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.
IMO, yes.
It would be better to check it yourself manually, to make sure you are accounting all the force effects properly. This check would also clarify your basic question i.e., whether the software is considering the effect of unbalanced moments or not? and, to which extent?
A good...
Generally the structural software use the same basic formulas, as given in relevant codes. However, sometimes in a different format, to suit programming of computer code. This might be such a case. You may check it by using the two formulas on some practical design example and comparing their...
din800,
I have not used SAFE 2014.Therefore my comments, given below, are based on my understanding of SAFE and general engineering practice:
1. To resist excessive deformation, you will need to increase slab stiffness, by increasing slab thickness, providing footing beams or or both.
2. If...
Yes. You might need some irregular meshing, but not to a large extent. One way of doing this in ETABs, is that at first mesh the wall to some suitable uniform spacing. And, after that, depending upon location of the point loads,use a finer mesh only in those elements (located at top level) of...
