I am getting error in staad output when i am designing the box members ISMC 200 FR.
i am using IS800-2007 wsd method.
WHy it is not Supporting?
Regards
Senthil
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IS 800-2007 design of box member in staad
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new staad editor in staad.pro V8i ss6
Recently I have purchase Bentley's STAAD.Pro V81 (SS6) but I am facing a problem which is when I start the programme first time a error message window appears. After opening the staad editor same errors message windows comes and when I closed the error window staad editor also closed. But after several times of opening & closing files this problems disappeared and can work in the software. My OS in PC is Window 7 64 bits with 4GB RAM. The error message like ' bentley.Staad.Editor.Shared.Utils. ProcessMonitor.<StartMonotoring>b_o0 '' etc the error message are very long and I am quoting first few lines of the same. Let me known how to overcome this.
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soil contact info results not available
Hello Everyone,
I keep getting this warning message each time i analyse a mat foundation: "soil contact info results are not available". Please i need help on how to solve this problem. Thanks
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load envelopes and serviceability and strength checks
Hi
I have assigned some load combinations(101 to 114) as serviceability load cases , and some (201 to 236) as strength load cases in load envelopes.
after that I have mentioned LOAD LIST ENVELOPE 1 2 before parameter 1. so now staad should perform serviceability checks for load combination 101 to 114 and strength checks for 201 to 236.
But when I am going to post processing > unity checks , it is showing deflection check is critical for load cases 201 to 236 .
please have a look at staad file and suggest corrections
.(Please visit the site to view this file)
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Analyzing Double Channel (AISC 360-05/10)
Hello,
I've recently run into an issue with STAAD.Pro V8i SS5 Build 20.07.10.64 (which I assume is the latest build): the analysis seems to auto-fail double channels when designing according to AISC 360-05 or -10. I get failures even with an extremely short, stout, simply supported channel and no forces applied. The critical ratio is listed as "-1.#INF" and the failure state is listed as "Sec. E1," which doesn't make sense to me because section E-1 only references other checks that must be passed and has no failure mode of its own.
As far as I can tell, the program considers the section to have 0 compressive strength. The result is the same whether or not I specify a spacing in between the channel webs.
I ran the compact, 0-force, simply-supported beam according to IS800 with no additional design parameters, and the member passed, so I assume this failure message is unique to AISC checks.
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Staad Pro V8i 20.07.11.33 Slenderness Canadian Code Error
I recently upgraded to the latest version of Staad Pro V8i Select Series 6 20.07.11.33. When I run a simple moment frame the rafter now fails in slenderness. I am using the Canadian code.
The model is a 62' wide frame with 21' tall columns. both columns and rafters are W24x68. The columns and rafter have UNT, UNB and LY parameters set to 5'. In previous versions of the software this works great. In the latest version of the software, the rafter fails at 1.93 FR with a Slenderness clause. It has the KLR set at 385. It should be 32.
I tried using the older Canadian 2009 code with the same incorrect result.
If I manually break the rafter in 5' long segments, then the correct failure results are shown.
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sign convection in member forces in a modal analysis
dear all,
1.) The member end forces in axial, shear is same in value except in sign convection, but why the moment value differs for only seismic force (only mass applied) case.
example:
member L/c Node Axial Shear Y Shear Z Torsion MY MZ
1 1 1 108.052 1.703 3.425 4.682 30.392 9.581
301 -108.052 -1.703 -3.425 - 4.682 -19.217 -15.312
can anyone explain why only moment value differs?
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Support reactions
Hi,
I have a query regarding the application of wind loads on a structure and support reactions.
I have a large skid and platform structure that has wind loads applied as UDLs in 4 horizontal directions.
Once analysed and in post-processing I notice in the Support Reactions table that a vertical reaction force is given. This is confusing as I did not expect there to be a vertical component to the reactions when only horizontal loads are applied.
Any thoughts on this topic would be greatly appreciated.
Ross
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Abnormal STAAD.Pro termination
Hi.
I have the latest Version of STAAD.Pro (SS6, 20.07.11.33).
