The best way to model this would be to use the SAP2000 Shells template. Create the necessaryifferent components in different files by File > New > Shells.
Import and combine the different components and make sure to verify that the shells are meshed together.
@kwstis19
P-Y data can be modeled as NL link elements. See Define > Section Properties > Link/Supports.
Changing the link type to 'Multilinear Elastic' will allow you to define the curves. Note that the U1, U2, U3 are in the link local axis such that U1 will always be axial. You need the...
FYI, CESMD has data available from the strong motion monitoring stations. PGA was about 0.4g at the closest stations.
http://strongmotioncenter.org/cgi-bin/CESMD/iqrStationMap.pl?ID=americancanyon_24aug2014_72282711
Force should only be transferred to the frames that are meshed with the shells (common node points). So if the X beams are not meshed with the shells, there should be no force transfer. This can be done by changing the automesh assignment on the frames and verifying the internal forces after you...
The vertical orientation (3 axis) can be changed manually after creation (Assign>Area>Reverse Local 3). There doesn't seem to be a 'correct' way of doing it as long as you are consistent. Being consistent is of more importance (the way you draw your nodes and trying to do it the same every...
SAP2000 is using the combined bending + axial check where Pr/2Pc + Mr/Mc when Pr/Pc < 0.2
It's the same equation whether you're using LRFD or ASD. I'm not certain what year this was introduced, but ASD89 used direct combination Pr/Pc + Mr/Mc.
So while SAP2000 is showing you the combined...
Verify that all the load cases that you are running are set as 'non-linear'.
I'm not too familiar with friction isolators but since F=coefficient of friction*normal force, the link axial (U1) stiffness is required to calculate the normal force. In this case the U1 stiffness should be...
Unlike frames, the length of a multilinear elastic/plastic link does not affect its axial or shear stiffness. Axial (U1) and Shear (U2 and U3) stiffnesses are defined per unit length.
The only effect is the bending at the ends of the link due to (shear*length of link).
See...
SAP2000 also has a auto merge tolerance (Options>Dimensions/Tolerances)
You need to check that the gap you've specified is larger than the auto merge tolerance.
You could try selecting only the top half of the shells only (without the nodes at the intersection) and move it away from the other...
You can overwrite the the lateral bracing length as carlaJames above suggested or under Design> Lateral Bracing and specify your own bracing.
Also, try to figure out why SAP2000 didn't consider the shell to be bracing the top flange. Check the 3D extruded view of the frame to see if the shell...
Okay, so let's see if I interpret this correctly, you've applied 1700 N/m on half the frame length in the model.
However you'd like the total load to be 1700N? Is that per frame?
First of all it's good practice to assign the load you are applying as a different load pattern + load case. After...
You've got a couple of different options here.
1. You can apply a uniform spring to frame elements. While this may be the simplest approach, it won't allow you to assign varying spring stiffness along the length of the pile
2. Given that these are soil springs, I recommend modeling the springs...
I've come across something similar before.
Try this: Under 'View'>'display options'>'Miscellaneous'>'Show joints for objects in View'.
If the box is checked, that means that nodes that aren't connected to frames/areas etc will not be displayed. Special nodes will be visible momentarily but...
A list of items that are worth looking into:
1. What stress were you expecting? What's the span, material, thickness? Can you dig deeper into which stress is 1400 MPa? How does it compare to the principal out-of-plane bending directions? (S11,S22 for stresses and M11,M22 for bending)
2. Are...
An image of would help visualizing your issue. As for connections between frames, I do not believe that SAP2000 can directly take into account extruded beam connections. I recommend looking into member offsets and panel zones. You can specify clear spans for your beams (or have SAP2000 attempt...
A couple of suggestions regarding the meshing. Frames can only connect with area elements at node points. Your SAP model only has nodes at the end of some frames (transverse and vertical frames which are parallel to your meshing direction) where it connects to area elements and no nodes in...
The difference in the calculated capacities has to do with how SAP2000 differentiates between section types.
A directly imported channel section will be classified as a 'Channel Section' and the critical length will be determined per a typical channel section for Flexural torsional buckling...
