I have a project where the client is hearing periodic popping sounds in his plant manyfactured roof structure after 30 years, He has the original owner and has structural drawings that I am studying. Two locations are involved, one at a major girder truss location, and the other near a hip...
Switched to a new computer and upgraded to Windows 10. Have RISA 2D on the old computer which is no longer used. Can I switch it to the new computer or do I have to buy a new program at $750.00?
Mike McCann, PE, SE (WA, HI)
WOW! I just noticed that a huge chunk of sections 2306 and 2308 are missing from my IBC copy!
Page 497 starts with Table 2306.3 at the top, followed by Section 2308.3.2 on the bottom. Page numbers are sequential.
God knows how many pages I am missing, not only here, but elsewhere in the...
A client wants to put in a new opening in an existing solid concrete tilt-up wall that is in the order of 16 feet wide (quite long in my opinion and I will push for less).
That being said, X-ray scans show #7 verticals at an average of 17" on center with #5 horizontals. There is 3" of cover on...
Anyone know if the category of "Alaska Cedar" on page 47 of the 2015 NDS Supplement is applicable to "Alaskan Yellow Cedar"?
If not, where can I find the allowable design values for Alaskan Yellow Cedar?
Thanks in advance for any input, and have a good week!
Mike McCann, PE, SE (WA)
I have commonly limited driveways to 6 to 10% maximum slope in past projects, but a project I am preparing a proposal for is currently shown at 30% by the architect.
I am considering walking away if the slope cannot be lowered as I do not want the liability for that design. It is a very...
Found this on the internet - apparently called "Just Answer" - advertising for $5.00 per month for engineering advice. Tried to capture the page, but not too good at that...
Anybody noticed this before?
Opens up quite a few of cans of worms for me about the liabilities and interstate state...
There used to be a clause in the UBC years ago prohibiting the use of dissimilar MATERIALS on opposite sides of a shear wall.
I do not remember if dissimilar nailing was mentioned for the same material on both sides of the wall though.
Does anyone know if the IBC has any restrictions on the...
Please add the attached report on Robertson decking to your site.
Thanks.
Mike McCann, PE, SE (WA)
https://files.engineering.com/getfile.aspx?folder=5ffb6275-fa8b-4450-b540-5cade4e246ca&file=ICBO_Report_1388_Nov_1980.pdf
I have attached below an interesting state board response to a question that raises a few questions to me:
1. In this particular case, the board seems to be implying that it is acceptable for the new engineer to make changes to the original plan set, changes necessitated by any comments of the...
I think that there is a limitation on the number of stories of CMU or concrete masonry that a wood shear wall can support laterally, and I believe it is one story, but I cannot find any reference in either the NDS or IBC.
I heard it is in the NDS...
I am moving on to ASCE7...
Anyone know...
There is a good article in the April 2018 edition of "Structure" magazine on page 38 that I found interesting.
Just noting and sharing.
Mike McCann, PE, SE (WA)
I received a comment back from a local jurisdiction pertaining to the seismic factors used in the design of some concrete stairs for a light rail parking garage.
I have no clue what the reference is and may have to ask the reviewer, but do not want to look uninformed, although I presently am...
Question is, under the NDS, can the 1.6 short term load factor be applied to a railing stanchion laterally loaded with the 200# required loading?
Personally, I think it can - can't do the 2.0 for connections, but the NDS has no mention of restricting using the 1.6 for connections.
Restriction...
Involved in a project where the local plan reviewer (only one for the Jurisdiction) is requiring testing on all concrete over 2500 psi, approved mix design or not..
He is also in the field inspecting with the local inspector (Only one of those too!).
This requirement is causing all sorts...
Got a project constructed under the 1976 UBC that has three stories of wood and steel framing over parking on a sloping lot.
The ceiling GWB is cracking in at least the second story end unit about 4 feet in from the end wall and I see no settlement issues with the foundation - on piling and no...
When our company downloaded their copy of the 2010 AASHTO code at some unknown time in the past before I was born, They omitted to download the last 110 pages or so of Chapter 3.
I need to get ahold of Table 3.11.6.4-2 for a culvert project I am working on for an alternate CIP design instead...
In older UBC codes, there was a requirement (cannot put my finger on it right now) to have the Resisting moment exceed the Overturning moment by a factor of at least 1.5. This was used to size hold downs at the ends of plywood shear walls.
Now I cannot find a specific reference in the IBC or...
