Hello All,
During the seismic analysis in Staad pro, i am getting a warning that "Mass Participation - Ratio Limit (%):65.0 Status - FAIL". As per IS-1893-2016,"The first three modes together should contribute at least 65% mass participation factor in each principal plan direction". However, in my staad output, the Mass Participation in X-direction is only 0.194%. kind help me to improve the Mass Participation of first three modes for at least 65%.
Regards,
Naveenkumar.
Hi all,
i am new to plaxis 2d design.
i have doubt that how to change,
project properties-model-type-elements(15-noded to 6-noded)
what is difference b/t 15-noded and 6-noded.
for reference refer below img,
...
I am modelling a wide pan module framing using RAM Concept and have questions with regards to wide module girder's torsion/twist.
1. Does altering the CS Torsion Design method have an effect on the deflection determination within Concept?
2.With discontinuous joist framing into a girder and girder member property is set to "No-Torsion". Would this not just allow the girder to freely twist and joist forces redistribute? Concept results seem to give me the impression that the girder has significant torsional restraint and allow for significant negative moment development in discontinuous joists.
Negative Flexure Demand (k-ft):
Torsion Demand (k-ft):
communities.bentley.com/.../ews-phase-ii-26.STD
Hello , am getting cannot generate floor load command
i have attached the file please have a look at it
Hi
My understanding is that RAM SS does not analyze load combinations, instead, individual load cases are analyzed and then combined.
I am analyzing a nonsymmetric structure and I want to include seismic load in two opposite directions. I think Ram acounts for the reversed load by including a factor of (-1xE) in the load combinations, which is not what I want. I want to actually analyze the (-E) case.
Is my understanding wrong? and how to include the load case of (-E)?
ALA
Not sure if I am missing something here. My phiVn is greater than my Vu, why is it saying it is inadequate?
Hello All,
I'm modelling a piperack in Staad Pro, and I saw some differences about KLR values in different segments of the same beam, but with the same factors (LY, LZ). The beam has three segments (2m, 6m and 2m of length). At this points, the beam is braced in horizontal plane, so the LY will be 2.00, 6.00 and 2.00, and LZ will be 10.00.
In the extreme beams, staad shows differents KLR values, and i dont know why. For the left beam KLR = 113.33. For the center beam, KLR = 116.76. And for the right beam, KLR = 194.60. The first value is the same that I calculated manually (using LZ and RZ). The second value use LY and RY. But the last one use LZ and RY.
I'm using AISC 2016 code to design.
Thank you.
Regards,
Emiliano
communities.bentley.com/.../ews-phase-iii-trail-26.STD
WARNING - INSTABILITY AT JOINT 736 DIRECTION = MZ
WARNING-fx fy fz wind forces: 1.8623E+00 0.0000E+00 0.0000E+00
WARNING: MULTIPLE EIGEN SOLUTION IS NOT AVAILABLE. USING
Hi,
I keep getting this warning and I was wondering if you could help fixing it?
Thank you
Please may you help me to know what is wrong in my model, either the support condition of my model or loads combination created,because the loads are not that large but the bottom slab of my tank requires large depth.
Staad Model
communities.bentley.com/.../181187.Structure1.STD
RCDC file
communities.bentley.com/.../Structure1_2D00_WaterTank_2D00_1.R1.zip
Load cases available
1.Load case 1 - backfilled earth load on outer surface of the walls
2.Load case2 - Compartment 1 water loads(vertical wall)
3.Loadcase 3 - Compartment 2 water loads (vertical walls)
4.Loadcase 4 - water load on both compartments
5.Loadcase 5- backfilled earth load at the bottom slab
6.loadcase 6- water load on bottom slab
7.Loadcase 7 - Dead load on top slab
8.Loadcase 8 - Live load on top slab
9.Loadcase 9- water load on bottom slab compartment 1
10.Loadcase 10- water load on bottom slab compartment 2
Load Combination
1.Comb1 - When soil is backfilled on the underground tank and the tank is empty
2.Comb2 - When soil is backfilled and only compartment 1 is full of water and compartment 2 is empty
3.Comb3 - When soil is backfilled and only compartment 2 is full of water and compartment 1 is empty
4.Comb4 - When soil is backfilled and both compartments has water
5.Comb 5 - same as comb4
Hello. I analyzed an identical overhang beam. One way with the analytical modeling and the other I modeled it with the physical modeling first. My results very very different, particular in the displacement at the end. Can anyone help explain this or find the error I may have made. I will attach both files. Thanks
communities.bentley.com/.../057722.Structure1.STDcommunities.bentley.com/.../analytical.STD
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What is the difference between p delta small delta analysis and p delta large delta analysis,and which criteria is used to consider the choice of the mentioned two analysis?
