How do you evaluate the capacity of this base plate connection? I am quite familiar with the process stated in ACI 318, Chapter 17 (Anchoring to Concrete) but do not know how to correctly apply the principles. I am thinking of getting the individual component forces on each anchor and checking...
This seems very simple but I can't seem to wrap my head around the idea lol.
If there is a "significant redistribution of anchor forces" when ductile yielding governs, does this mean that some anchors would carry much higher loads than what it has been designed to carry? If so, how can I be...
Here is the drawing for the structure. Basically, it concerns 3 dimensions,. The structure is supporting a weight indicated by the arrow pointing down. All of the 3 supports at the top are pin-supported (to my understanding. That support drawn at B is same for A and C). To my understanding: I...
How do I make a variable "sort of" the default value no matter what position it is in the sheet? I want to use the calculated value at the bottom part of the page and display it at the top of the page.
In which part of AISC is this written. I can't seem to find it in Section J4.3, nor in its corresponding commentary. Thanks!
[This is taken from AISC Design Examples v15]
1. For Ex.II.B-2 - Welded Flange plated FR Moment Connection (Photo below)
--> Why is the length, L, for the computation of flange plate compressive strength equal to 1.75?
2. For Ex. II.C-1 - Truss Support Connection
--> Why is the horizontal force passing through...
@jhardy1
Whoa. The multiplication sign after kip changed the units to kip-ft. I thought I just have to click the blank "boxes" for the units to change them.
Thanks!
Hello! I am trying to learn SMATH since the standards used in our company uses SMATH. The problem I encountered with using this software is dealing with naming of the variables. My computations becomes untidy since my variables have long names and I don't know how to get around with them while...
Thanks @nutte for your input. Very much appreciated. I very rarely used this forum before 'til now so I don't know how to tag (if ever it's possible). [bigsmile]
Hello @JAE,
Haha you got me. I'm a Structural Designer trainee for connection design. I was tasked to derive the values of the tables so that I would know how the values were calculated, the limitations of the tables, and the assumptions used in the tables.
I'm trying to derive the values presented in Table 10-10 of the AISC manual. The limit states that I've considered (as stated in the commentary before the table) were bolt shear, bolt bearing, shear yielding, shear rupture, block shear, and weld shear.
The highlighted values in YELLOW below...
Thank you! I finally figured out the Table with the help of your comments. It turns out, I have been wrong on quite a number of things.
1. Eccentricity is indeed at 0.8W, just like @sbisteel has said, which is also stated in the AISC Manual.
2. Horizontal welds with total length of 0.4L were...
How are the values for Table 10-8 of AISC Manual derived? I have read the commentary before the Table that it used the elastic method to calculate those values. I have tried solving (posted below) but can't seem to get the values written on the Table. To be fair, I am not sure with the...
Hello! Does anybody know how this formula is derived? I see the Mc/I form of the formula but can't seem to understand why the formula has a 4 in the numerator instead of a 6.
Thank you!
How is Table 10-2 of AISC derived? Specifically columns 3 and 4 (the available weld strengths).
I have read the commentary written before the tables were presented and couldn't seem to get how the equations given were used. Also, it somehow mentions Table 8-8, but Table 8-8 involves a distance...
Hello! I am currently generating the P-M interaction diagram of a confined concrete column using Mander's model for confined concrete, Hognestad's model for unconfined concrete, and Priestley's model for steel. The problem is, when generating my ϕP-ϕM diagram, the trend deviates from the...
