Thanks for the great comments. The work is not outside my competancy. However, after further review I have decided that its best to have a contract set-up with some exclusions of what I am reviewing and possibly limit my liability to the fee billed. Right now company "A" is in the beginning...
Question....I have been offered by Company "A" to review and recommend design changes, if needed, for a concrete pad to house equipment and misc items in my state. The design is very basic and all the req'd structural notes have been called out etc. Drawing is standard concrete pad done by...
I am a structural engineer and we are proposing to build a 13 foot diameter by 2 foot thick concrete tank pad. We are placing it 6 inches below grade on top of 6 inches of clean gravel. My question is does it need to go to the frost depth to resist upheaval? In other words won't the weight of...
Our company analyzes all towers (built prior to 2006) for both Rev. G and Rev. F. Since most older towers were installed during Rev. F or older. However the analysis done for Rev. F would show that the tower is adequate for Rev. F. and may not be suitable for the owner, city, county etc. if...
Oh, I certainly did not tell the contractor to demo and reinstall. They just requested calcs. relating to how I determined the min. reinforcement required. On the fly I grabbed ACI 318 and used 0.0018 figuring that this would be more than sufficient even if the subgrade is not...
I think the best resource I found for design of concrete slab on grade that will not experience a wheel loading or heavy loading.
http://www.wirereinforcementinstitute.org/HTDocs/PDFs/TF%20705-R-03.pdf
Kind of along the same info I found from JAE's thread link... dealing with the subgrade...
Ok, correct me if I'm wrong...but I was using ACI 318 7.12.2.1
0.0018
Per ACI 318 code section 7.12.2 ( = 0.18%)
As = 6 inch (slab depth) * 12 (in-to-ft)*0.0018 = 0.12 (sq. in. per one foot of slab) REQUIRED
The 6x6 - W1.4xW1.4 provides 0.029 sq. in. per foot < 0.12 (sq. in. per one...
As for the epoxy, I would of recommended that they lay it down at least 28 days after the pour. Basically add a 1/4" to 1/2" to the top of the entire slab. Figured that this would actually be a big benefit to reducing all crack mitigation.... The owner really is doing it out of principle...
I have a subcontractor that installed 6x6 - W1.4xW1.4 welded wire fabric instead of the 6x6 – W6xW6. This does not meet the temperature and shrikage requirements of ACI 318.
The owner is concerned that his concrete will crack because of this error. the slab measures 6 inch deep on 1 foot of...
ok, would the support for the rings fall under OSHA 1910.66? This is not used for fall restraint and never will be at any time. Only to support the weight of one man performing on the rings.
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This may shed some light...
Where would I find the correct design loads for gymnastics rings? I'm assuming that the maximum weight of the gymnast is 500 lbs. per ring, does this seem reasonable? The problem I'm having is that OSHA requires 2,250 lbs for a fall restraint. However this is not a fall restraint type of...
VOD,
In ASCE 7-98 Basic Wind Speed , V: 3-Second gust at 33 ft above the ground in Exposure C. I believe for Previous editions it was the fastest mile wind speed associated with an annual probability of 0.02 measured at a point 33 feet above ground for an area having exposure C.
Anyway I did...
Our company does a lot of cell site work for Nextel, Sprint, Voicestream, AT&T etc. (wherever we can get it nowadays) and in the process we have to state what the wind loads are for the site location. Currently we have been using TIA/EIA rev. F (march 1996). Take for example Kitty Hawk, NC...
