The excel attached.https://files.engineering.com/getfile.aspx?folder=943eb5cd-afc8-4ab0-adc8-8fd498930bfc&file=Footing_Design_for_PEMB_7.0_LOCATION_ERROR.xlsx
Thank you for any help before hand. I am stumped on what to do here.
I am trying to lookup the maximum value with a if criteria in the maximum formula. I then want to know the location of the maximum value. The problem I am having is that when two values has the same maximum value, my formula...
Thank you for the response, I am not a student. I am an EI and I got my PE coming up this year and this was the book my boss recommended as good study material.
I have been reading Steel Structures, Design and Behavior, by Charles G. Salmon and John E. Johnson. And I wanted to make sure my understanding of how to size welds is correct. I have attached a pdf with an example calculations for sizing a weld for a rectangular tube with LRFD factored shear...
I would do the same thing for the loads on the members that I did for the vertical pipes.
Assuming you are following the equation in section 2.6.9.2 of TIA: EPAa=Ka*(EPAn*cos^2(angle)+EPAt*sin^2(angle))
I would calculate the uniform distributed load in the Z and X direction for each member...
There is an exclude button on the left that will include only the members that are selected, when you hit the button, in the results spreadsheet.https://files.engineering.com/getfile.aspx?folder=74d07c81-6459-473f-a7d4-8d34ac359580&file=RISA.PNG
For the loads on the vertical pipes I would start by calculating the wind load in the Z and X direction. Then I would create a basic load case for each Z and X direction. You can then reduce the Z and X direction wind loads, for the specific wind direction, by changing the factors in the load...
It is not a straight forward answer. Here is a diagram from the TIA-G tower code. The tower code will also get more detailed about shielding.https://files.engineering.com/getfile.aspx?folder=e151f314-8212-41cc-aea9-0a04cb815b0f&file=TIA-G.PNG
Racook, AISC has plenty of typical fixed all bolted moment connections. Every metal building has fixed bolted connections. It just has to be properly designed.
If you have never used the plate elements before, first thing I would recommend is watch the video RISA has online about their plates. RISA has some suggested ratios on the plate shapes. I would also be sure to talk to RISA support team and show them the model to look over. Interpreting the...
Derek, not sure what program you are running, but I had a similar problem last year with a low profile mount and I took the nonlinear way to check the connection to the ring collar. I modeled the stiffeners using RISA plate elements. At the end of it I still had to add a kicker under the low...
Just out of curiosity what are the size of the antennas you are putting on this mount? At least for my area most low profile mounts have the main cantilever tube as a HSS4x4x1/4 and that rarely fails. The only time I see HSS4x4x3/8 tubes failing is if you are checking a mount for one of the...
I wouldn't recommend STAAD to check that. Staad is not really designed toward checking bolted up connections. I would imagine Inventor, Solidworks, or ANSYS is more geared toward something like this. But connecting them with beam and changing the end releases of the beam is just about the...
Never done tower analysis before. Our engineer that use to do tower analysis for us, before he retired, would talk about for some towers that were originally designed per REV-F, that he would have issues getting them to converge when he ran them for REV-G. There was just that much of an...
From what we can gather the new REV-H code lessons the load. I recommend specifying any new towers to be designed for the currently adopted code. You don't want to swap out antennas a year from now and fail the new tower for REV-G loads. It is a dollar now to design the tower for REV-G and it...
Never had to do this myself but I remember reading this article by RISA about modeling tapered pipes. If I was asked to design some tapered members, this would be my first train of thought.
https://risa.com/news/how-do-i-model-a-tapered-pipe/
Never done a web doubler plate before for a coped beam before, I typically do transverse and longitudinal stiffeners.
But from understanding it is used when the h/tw<60. The doubler plate thickness, td req, is determined by substituting the quantity (tw+tdreq) for tw in the available...
CANPRO When you say run the W6x15 over the frames to decrease your moment at the base, I would hesitate to treat a beam running over another beam as a moment connection. Would you check it similar to how you would check a endplate connection?
To answer your questions:
1) I don't see an issue with a moment connection about the X-axis as long as you design your baseplate for the moments and whatever is acting as your foundation can handle the forces.
2) If you notice in your reactions you have moment about the X-axis, this is because...
