Hello all,
I have a question about the maximum fillet weld that can be applied to the toe of a channel.
Is there guidance on what part of the channel toe should be considered the "top" of welded portion?
Thanks
I wanted to let everyone know about a unit problem with in the calculations of E6-1 in RISA. The input "a", the bolting spacing, is labeled as feet, however I believe the program uses that number as inches in the equation for E6-1. I have made RISA aware of this and they have said there will be...
I am hoping for some clarification/guidance on E6 is AISC. If I understand it correctly E6-1 for snug tight bolted intermediate connectors gives you Lc/r for the built up member. You use this in either E3, E4, or E7 to get your critical stress.
If this is incorrect please let me know.
The...
I work in industrial equipment. When visiting sites I like to look at the existing equipment. I have seen things I had not thought of and was very impressed by and seen things that made me uneasy to climb on said equipment.
I have seen in the past (when visiting job sites with older equipment) a...
Hello all,
I am new to Caesar II. I have a lot of experience with RISA, I know these two programs are not alike in any way but I was hoping Caesar has some features similar to RISA.
In RISA you can select any portion of nodes, members, plates etc. and hide everything else so that you only...
I have a situation where the holes are 1/8" oversized on the diameter instead of 1/16" on vertical diagonal braces, back to back angles.
I have in the back of my head a memory that if only one of the plies were oversized, the connection could be considered a bearing type connection.
In this case...
I had a bolted beam splice (channel), however due to things moving the bolted connection has to be removed.
My first option would be to simply weld flanges together in the field with a welded splice plate on the web.
For safety and other reasons I do not believe it would be possible to weld the...
Design Guide 1 2nd ed. there is an example of uplift. The wind load is multiplied by 1.6 in the LFRD example. Is this a hold over from ASCE7-05? or should the wind loads be increased by this factor. I cannot find mention of this in PART 14 of the SCM or in the design guide itself.
Thanks
I am in the process of using ASCE Wind Loads for Petrochemical and Other Industrial Facilities to determine the wind loading on a framed structure.
I have tried to attach a file of an ISO view of the structure, please note I have removed almost all of the cross bracing from the picture to make...
This is more of philosophical question than technical.
AISC Design Guide 4 covers Extended end plate Moment Connections.
One of the first steps is to determine the diameter of bolts required.
After the actual diameter is determined you go up to the next available size bolt.
Later in the process...
The Errata for Design Guide 13 list a correction for page 9 that I would like to ask about.
The original text shows two equations for "alpha sub" one for a four bolt extended end plate and one for an eight bolt extended end plate.
The Errata seems to say that the two equations should be...
I have a question about two of the equations in Design Guide 4.
Eq 3.11 Ffu = Muc/(d-t sub f) is used to find the beam flange force on the end plate.
The equations for the check for the shear yielding (3.12) and shear rupture (3.13) of the extend portion, both inequalities divide the beam...
Roark Table 9.2 Ref 1 shows a circular ring with two forces acting inward.
The forces are opposite each other (0 and 180)
Finding the moment at 0, 90, 180 and 270 is fairly straight forward through the book.
I would like to find the moment at say 45 degrees or any position I am interested in.
Is...
I have been working through the wind vibration example in Bednar Pressure Vessel Design Handbook.
He mentions Rayleigh's method, I was refreshing myself on this when I came across a post here suggesting to read CE Freese's paper "Vibrations of Vertical Pressure Vessels".
I have not read every...
I need a simplified (conservative) method of checking existing stiffened ductwork, mainly in compression loading, while in the field.
I have read through "The Structural Design of Air and Gas Ducts for Power Stations and Industrial Boiler Applications" section 8.2 on rectangular ducts and the...
I tried to post this earlier, if it is a repeat, I apologize.
I watched a webinar presented by RISA a couple of months ago on modeling non-building structures.
The model centered around a tank comprised of plate elements.
The presenter found the vertical (compressive) forces, divided by the...
In regards to Bednar's procedure for sizing stiffeners for external pressure vessels I have a question.
The required I is determined as Is=((Do^2)*Ls*t/12)*(Sc/E), (Sc/E) also is the variable "A".
In the next revision of the formula the "12" is then revised to "14" for [highlight #FCAF3E]"the...
I have a copy of some calculations done by another engineer.
Anytime I can get calculations to look and learn from I try to get most I can from it.
I have a lot of respect for this engineer, and sadly he has passed away since the calculations were done so I can't ask him about this.
So I hope...
I am using API 560 to design stacks.
I have in the past used myself and seen used a method to reduce a mutli-diameter stack to a stack of a single diameter with a shorter equivalent length.
My question is this; is it reasonable to use this method to find the equivalent length of a stack that...
I am analyzing a structure with vertical columns made from (2) w10x33 stacked on top of each other.
They are skip welded at the flanges and bolted through the flanges.
They are desinged to be one solid structrual member.
In my model I linked them with rigid links straight across ever foot or so...
