If you make recommendations and change his design, this becomes your building not his. Why isn't the EOR responding? Did the client fail to pay a bill?
Rebar is running through both the column and slab, so my thoughts are that it's appropriate to model with some stiffness. Is pinned-fixed an option? That may give you an economical design.
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...
I have always used APA for plywood design and NDS for dimensional lumber only. APA is the expert when it comes to plywood in my opinion. They also set all the span ratings that the manufacturers use to stamp the plywood. Also, have you looked at the APA published materials themselves and not...
It certainly would make your design more economic to treat each direction differently, but is it really worth it? I mean how much extra concrete and connectors are you saving by doing this? If it's a repeat structure that a builder will build a few hundred of, then yes it's absolutely worth the...
What kind of structure are you designing for? Is it an evacuation route where they would have to pass the railings during a wind event? I am curious as to why they would want you to consider that combination.
I found your post searching for the same thing. I live in Florida, and it seems that the engineers that write the ASCE 7 code are disconnected with what's reported in the news. In Florida, the news reports go by hurricane category and sustained wind speed. My clients see that 150 mph wind...
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...
Strength is based on force over a given area, so it doesn't get weaker. What you may find is that the longer the rope, the more it will elongate and you will need to determine if that elongation is acceptable. If not, you will need to reduce the load due to deflection. See Hooke's law.
I am designing for an ultimate wind speed of 150 mph exposure C, so it's pretty substantial. I saw the asphalt anchors can get 1,500 - 2,000 lbs. My thoughts were to take an ABU44 or ABU66 depending on the post, and anchoring it down with an asphalt anchor. I don't know much about these...
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...
