I have recently been seeing notes on truss manufacturer drawings that indicate the temporary truss bracing is the responsibility of the building designer. I have always specified the permanent truss bracing but never the temporary. This would seem to fall under means and methods. Anyone else...
Anyone have any suggestions of the required wind design for a fence greater than 6 ft? The Florida building code allows for fences up to 6 ft tall to be designed at 75 mph winds, or 115 mph with 3 sec gust but there is no mention of the of higher fences. I could go w/ ASCE's wind...
I am designing a deck for a temporary kitchen required by AACHA. I am trying to avoid tearing up the clients parking lot with footers. I was wondering if anyone had experience in using asphalt anchors. I am thinking on placing the 4 x 4 post directly on the asphalt with an ABU44, then...
Does anyone have any general notes for structural aluminum they wouldn't mind sharing as a sample? I have something written up, but would like to see if others have done so themselves and if we can get a standard going?
Thanks!
Anyone have an opinion as to whether or not we need to review non-signed and sealed shop drawings? For example, the rebar shops don't require sign and seal, and in my opinion are used to make the contractor's life easier. It seems to me the contractors are trying to put their job back onto the...
I am working on an older building where the contractor has completely removed the floor system due to various reasons. It appears that during the demolition that the block work at the location of the masonry ko block is just solid blocks in lieu of a traditional poured reinforced knock-out...
I have recently been asked to design the foundation for a tent structure. Upon reviewing the tent structure engineering, I noticed they have designed the structure as enclosed. The ends of the structure are partially enclosed w/ equal openings. Based on how I am interpreting ASCE 7, by...
Hi All
I recently started reviewing concrete mix designs and I have noticed the w/c ratio is higher than the typical 0.45 recommended amount. The main complaint I am getting is that 0.45 is typical of 4000 psi and not 3000 psi. I am concerned about durability and cracking. Also, I noticed the...
I have 35 ft auger piles for a residential home I did the engineering for and the subcontractor is stating that they cannot run the #3 ties greater than 15 ft down the length of the 35ft required. Further more, they are saying that they bundle the bars together after 15 ft and only use half the...
I was wondering if someone was able to tell me if I needed to include a safety factor when designing for deadload that is to counteract uplift forces, determined by ASCE7-05? If so, which section of the IBC or ASCE 7-05 do I reference for this information?
