in staad pro software ,shear wall design some example for verification my result.
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shear wall design
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CURVED BEAM = ERROR - SLAB LOAD HAS NON UNIFORM LOAD SPECIFIED
Curved beam has a a slab load and live load which is distrubued along the curved beam in non uniform load along the beam which is a error for the problem solver
how to solve the error which is stopping the design from calculating
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TEMPRATURE EFFECT ON COMPOSITE BEAMS
Dear Sir,
Kindly check the attached staad file.
when I applied the composite property to beams horizontalcommunities.bentley.com/.../waqas.std reaction becomes more than 1000 KN.
If i used simple steel beams without composite beams there are less horizontal reactions.
Kindly advise.
In staad file, there is a beam 203*30kg. when you will define it without composite reactions will reduce. Kindly give me a reason.
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Load combinations for deflection check as per eurocode steel structure
Hi,
Could any one guide me to do strength and deflection check in staad as per eurocode.
I am a new to eurocode steel design and was using BS so far.
I have Dead Load, Wind Load, Temperature Load and seismic Load.
Which are the load combinations and factors to consider to do strength and servisibilty deflection checks.
Thanks in Advance.
Regards,
RAM.
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Kindly go through the list of question?
Model Description:Hopper Supported over Steel frame Structure
Questions
1.Directly Applied the hopper capacity load on the top upper member is this assumption right??(Hopper capacity/1 bay area) this is distributed over beam as member load via manual distribution.
2.What if, we directly applying the floor load as (Hopper capacity/1 bay area) i think distribution on beam will same ,Kindly comment on it?
3. When bracing here as pipe connected to beam,in staad in order make bracing we have provide node thereby dividing the beam into two part,for ex beam 75 and 717,
though defined LZ= full size of size beam in staad even for column defined LZ = Total height of structure ;is it right to do this way?
5. Should we Define bracing member as truss or we provide release in them.?i guess warning in staad are due to truss only
6.some of the member are not designed,how to design them.??how to surpass the slenderness
Kindly provide the insight on taken assumption and comment on the result obtained suggest if something can be added further?
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Unit in diagram
Hi,
My input unit is MTON METER, but when I watch the result of internal force diagram, the unit change to KN-m.
I can go to option to change to MTON-m. But the Staad can not keep this format after I restart the Staad.
Can you shown me how to keep this change forever ?
Thanks & Regards,
Chau Le
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Response spectrum analysis
Hi,
Can you check for me the input file with seismic load is response spectrum for euro code 8 is correct or not ?
communities.bentley.com/.../Office-_2800_Temp_2900_.std
Thanks & Regards,
Chau Le
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Design of column in the given structure
communities.bentley.com/.../7853.MS.std
There is reinforcement problem in column, when I'm doing it manually I could have the result but in STAAD I'm unable to get the reinforcement details of failed columns with column number 43, 44, 45, 46, 3574, 3614.
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Use of StaadPro to study the 'Rail Structure Interaction'-reg.
Sir,
I would like to know whether 'StaadPro V8i' can be used to study 'Rail Structure Interaction'. If it is possible how to connect a horizontal nonlinear spring between the rail (in the railway track) and the railway's ballasted deck bridge in order to study the effects of longitudinal forces due to traction and braking forces.
By,
R.Sundaresan
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Cable shape
Prior to cable analysis, is it possible to define cable shape (section) first?
Regards,
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Stage analysis - erection stress analysis
is it possible to conduct Erection Stress Analysis (staging analysis) in STAAD?
Regards,
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Loads value
In stadd pro output all columns and beams are designed according to some load. How can i get load on each column and beam for which it is designed by stadd pro...
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RAM Connection BCF w/ HSS Column
Hi,
RAM Connection Standalone 11.01.01.240: WF beam to HSS column moment connection. When choosing BCF, column options are only WF. Can I choose HSS column? Thanks!
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Why do we get "NOT VALID EBF FRAME" warning in RAM SS?
When I assign a frame as EBF it shows "NOT VALID EBF FRAME" and result either show "Brace is not connected to a valid EBF Beam" or " No links identified". Any suggestion? Also when I assign UBC 94 Wind load it do not show any results but when I define other wind loads it shows result.
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Continuous Beam - Ram Element - Continuous Beam - Skip Loading - Load Combinations
When Skip Loading is selected, the program automatically generates different loading scenarios (as shown in the Help menu). However the program lumps all skip loading scenarios into one load combination (Num 5 in the attached picture). Is this correct? Does the program choose the worst loading case or do I have to manually break the load combos down to: 1.2DL +1.6SK1, 1.2DL +1.6SK2, 1.2DL +1.6SK3, etc... and compare?
Also Percentage just means that how much of the LL is used correct? For example: if my LL is 50 PLF. If 50% is selected, for skip loading, the beam will see 25 PLF loaded in all respective scenarios.
Is there away to apply load in the direction of the weak axis of the beam? Or is that a task to be done in Ram Element?
Very much appreciated for your help.
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Openstaad function for extracting plate's corner stresses
I'm unable to find a openstaad function for getting plate's corner stresses result in excel
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Program reinforcing almost doubling for same loading conditions
Hello,
I’m working on a 1-way PT slab design in Ram Concept, and I’m running into some strange bottom reinforcing that the program adds for strength, and I was hoping someone had some advice. I had the slab working, both reinforcing and PT, but we’ve had to push the PT (maintaining the same total drape) and top steel down in the section for top cover requirements. It was during this change that some of my design strips started adding almost twice the amount of bottom mild steel than had been originally provided. I’ve narrowed it down to being related to skip load patterns. If I take the patterns away, that program added steel goes away. It seems strange because only some bays have the added bars and the bay over (with the same total strip positive moment demand) does not, or even the design strip down in the same bay doesn’t have the added bars (see below, I turned the added bars on in yellow).
Has anyone had this happen before and figured out why the strength detailer added so much reinforcing?
Please let me know if I can provide any more information, thank you!
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Microstran - Lead Rubber Bearing
HI,
I am looking to conduct a Response Spectrum Analysis for a bridge structure in Microstran, with and without the use of Lead Rubber Bearings (LRB) at the supports. I am in need of help with modelling the LRB as I am unable to figure it out. Is it possible to model the LRB and if so, how should I approach modelling it? Any examples or technical information would be much appreciated. Thanks for your time.
Regards,
Kim
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Stair Analysis/Design
Hello,
I'm currently designing a stair (straight run) and it has to resist loads due to wind load.
I'm wondering if I need to show the treads (using any small size possible) and have it's material property as shown below.
Please note that the density is 0 so that it would only provide the bracing effect of the treads in the stringers. The loads transmitted by the treads to the stringers will be by manual input.
ISOTROPIC STEELD
E 4.176e+006
POISSON 0.3
DENSITY 0
ALPHA 6e‐006
DAMP 0.03
TYPE STEEL
STRENGTH FY 36 FU 58 RY 1.5 RT 1.2
Is this acceptable? or Is there a another way to provide the bracing effect of the treads to the stringers?
Thank you for your time.
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***WARNING: THE VALUE OF MOMENT AMPLIFICATION FACTORS KY OR KZ IS GREATER THAN 1.4
hi
i am getting this warning when running the file in latest connect edition,
but when i run the same file in V8i SS6 then the warnings are not coming.
please explain.
regards
senthilkumar.B
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