Thank you for your input, I appreciate the help.
As a follow up, I began my search at ASCE 7-10, which states (section 15.7.12.4) that sloshing be considered in determining the effective mass of the stored material providing sufficient liquid surface exists for sloshing to occur. However...
I'm looking for guidance on the proper determination of seismic loads on a spherical vessel. Specifically, I need the loads to size the foundation and anchor bolts.
I have experience with design of Above Ground Storage Tank foundations and am looking for an analog to API 650 Appendix E which...
connectegr,
I'm not sure I understand your question. The connection doesn't require a prequalified moment connection. My hope is that it is prequalified so that I am not required to have the connection tested per AISC 341.
My question is in regards to AISC 358-05 prequalified Bolted Unstiffened and Stiffened Extended End-Plate Moment Connections.
Fig. 6.1 of that specification shows the Extended end-plate configurations as a beam framing into the flange of a continuous column.
Does the prequalification apply...
I'm hoping that someone can provide me with a link to a website that sells or advertises a computer program called SVAP. I don't know anything more about it other than that it is used for foundation analysis and takes into acount high vibrations from equipment. Thanks in advance.
Say I have two equations. One equation is used if x > y. The other is used if x <= y. If for some situation x > y, I only want the function associated with that condition to show up on my printout. I know I can simply drag the equation I want onto the printed portion and take out the...
Thank you for clearing that up for me. I am still curious about the equivalent height for the impulsive line of action for slab that acounts for the vertical pressure on the slab in addition to the horizontal pressure on the side of the tank walls. What moment would you use to design a ring...
I see now, you were right, I was using slab moment to evaluate tank stability by pluging in slab moment to the anchorage ratio J equation. Are you saying that if I am using a slab foundation I would still calc out Mrw and use it to evaluate J? If that is the case then my issue goes away.
When I said "tank stability" I was referring to the anchorage ratio, J, which is a measurement of tank stability. J is a function of (among other things) overturning moment which includes moments caused by convective and impulsive portions of the fluid. The lines of action of the forces...
There is certainly intelligence there and when I looked at very high values of liquid levels (ie. 100, 120), stability started to become worse. I would have to consider added tank weights to really put that issue to rest. My original question is still unsettled about why the seismic force for...
"The height for the impulsive loading...can in fact be higher than the shell height."
I do not understand how the line of action of a mass that is at the bottom of the tank could be higher than the shell height. Please explain more so that I may understand. Values obtained for Xi and J when...
An important reminder regarding the use of seismic parameters in appendix E:
If you use the mapped values obtained in the ASCE 7 maps or USGS calculator, be sure to inspect the equations you plug them into. Some of the equations require SITE-SPECIFIC values obtained directly from a detailed...
The problem I'm facing is in regard to equation E.6.1.2.2-1 which gives the height from the bottom of the tank shell to the center of action of the lateral seismic force related to the impulsive liquid force for the slab (pile cap) moment, Xis. When I calculate this distance, I get a value that...
The equation in the draft addendum given by fatihbazman appears to be correct. The period I calculated with the values I have in the first post comes out to be 0.34 sec. This seems to me to be good. I'm hesitant to use it until it's no further part of a "draft" addendum, but I get the same...
JStephen, thanks for that article. Just for the record, the equation found there for impulsive period is the same as the one found in the tenth edition of the API 650, the same one that they "corrected" in the errata for that edition, dated 4/07. I guess I'll continue to use the tenth edition...
I'm looking at the 11th ed. of API Std.650. I'm confused by the equation for Impuslive Natural Period (E.4.5.1-1b) given as:
Ti = 1/27.8 * CiH/sqrt(tu/D) * sqrt(E)
Units (by definition in Sec E.2.2): My values:
Ti: sec 1.23x10^6 s
Ci...
