I don't think it can be shared, as it is still purchasable at this [link global.ihs.com/doc_detail.cfm?document_name=AASHTO%20T%20199&item_s_key=00489070]Link[/url].
A good structural engineer is often a blessing for others.
Check this Link for description as well as available sizes of beams designated as HN and HM from one manufacturer.
A good structural engineer is often a blessing for others.
IMHO, you should cancel the run, and use 'Check model' option for detailed checking of your model, to see what kind of errors or warnings are there. You will need to address the error or warning messages, before running the analysis again.
A good structural engineer is often a blessing for others.
Thank you all for your valuable comments.
I really appreciate the effort you people have made to throw light on various aspects of the issue.
Thanks again.
Does any one know the exact reference to the "5% permissible overstress" allowance, mentioned in the 2008 thread referred to by KootK...
hokie66,
The reason for using 3,000 psi concrete is that both the clients & the contractors in our area, are more comfortable with it, as it does not require a special mix design, etc.
Thanks for your response & advice.
A good structural engineer is often a blessing for others.
Hi All,
After designing a concrete column, we get required area of reinforcement. While selecting suitable bar size and number, sometimes the actual cross-sectional area of selected bar size & number combination is slightly less than the required reinforcement area (calculated either manually...
According to my understanding, your may try the following in ETABS:
1. Model the slab and beam as you do normally. Use rectangular beam. Run and analyze your model.
2. Save the model with a different name.
3. In the second model, change the beam connectivity to 'Top center'. Run & analyze.
4...
There may or may not be any disadvantage. You may check it.
Let me explain this using numbers. I assume that wall under consideration is 12 ft long & 15 ft high. Moreover, you have two point loads of 3 kip & 5 kip acting at distances of 4.75 ft and 7.25 ft from start joint of wall. You may...
I agree with bridgebuster. Although ASTM A563 does not include A568M, however due to similarity, recommendations for A 307 bolts, may be used.
This Link, provides relevant information on the subject.
A good structural engineer is often a blessing for others.
Here are my 2 cents:
1. Yes, if you are familiar with the use of that software, or can import in the structural software you use.
2. Examples given in ACI 440.2, or those in the books referred at following links, may probably help you understand the required inputs for your project.
a...
structural87,
ACI 318M-14 Section 1.10, provides a procedure for getting the approval of alternate construction materials that not covered by the code at present.
Can it be applicable in your case?
A good structural engineer is often a blessing for others.
Check your model carefully. It seems that you might have, erroneously, assigned 'supports' to top joints of columns and edge joints of slab, instead of base level joints.
A good structural engineer is often a blessing for others.
Referring to ACI 318M-14 Table 20.2.2.4a, maximum value of fy for non-prestressed deformed bars, is 700 MPA.
A good structural engineer is often a blessing for others.
