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 TEMA is no longer valid for new construction.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 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...
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.
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...
I use QB Pro. I first tried a software based on billing time but it was too complicated. QB Pro was easy to set up with short learning curve. Prints timesheets and invoices. MYOB and Peachtree may be the same way.
Advice- get away form billing for time. Most of my clients like Lump Sum...
I sounds like you have one center pole with the rafters running radial to the side wall. AWWA has a max. rafter spacing of 84" thus you need 40 rafters. This is a lot to come together at a center pole.
Generally, you will have a ring of columns and girders midway between the shell and center...
SteveBraune,
You are correct in that 2d is the limit of reinforcement in API620.
I was wondering why the repad OD in API650 is always specified larger than the limits of reinforcement. It is reasonable to assume that this is due to the use of rivets in the past. I am surprised that...
API650 has repad sizes for nozzles. It also says that repads can be designed per API620. In API620, the size of the OD of the pad is limited to 2d of the nozzle.
Anyone know why the OD of the repad for API650 is called out as larger than permitted per API620???
