I don't know if bridgebuster's thread sorted you out or not.
The load I mentioned would be service (unfactored).
I don't really understand the intent of your question "what are the requirements of TL-1 design?"
Each level has a description.....and it actually goes up to TL-6 (my last post was...
AASHTO LFD (last edition, 2002) shows P at the top of a 32" high barrier, where P = 10k per the footnotes. I don't see anything prescribed depending on the HS level. It shows P applied at the top of the barrier, so in your case, perhaps the barrier height should be used.
Current direction is...
What's the best way to specify that bolts are for a slip critical connection and that threads should be excluded from the shear plane? I looked around a bit but didn't see use of A325-SCX so I presume there's a more preferred method.
Depends what you are looking at I guess. If the porch is attached to the enclosed structure and shares a common roof line, wind flowing over the house and then leeward over the porch doesn't know if the porch is enclosed or not. On the windward side I think the porch would be similar to a roof...
The Guide to Wind Loads on Structures has an example of an open porch attached to a residence. The primary structure (enclosed) is the basis for calculating the wind pressures on the porch in that reference.
For what it's worth, if you go to http://www.amazon.com and search for "vierendeel truss" several books come up.
http://amazon.com/s/ref=nb_ss_gw/105-7193992-2015667?initialSearch=1&url=search-alias%3Daps&field-keywords=vierendeel+truss
shin25:
Circular pattern inside a rectangular shape? Boy, that would be a lot of concrete cover, no? Given the original dimensions above of 6'x12' I don't know how feasible that is. Seems like the location of the bars relative to the c.g. of the column would not be efficiently located. Maybe...
civilperson:
I'm not sure if I understand your response (well, I'm sure...I don't)...
To clarify, in a rectangular column that has two layers of longitudinal bars, the outside layer will have bars that have a restrained bar which "has a lateral support provided by the corner of a tie having an...
Guidance for when cross ties are needed for concrete columns is provided by ACI 318 7.10.5.3 and AASHTO LFD 8.18.2.3.4. AASHTO requires longitudinal bars be restrained every 24" instead of the 6" required by ACI.
Does anyone know how this applies to columns with multiple layers of...
This one doesn't look like it's available yet:
TEK 2-6 Density-Related Properties of Concrete Masonry
[see Section 7.4 here http://www.ncma.org/members/minutes/2007MY/MasonryDesign07.pdf]
In the meantime, you could try: Tek 14-13A Concrete Masonry Wall Weights (2002)
Concrete masonry walls...
Anyone know of guidance for when cross ties are needed for concrete columns? For instance if you have a column that is 6'-0" x 12'-0" how many interior ties should be provided? My situation would be non-seismic.
What if it's masonry?
I couldn't find anything similar in ACI 530-05. I think a previous edition of ACI 530 may have used fs in the derivation of the bar development length, but the 05 version does not.
The Florida Building Code appears to still reference what I suspect to be the older ACI...
Thanks for your help.
shin25
After reviewing an old Wang & Salmon book, I find where it is mentioned that Mc/I is applicable (only?) when using a transformed section, which I guess would be equivalent to the uncracked section.
Can you enlighten me and explain why the P/A + Mc/I is only...
