Recent content by Tankman650

THef, I would use pinned connections if it is at all possible. What stress alowable are you using? For and API tank, S is given in API. For attachements you can have local stresses of up to 3S for local bending and 1.5S (REF: ASME VIII, DIV 1)for simple tension/compression. When using any...

Note that as of 2004, ASME is the primary design code for heat exchangers. TEMA is no longer valid for new construction. TEMA is approved for use on repair of existing vessels/HTX under the rules of R stamp.

JStephen, I agree that the loads of Appendix E are service loads. Be carefull in applying the 1/3 increase in allowable stresses. Codes are eliminating the 1/3 increase. AISC has removed this from their specification. IBC2003/ASCE 7-02 allow the use of API design codes with use of allowable...

I am looking for some good reference books on steel stack design. Does anyone have good refernce books they will recommend? Thanks

Weff = 80% of stored mass Ref: Structural Engineering Handbook,Section 22 "Reinforced Concrete Bunkers and Silos", German Gurfinkel, page 22-14, equation 10.

Thanks, that helps me get closer to getting the document.

I need a reference by AISC dated 1984. I tried the AISC web page and they do not list it. Also tried Linda Hall and other libraries and google search. Can someone tell me where to obtain AISC "Guideline for the Seismic Design of Oil and Gas Pipeline Systems", Douglas Nyman, Ed. 1984 Thanks

OilBoiler, What design pressure does the name plate indicate? If no pressure is listed then it probably was not designed for pressure. The design includes more than the roof plates. A small internal pressure on a tank will produce a very large lift force on the foundation. If this force is...

Have you looked at Grape? http://www.grapesoftware.mb.ca/

The formula is not correct. It should be: 4M/ND-W/N N=number of bolts See Structural Engineering Handbook, Gaylord and Gaylord, chapter 23, steel tanks. The 4 comes from the section modulus of a infinite thin shell s=PI*d^2/4

Thanks for the responses. I am not trying to certify to 1200 F. I want to verify that the structure will not colapse under PWHT conditions. This is a non-code issue but an issue never the less. I do have a large vessel under much dead load. Thanks again.

I have a PV that must be designed for upset condition of 1200 deg. F. The code material for CS only goes to 1000 deg. F. Any thoughts or ideas for getting allowable stresses at this temperature. Creep and distortion is not a concern.

STEEL PLATE ENGINEERING DATA, VOLUMNE 1, VOLUME 2 http://www.spfa.org/publications.htm $25 - Has volume of information not in API 650.

40 years ago, a major tank company built a tank for my customer (I don't think the tank company is in business now). They now want to replace it in kind. The tank has a body cone with a compression stiffener. The original construction shows the cone welded to the horizontal leg of the...

mfpd is right. There is a lot of extra stuff in qbp that you may never use but that is what I thought at first. It is good to have the extra because you may need it. I also give my accountant a disk each year for tax prep. That alone has saved me countless hours for sorting and collecting...