STAAD will suddenly terminate in this version when I run the analysis having used following command:
PERFORM ANALYSIS
SECTION 00.51MEMB2
PRINT MEMBERSECTIONFORCESLIST2
PRINT MAXFORCEENVELOPENSECTION96LIST2
I this a bug?
Regards
babmou
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Design of steel beam using Euro code
I am using a STAAD. pro select series 4.0 and want to design a steel beam using Euro code.
In my structure, i am designing a simply supported beam with UDL. Beam is laterally tied by two perpendicular members in plan. Below are force values and design parameter.
Beam size : UB457x191x74, Grade S275
Beam Bending span : Major axis : 7m and Minor axis : 2.4m
Axial force : 2.79 kN compression, Mz = 102.61 kN-m, My = 11.32 kN-m, No Torsional load applied.
Following STAAD Design Parameter assigned to beam.
NA = 9, TORSION = 2, ALPHA = 2
After performing analysis and design, I found that Reduced Moment capacity of member in Major axis (z-axis) is showing 117.8 kN-m and in minor direction (y-axis) as 2.5 kN-m though equations 6.33 to 6.35 of Clause 6.2.9.1 of EN 1991.1.1 -2005 are satisfied and no reduction in Plastic moment resistance of section.
With the above stated reduced moment value, beam showing fail as per Clause 6.2.9.1 of EN 1991.1.1 -2005, with critical ratio as 5.247.
Can you pls. help us to explain
1) Whether reduced moment calculated by STAAD is correct or not? If correct, how it is worked out?
2) Though there is no torsional load applied, Should i have to perform the beam design under Axial load and Bending condition using TORSION 2 command ?
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frames in buildings where one part turns 36 degrees from global y
Hi,
I have a building which runs along in the global y direction and then turns to the right by 36 degrees and continues on in that direction for about the same length.
I'm having problems with my frames which are located in the 36 degree bend part of the building. load is being dumped into them in their weak axis. this occurs mainly at the roof level which is a semi-rigid diaphragm.
is it possible to tell RAM to only dump that portion of the load which is in line with the frame into the frame and ignore what is perpendicular to the frame?
any help is appreciated.
thanks,
Mike.
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Extracting beam end forces from model containing generated loads using Open STAAD
Is it possible to extract beam end forces from the STAAD file which contains generated loads. If this is not possible is there any work around for this
Regards,
Gokul
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CURVED STRUCTURE DOES NOT SHOW BEAM MOMENT ENVELOP GRAPH IN POST PROCESSING
Hi, Attached is the STAAD model for reference. We have ran the analysis of those model but in Post Processing, the graph that shows beam moment and forces does not show any value when we choose the maximum envelop. Can we know what is the reason even after I designed the member to be short linear beam rather than curved beam. Your prompt reply is greatly appreciated. Thank you.(Please visit the site to view this file)
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Suspected Error in RAM Foundation material take off
Just wondering if there is an error in the reporting in the material take off in RAM foundation?
Looking at the continuous footing take off and the total weight for the footing is wrong by some considerable margin! The unit weight of concrete is right as is the volume of concrete.
(Please visit the site to view this file)
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Not able to change the colour of different members in the 3 D rendered view,
I have designed a truss airport hangar. In a presentation, I am supposed to highlight each member viz: column, beam, wind bracing, column bracing, eaves bracing with different colour. Is there any option in STAAD Pro V8i to assign separate colour to different members in the 3 D rendered view,
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Simply supported Slab
Hello Forum Members!!!!!!!!!!!
I am doing a very simply case study. A simply supported slab carrying a PVC water tank and supported on 4 small column at 4 corners. No Beams is attached.
Model:
The slab is made of 4 noded plate members. The corner plates are made to fit the column sizes.
Now Questions:
1. Can I use the each column support as with onlyY spring (compression only) on the 4 nodes of the corner plate. How to find Spring Constant (kN/m) of concrete??
As discussed in one of the earlier topic:
Find Concrete Sub grade Modulus Ks (kN/m2/m) = E/B(1-n^2), then multiplying the Ks with the tributary area of the node to get Spring Constant.
Is the approach OK??
2. How to Create a circular pressure loading coming from the circular tank seated centrally on the slab?
Your suggestion will be a great help.
