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Since the boot is added to the vessel shell as a nozzle, you are then able to add nozzles to the boot by choosing the 'From End of Nozzle' option to locate the boot nozzles. See the attached COMPRESS...

I've done this recently in Build 6310 of COMPRESS for a vertical vessel with a conical bottom. I just created the nozzle like a typcial nozzle. I chose the option to locate the nozzle "From the Datum Line" and entered an elevation that placed the nozzle somewhere (anywhere) on the transition...

I agree with that jt. I have since realized that I had my Fy term redefined in units of ksi further down in my MathCad sheet, rather than psi (thus my magnitude of error)...the pitfall of the copy and paste procedure. Thanks for the insight regarding the moment calculation method.

I'm using ASME Specification STS-1a-2003 to create a MathCad sheet for steel stack design. In section 4.4.5 of the specification, the reader is presented with equations for required minimums for moment of inertia, area and section modulus of the composite section comprised of a portion of the...

Or maybe not, since the sides of the vessel are not exactly 'straight'. They have a bit of a bend to them as well.

Appendix 13 of ASME Sect. VIII, Div. 1 provides minimum design requirements for non-circulcar cross section vessels. Sketch 3 of Fig. 13-2(a) looks like the cross-section of the tank in your file (square or rectangular cross-section with corners bent to a specified radius). Or, sketch 5 would...

For an API-650 tank, designed to 0.3 psig internal pressure, a 24" roof manway exists with a 1/4" thick cover plate (as seen in Fig. 5-16 of API-650). Inserted into this cover plate, is an 8" (XS) vent nozzle. I cannot find in API-650 a section regarding 'reinforcing of opening in cover plates...

I was thinking the same thing. I rarely design with a flanged roof..maybe 1 out of 200 API-650 tanks. I went back to API-650 10th Ed., Add. 4 and confirmed that those editions also refer to the J-1 table as the 'Maximum Depth'. Guess I've just never noticed it since it rarely comes in to play...

Referencing API-650, 11th Ed., Addendum 1, Table J-1(b) lists the 'Maximum Roof Depths for Shop Assembled Dome Roof Tanks'. J.3.5.3 indicates this table is specifically the maximum roof depth for a dome or umbrella roof that has a straight flange to allow for butt-welding of the head to the top...

I would say it is not possible, given that the minimum slope of a dome or umbrella roof is achieved when the roof radius is set at its maximum allowable...120% of the tank diameter (API-650 5.10.6.1). This gives a slope of about 24.5 degrees with respect to the horizontal. The maximum slope...

I'm posting this in the API-650 forum, as the question pertains to steel storage tank design. I may post under AISC (Steel Construction) if others feel that is a more appropriate forum. Consider a large steel storage tank with a conical roof that is self-supported with the aid of externally...

Addendum 1 of API-650 11th Edition includes a new equation (g) in Appendix R. This equation combines the dead, live and external pressure loads attributed to an internal floating roof (IFR) to the dead, live and ext. pressure loads acting on the fixed roof. Note 1 in the appendix indicates...

I thought that if the MDMT is stated on a tank data sheet, then that is the MDMT that is adhered to. If no MDMT is stated, then you can use API-650, 11th Ed., Fig. 4-2 to determine the MDMT as 'lowest one day mean temp + 15 degrees'? I don't know if this is expressed in API-650, but it is...

API-650 5.12.6 refers to AISI E-1, Volume II, Part VII "Anchor Bolt Chairs" for anchor chair design. Within that specification, under the section 'Chair Height' there is some discussion of the stress imposed on the shell due to the eccentricity of the anchor bolt to the shell. Here is some of...

If this is a shop fabricated tank, designed per App. J, J.3.2.3 still requires just the 1" + weld thickness outside the shell. As a matter of consistency, I design all tanks (including App. J tanks) with the 2" chime.

I cannot say with 100% certainty that failure pressure is only applicable to frangible roof tanks. That has just been my interpretation. I adhere to that based on what I would call logical progression. Table 5-21b describes Pf as failure pressure, and references App. F. Pf as described in...

The note in Table 5-21b specifically states that 'failure pressure only applies to tanks falling under F.1.3 only', which means the tank must be subject to net uplift, in order for failure pressure to exist. Additionally, failure pressure, Pf, as defined in F.6, is only applicable to frangible...

When I am designing a tank to API-650 that is subject to seismic loading, I will notify the customer of my preference to use App. E with ASCE 7-05 seismic acceleration coefficients, site class, etc. If a client insists on using some other standard (such as UBC 97, IBC, etc), I will design the...

As notnowiambusy pointed out, the equations in API-650, 10th Ed, Add. 4 agrees with AWWA D100-05. In the previous release of AWWA D100-96, equation 13-24 contains the terms C1 and S, where C1 is the natural period coefficient (defined by Eq. 13-5 and 13-6) and S is the Site Amplification Factor...

In the 10th Edition, Addendum 4, (2) separate area requirements had to be met for the roof-to-shell juncture compression area in F.5.1. The first equation involved the full internal pressure on the roof. The second equation was for 40 percent of the internal pressure. In the 11th edition...