Tek-Tips is the largest IT community on the Internet today!

Members share and learn making Tek-Tips Forums the best source of peer-reviewed technical information on the Internet!

Register Log in
  • Congratulations TugboatEng on being selected by the Eng-Tips community for having the most helpful posts in the forums last week. Way to Go!

Recent content by PSEPK

  1. PSEPK

    AASHTO T199

    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.
  2. PSEPK

    Need Section Propertes of Chinese Steel

    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.
  3. PSEPK

    Pressures at mid-height of building - ASCE

    cal91... here is the Link for the wind guide you are asking for. A good structural engineer is often a blessing for others.
  4. PSEPK

    Galvanising - Baling (Xpost)

    It is apparently related to bale, as will be clear from this Link. A good structural engineer is often a blessing for others.
  5. PSEPK

    etabs model anaylsis run too long and not finishing

    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.
  6. PSEPK

    Permissible margin in selection of required column reinforcement

    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...
  7. PSEPK

    Permissible margin in selection of required column reinforcement

    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.
  8. PSEPK

    Permissible margin in selection of required column reinforcement

    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...
  9. PSEPK

    Slab influence on beam (rib, T-Beam)

    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...
  10. PSEPK

    point load on rc wall

    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...
  11. PSEPK

    Anchor rods

    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.
  12. PSEPK

    CFRP strengthening of beams with planted column loads

    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...
  13. PSEPK

    High strength bars

    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.
  14. PSEPK

    sturcture (columns & beams) doesn't run

    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.
  15. PSEPK

    High strength bars

    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.
See more

Part and Inventory Search

Back
Top