process, towards the end and the Lawyer that LENNAR/NuHome has hired is denying a LOT. I have no reason to believe (9 others in this new addition with similar problems, others we haven't heard from yet as well) that the Builder will stand behind their product at this point.
My current question:

Engineer that designed the slab stated on printout:

PVR + 1-4" Plasticity index is 50 ("Q" at 5000)??

I know that plasticity index is mega huge, the slab is approved via plan to be 4" thick with perimeter 24" deep. This is not a pier/beam but a post-tension. I can see the sag in my exterior brick courses on the east and west walls, etc.

Does that slab sound like it is properly engineered (4"??) for this type soil?

Help!

Robert Young

[Larry D. Kage]

Originally Posted by Robert E. Young, #4

Hi!

Posted about 6+ months ago when I only had 94 State code violations ... can link you to them on another site if you like. Lots of Structural issues that I believe are due to a flexing foundation that ALMOST is out of code itself. Slab is post-tension, 54' x 40', and last measure w/Compu-Level put one portion at 1.6" above center of home. I have edge-lift front and back, stair-stepped crack on exterior, 5 of 13 interior doors either won't shut at all or won't latch once shut. Going thru "SIRP" process, towards the end and the Lawyer that LENNAR/NuHome has hired is denying a LOT. I have no reason to believe (9 others in this new addition with similar problems, others we haven't heard from yet as well) that the Builder will stand behind their product at this point.
My current question:

Engineer that designed the slab stated on printout:

PVR + 1-4" Plasticity index is 50 ("Q" at 5000)??

I know that plasticity index is mega huge, the slab is approved via plan to be 4" thick with perimeter 24" deep. This is not a pier/beam but a post-tension. I can see the sag in my exterior brick courses on the east and west walls, etc.

Does that slab sound like it is properly engineered (4"??) for this type soil?

Help!

Robert Young

Sorry you're having problems. It sounds like having your engineer do an on site analysis would be helpful...it's pretty hard to see all the conditions from here.

[Barry Adair]

Robert,

I'll take you up on that link, always interested in construction defects from our region.

[Robert E. Young, #4]

Interesting ... in the last few months LENNAR has taken posession of the website!! Wonder why ... http://www.defective-homes.net is now a LENNAR site but I will search out my past print-outs with some of our neighborhoods' homeowners' complaints that have resulted in SIRP process ongoing.
Anyway, is it not unusual to only have a 4" thick slab when your ground PVR is 1"-4"? Any similar experiences out there? What does PVR stand for?

Another group of homeowners with LENNAR issues: http://www.searchhutto.com/huttoparke/index.html & http://www.searchhutto.com/huttoparke/stories.html

I am NOT trying to pick on LENNAR, but in the same fashion I need help to defend my spending over $100,000.00 for a defective home ...

Robert
Robert

[Barry Adair]

Robert,

Everything is for sale in America, even websites for the right price

PVR (potential vertical rise) the potential of soil uplift

[Barry Adair]

Originally Posted by badair

Robert,

I'll take you up on that link, always interested in construction defects from our region.

Hey folks I got red tagged for this post, how funny

94+ code violations and...10/9/07 6:47 PM

[Jason A. Sieg, CMI]

Originally Posted by Robert E. Young, #4

Interesting ... in the last few months LENNAR has taken posession of the website!! Wonder why ... http://www.defective-homes.net is now a LENNAR site but I will search out my past print-outs with some of our neighborhoods' homeowners' complaints that have resulted in SIRP process ongoing.

Robert
Robert

Try using the Internet "Wayback Machine"!
Here are the only two results I found:
http://web.archive.org/web/200705170...ive-homes.net/
http://web.archive.org/web/200705181...ive-homes.net/

[Mel Young]

Those are IT! Kool "wayback" machine, Mr. Sherman ... ooops.

[lfoster]

There has to be something that can be done. May need support, attorney, etc. from nearest large town.

[jgroves]

From Lennar's efforts to silence dissent, rather than address the real problem, I feel that you need to organize the other home owners and do something that I personally abhor and file a class action lawsuit. The fact that they have somehow managed to gain control of the website that was airing their poor building practices (most likely through the courts), and after a quick web search for complaints against TRCC, the courts seem to be your only truly viable option now. You should also get your local media involved. If you have ever heard of Clark Howard here in Atlanta, he is a consumer advocate with a nationally syndicated radio program. Contact him at http://www.clarkhoward.com. Clark is merciless with this type of misconduct. Ask Bank of America and Capitol One about their misdeeds and how his constant pressure brought about reforms.

None of us can answer your question about the slab accurately without knowing what type of soil classification you have, etc, but a 4" slab for a 2160 sq ft footprint does sound like someone was trying to cut some corners and save on costs. Your best bet is to have a geotechnical engineer examine the foundation. It could be poor concrete design, too much water added to the concrete on site, etc. The only way to answer the question is a detailed engineering analysis.

[Emmanuel J. Scanlan]

Robert,

The minimum slab thickness of a post tension foundation is 4". We can certainly debate many aspects but it would still come down to the fact that an engineer did design, certify and place their stamp on the foundation plan. Unless we have a licensed structural engineer on the forum willing to provide you a definitive answer then I would advise that you find a very good structural engineer and have them review the home plans. You will of course need to find one willing to provide expert testimony when that time comes.

If you are interested in the actual engineering design criterion, including all of the extensive formulas, you can view them at The Post Tension Institutes WEB site: http://www.post-tensioning.org/docum...onMay07web.pdf .

As always the NACHI membership is always willing to help in any way we can so continue to ask questions and by all means let us know how it progresses.

Good luck in your situation!

[jgroves]

Originally Posted by badair

Hey folks I got red tagged for this post, how funny

94+ code violations and...10/9/07 6:47 PM

Barry, apparently the same coward tagged me as well. Hey, Chicken$h_t, voice your opinion like a man or woman, don't hide behind an anonymous red box. If you find fault in my opinion, challenge it like an adult, not a 6 year old. There are many reasons why concrete fails, not just design, and as Mr Scanlan pointed out, 4" is the minimum. We don't know the soil classification, to what standard the concrete was designed, etc. Just because I haven't elucidated ALL my arguments doesn't mean I don't know what I'm doing. This isn't a college exercise with a professor who is in love with the Socratic method. This is supposed to be all of us helping each other and voicing our opinions. If you only want to read your favorite's opinion, then use the ignore feature.
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[donquique]

I am an engineer but not a structural engineer. I am linking some information on foundations on expansive soils. Hopefully you will find some information:

http://www.usace.army.mil/publicatio...8-7/entire.pdf

Good luck.

[Karl E. Gerhauser]

Part of my past experience was an ICBO/ICC certified special inspector. When post-tensioned slabs are being poured the law requires a special inspector to be onsite. James mentioned "It could be poor concrete design, too much water added to the concrete on site, etc." That is what the special inspector is for, He is there keeping records of the construction conditions for the architect or engineer of record and making sure the engineer's specifications are actually followed. In your case I would would be trying to access those records
IMHO
Karl

[nsimpson]

www.hobb.com has alot of info and resources for Lennar homeowners. Good luck to you.