Hey Thanks for your answer.
I understand what the error means. My problem is that even when I'm starting a new model from scratch and just by opening the program, this error will pop out and it won't let me start modeling anything until I put the diaphragm edge in (I guess because, as you...
DOES ANYONE KNOW WHY THE FOLLOWING ERROR KEEPS SHOWING UP EVERY TIME I START A NEW MODEL:
"Can't resolve loads because there are no diaphragm edges"
THE ERROR WON'T GO AWAY UNTIL I PUT IN SOME BEAMS AND COLUMNS TO BE ABLE TO CREATE A DIAPHRAGM EDGE. HOW DO I GET RID OF IT?
Hello,
I am modeling some X braced frames and I want to use 3/4" threaded rods as my braces. I am trying to set them as "tension-only" members in RISA 3D, but as I apply any gravity loads, the model just goes unstable. I already set their Self Weight to zero. Also I have tried the Euler...
I would just check the resultant shear force combined with tension for the interaction equation. Because you are in a pedestal, you will need stirrups around the anchors for sure, there are some nice papers that talk on how to design them.
Hello,
I have a concrete-over-metal deck 2nd floor diaphragm and I am trying to design the collector elements and their connection to the deck. My question if the forces according to the equation 12.10.1.1 (higher than the diaphragm forces for the SLRS at this level) still need to be multiplied...
Hello,
1. I have a SCBF connection and I'm trying to design the gusset-to-column connection. In watching a couple of seminars, I realized that the Uniform Force Method is not recommended for HSS columns as the column horizontal force might be too large for the HSS wall. In using the KISS...
Hello,
I am designing the foundation for a metal frame building landing on concrete piers. My question is for the concrete breakout strength in shear, are there any guidelines for the reinforcement of the pier to transfer all the shear from the anchors? I know that the paper "Design of Anchor...
Just so that you guys now, I e-mailed the ACI technical guys and they said Pryout will not control if embedment depth is greater than 5d, but that the code hasn't been changed!
Hello,
I'm designing the anchors from a pre-manufactured metal building that is going to be supported on 27x27 columns. I'm having problems with the concrete pryout strength in shear. According to what I understand from the code, Anchor reinforcement would only help concrete breakout, but not...
Hello,
I am designing the lintels of a load bearing wall as deep beams as the ratio of span over lintel height is waaay below 4. My question is related to shear. I am using strut and tie models to obtain by flexural reinforcement but all I have found on books about shear is a 10*sqrt(f'c)...
hello,
I have some concrete bearing walls with some large openings. My question is how to design the lintel or header above them. I still have about 3 or 4 feet of wall above the opening. The problem is that sometimes I have some short openings where these 4 ft would cause a deep beam behavior...
Hello,
I have a one-story high flat plate. I am analyzing this using the equivalent frame method. Since I am in SDC D, I have to detail this as a Special Moment Frame. My question is:
1) When checking the slab against axial force, there is a limitation in the ACI code that is Ag*f'c/10 to...
but then the cantilever column system is not allowed? The problem is that I am in SDC D and special moment frames would be required. Thanks for the link
I am designing a flat plate parking structure with columns at 20 ft o.c. My problem is to define the lateral force resisting system. I am planning to use the cantilever column approach, does anyone know if this is allowed by the code? Is just that I read that it is not allowed for high seismic...
I am trying to design a RC flat plate simply supported on concrete walls. My question is how would you advise me to model these supports?
Right now I just have my slab supported on pins at every node where I know there is a bearing wall. The problem that I am having with this approach is when...