Regard
Raja
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RAM SS Concrete Buttress Design
All,
I'm in the process of designing concrete buttresses (hopefully in RAM SS/Concrete) to help with deflection issues in existing concrete columns. The existing building has concrete walls that infill between the columns. I have several questions:
-I understand that when a wall is connected to a column, they become integrally connected. Is there a way for the column to transfer lateral forces only (ie the existing column will lean on the buttress but not transfer moment)
-The reactions that I am getting are at 3 different locations. There are 2 nodal reactions at each column/buttress location (one at the base of the column and one at the end of the wall). In addition, if you cut a section at the base of the shear wall, there appears to be reactions for a fixed base (moment, shear, axial). I haven't been able to resolve the reactions with the applied loads. Is there any description or guidance on how these reactions are calculated and what they mean?
-is there any way to rotate the orientation of a steel beam? I plan on using like a W30 on it's side to transfer the lateral forces from the interior columns to the buttresses.
-I keep getting an error that a column offset has failed. The intent was that the base of the existing concrete columns is 4'3 wide and at the one end there is a 24" deep column that is flush. Has this been encountered before?
Lastly, is there a way to research for issues only associated within the various programs (RAM elements, RAM SS, Staad, etc?) It seems to me that while they overlap, many times I find it hard to find the answer for a specific program because there is so much information on other programs.
Thanks
Ryan(Please visit the site to view this file)
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Ram Concept banded slab
I am analysing a banded slab in RAM Concept 5.2.1 using AS3600
I studied 2 models to compare the results.
The model is composed by a 200mm two way slab with columns strip thickenings (300mm deep) and additional thickenings (300mm deep) where I have 50mm setdowns.
FIRST MODEL
I modeled the 200 slab as 2 ways slab, and the band beams (only the column strips with no penetrations) as one way slab, and the rest of 300 slab strips (across the setdown areas) as two way slab.
(Please visit the site to view this file)
The deflections I get are quite high, especially at the perimeter.
SECOND MODEL
I modeled the 200 slab as 2 ways slab, and all the band beams (300 thickenings throughout) as 2 way slab as well.
The deflections I get are quite low.
I haven't yet created a model where to replace the banded beam strips with Beam elements to see the outcome.
I would appreciate any comments.
I addition, for the Bentley technical team:
What is the best approach to match the real behaviour?
In my opinion, if the banded beam is not excessively deeper than the slab, and the width of the band is more than 1.2m, I would be inclined to consider its 2way behaviour to contribute the whole system, especially if I have tendons in the secondary direction as well.
In which situation is better to adopt 2way behaviour to model band beams?
In which situation is better to adopt 1way behaviour to model band beams?
In which situation is better to adopt beam element type to model band beams?
Thank you
Davide
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25-storey building column's axial loads are not logical.
Good Day!
Good Day! I am a civil engineering student, and we have a school project to make a 25-storey multistory building. I use staad for the analysis and reaction and use these reactions to design members using an excel program. But I am having a hard time resolving this problem.
The ground floor columns have reaction FY to be ranging from 300k-600k KN. On the other hand, the Fx ranges from 15k-20k KN.. It's not logical at all. The FY should have the higher loads.
Also, is it normal that girders(column to column) will be split into two when beams are added? Wont it make a difference?
And lastly, I added a plate and specified its thickness. When I added a floor load, for example the range Y that I input was min 12.0 and max 12.0(for the 4th floor), would that be okay not considering the thickness of the plate?
Thank you. I will really appreciate the help.
(Please visit the site to view this file)
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Microstran point reactions missing in ISM
Good Afternoon,
I am experimenting with synchronizing Microstran models with ISM and I have noticed that the reactions for only the first three load cases are visible in ISM Viewer despite the fact that I can see all load cases and combinations. I have cross checked that I exported the results files in Micrsotran by doing File -> Export - Results Files and selected all options as per the documentation. I have reviewed the resulting .rc extension file and I can confirm that all reactions are visible in this file. I have am using a simple 2-D steel sway frame that I created using Microstran frame generator with 15 primary load cases and 10 load combinations.
Thanks,
Anthony
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