And which criteria is used to select number of iterations?
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Hi,
I have created a custom connection template with AISC 2016 LRFD design code with DG16. However, while assigning the template to joints it shows as AISC 2016 ASD with DG16. Can you please suggest what should be done to have AISC 2016 LRFD? I'm using STAAD Pro Connect Edition Update 10
Few warnings are appearing in Output for a pile design. Please help remove the warnings. Also element design for the Pile cap needs to be checked.
Thanks in advance. communities.bentley.com/.../5707.Staad_2D00_Foundation_2800_DA_2B00_0_2900_28.07.STD
It does not appear that the load combo generator for RAM Elements works correctly for ASCE 16. Is there some bad syntax in the combination file? On first glance it looks like it should include Earth in gravity combinations when it is entered as a load case, however looking at the list of generated combinations, Earth is only added to the seismic combinations.
Is there any way to choose a Cp Leeward value in RAM Frame wind load generation that is something other than the program calculated value? I do not believe that there is, but we have many projects where this would be valuable. For instance, we are currently designing a new hospital wing that is built with an expansion joint adjacent to an existing hospital. This is its own separate structure so is modeled as such in RAM. However, the wind loads need to take the existing building into account. RAM is giving me a Cp Leeward value of 0.27 when in reality it should be 0.5 (when considering the size of the building including the existing portion). We also often design buildings with planned future expansion where we would like to be able to design for a Cp value of 0.5 for that future condition. Is there a way to do this without applying user-defined wind loads?
I'm running a nonlinear analysis with staad.pro and I'm having convergence issues.
I have read through many threads and gone through the tech guide and implemented all recommendations i can find but still having the same warning which reads.
"NOTE-Tension/Compression did not converge after 10 iterations, Case 402" this is happening for three other load cases.
Mind you these are not component load cased but combinations of load cases combined using the repeat load command.
one thing i have also noticed is that the SET ITERLIM COMMAND, doesn't appear to increase the number of iterations as the warning message sates only 10 iterations even when i have increase it to more than 10.
I have both compression springs and compression members. At first i thought maybe the program doesn't like this combination but i have tried inactivating the compression only members and was still getting the warning.
I have attached the file with hopes that someone can tell me what I'm doing wrong.
Quick description of the model
It's 3/8 plate attached structural steel beams on one edge and on infill beams around mid span and another edge.
It rests on a concrete wall on the other edges. It has ducting from a HVAC HEPA unit sitting on a upper floor routed down and welded to the plate (don't ask why someone thought that was a great idea).
loads from the duct are added as joint loads. I'm trying to determine how much this the plate will displace upwards and create a gap and potentially releases unwanted stuff in a seismic event. communities.bentley.com/.../F_2D00_SRC_2D00_151-Duct-Support-Nonlinear-Model.STD
thank you all.
Hi,
I try to design a bin using the plate element. When I check the stress summary, Staadpro provided the max von mis stress (top and bottom) and max principal stress (top and bottom). My questions are:
1) The yield stress Fy of the material I used is 245Mpa. Do both the max von mis stress and max principal stress have to be less than 0.9 Fy to consider the plate will not yield? I did some research. Someone says the for ductile material, we only need to ensure the max von mis stress is less than 0.9 Fy. The max principal stress is to be compared with tensile strength. Is this correct?
2) How are the top and bottom von mis or principal stress calculated? I know how the von mis stress and principal stress are calculated from Sx, Sy, Sxy, Mx, My and Mxy. This should only result in one value. Why the top and bottom values are different? I found the top stress calculation here 'EX. US-18 Stress Calculation for Plate Elements EX. US-18 Stress Calculation for Plate Elements (bentley.com)' Is the bottom stress calculated in a different way?
Thank you very much for the help. I am looking forward for your answer.
Mengyu