UG-11 describes pressure parts.
My question is regrading non-pressure parts or parts that are not subject to allowable working stress due to internal or external pressure.
Would non-pressure parts require a partial data report?
What is considered a code part under ASME Section VIII, Div. 1 or when does a part require a partial data report?
For instance is a simple plate such as a pipe support clip considered a part?
What about welding plates together for a non-pressure part to be installed on a vessel?
Can a repair or alteration to a pressure vessel result in a decreased joint efficiency, given the calculations are done to support the new joint efficiency?
We have a vessel repair that we will not be able to perform 100% RT of the repair as would be required for a 100% Joint Efficiency.
If we...
Can materials certified to ASTM specification be used for a non pressure part welded to a pressure vessel fabricated under Section VIII Division 1?
Can ASTM A572-50 be used for a bracket?
Can a wide-flange beam be welded directly to a vessel?
Update:
When we reviewed this with our AI and he said it would have to clear with the state of Utah.
The state of Utah did not accept our proposal to do a Liquid PT test for this routine repair.
They mandated that we must perform a pressure test unless is was not practicable, and extra cost or...
So for our application what would be the most appropriate form of NDE? PT examination?
We are only adding about 6" of fillet weld on the shell to mount a bracket.
Is a re-hydrotest required for routine repairs?
We have a Section VIII Div. 1 vessel recently completed and now we must weld a small bracket inside.
This will qualify as a routine repair and we are not altering the pressure boundary other than welding about 3".
Do we need to re-hydrotest the...
ASCE specifies the following load combination in Section 2.4 for ASD:
8. 0.6D + 0.7E
In reviewing the Compress report on a vessel this is noted in the seismic code, but when any of the components are checked for seismic loads the equations apply the following load combination:
0.6D + 1.0E...
Hi Blake,
I interpret 5.12.1 as if a tank is anchored for any reason it must meet all of the requirements of section 5.12.
Your anchorage should be designed for all of the load cases in table 5-21.
Note that none of these cases account for the product weight to resist uplift.
It is mentioned...
I have an application where some stud bolts need to be plug welded into a hole in a plate.
Normally we would use A307 stud bolts, but this project has a high temperature application which A307 would not be suitable.
Is there another type of bolting material that is weldable with a higher...
I agree with dhengr that this sounds like the bottom plate of a steel storage tank. Typically this would be designed to API 650, which specifies a minimum thickness for bottom plates of 1/4" + corrosion allowance.
I disagree that stitch welding is more time consuming.
From someone who has personally welded many of these channel caps before I can say that I have rarely seen continuous welding.
Also, it is much much faster to stitch weld.
To layout the stitch welding only takes the time to walk the length...
The equation in F.4.1 is for establishing the maximum design pressure of a tank that is already constructed or designed.
Use you're actual design pressure for uplift calculations.
Thanks for your suggestion Jed.
I have access to a lot of AISC materials already, such as the AISC manual and design examples.
Does AISC offer a class or videos on the basics of steel design?
djgiles07,
For API 650 the bottom must be uniformly supported as fegenbush has pointed out.
This type of tank could be designed to API 620 or even ASME SEC VIII Div 1.
I am looking for a class to become more familiar with steel design, particularly AISC design methods.
I found this site: [link steelclass.com]steelclass.com[/url] which appears to be a good option.
Has anybody had any experience with this site or can anyone recommend another option?
Thank you...
Here is a good link where this type of design has been discussed before:
thread507-209435
The approach I take is similar to what is outlined in the link above.
Design the reinforcement bars to carry the load from the pressure and design the plate to hold the pressure between the reinforcement...
Steve-
There is nothing that I know of that would cause out of plane bending. This line is running horizontally until it meets the Tee where it goes straight up.
These plates are at all of the connections we are replacing. ((3) 45° branches like the one shown, and (2) Tee connections)
My company is replacing some existing steel water pipe and I have been asked to review the some of the pipe joint reinforcements on the existing pipe.
The joints have some strange looking plates welded to them that I have never seen before...
I am curious why two butt welds are so close together to form a "ditch". Do you have a sketch?
If the welds were specified to be ground flush then they should have been ground flush, even if only for cosmetic reasons.
