Hai,
I am designing a truss. Few members failed. In the output file i saw a ratio 1.234 and that member failed.
1. What is this ratio??
2. How to calculate the ratio??
3. What is the limit for the ratio so that member will pass.
Thank you in advance.....
i understand that in staad ,if you want to do response spectrum，you can use referenced loads,and.all loads should define in x,y,z three directions ,but want can I do with floor loads(not floor weight,it is only the weight of steel plate,and i use floor load to only to consider the weight),and can I define the floor load in three directions? somebody help me,please?
Sir/Madam,
Pls. find attached model details. I have used ISMB 450 as bracing beams in the model.
Doudt is whether i need to define bracing (ISMB 450) as truss (or) i need to release the moments at its end .Which is more realistic to actual case??
Anybody please tell me....how staad check the utilization ratio for web tapered members used for column and rafter , in refrence with IS 800.
why all my staad colors all turn to the same grey?how can i turn to the automatic colour,i install the software again,but i don't work
Good morning
i'm working with RAM elements, I have a wood structure with physical members connected on both sides which will act as bracing but the program always consider the full length of the main member as unbraced length. In the steel you can define the bracing but i can't find a similar feature for wood. I will appreciate your comments
Thanks
Can Staad size the depth and diameter of concrete to support a fence post into the ground?
while designing a residential building i got some error.(section properties not provided)....but when i provide section properties i am getting error (instability at joints). please help me to resolve this
**WARNING-A MOVING LOAD THAT WOULD HAVE BEEN APPLIED BEYOND THE X AND Z RANGES
OF THE STRUCTURE HAS BEEN IGNORED. CASE= 702 WHEEL 4 OF 4
how can I overcome this warning ? does it affects the results ?
it is due to the presence of the vehicle wheels on the cantilever part of the deck ..
In looking at the member properties for angles and MC Channels there appears to be some discrepancies. For example if I look at a MC4x13.8 channel Ix is shown as 0.373. I believe Ix refers to the torsional property of J as defined in the AISC steel books which is 0.373 for this size channel. When I look at the section property as calculated by STAAD if gives a calculated value of J = 0.354. Is Ix as shown in the STAAD pro section tables not the same value "J" as defined in the AISC steel books?
In addition for angles when I look at for example an L4x4x1/2" single angle STAAD is calculating the Iyy at 8.828 in^4. Assuming this corresponds to a Ixx in the AISC steel book the corresponding value is actually 5.52 in^4 for a L4x4x1/2" single angle. I also checked for L4x4x3/8 and noted a similar discrepancy. How is STAAD calculating the angle section properties and do they align with with the AISC values. If the STAAD section properties for angles are not aligning with the tabulated AISC values then this is a major concern.
Hi,
In STAAD Pro CONNECT Edition, I have modelled and analysed a structure, but once I click on Steel Design, an error pops up that the workflow is not available in this release.
How can I fix this problem?
Regards,
hello , i am an engineering student, while designing residential building i am getting some error like section fails or length to depth ratio is less than 2.5.please somebody help me communities.bentley.com/.../vinishasssHKH_2800_2_2900_-_2800_1_2900_.std
good day ,my friends,I want to ask a question,when I want to count earthquake by using response spectrum or seismic method,which load should Iuse,floor load or element pressure?(in the referenced load),can I define a thin plate and using element or directly using floor load,what will be happen when I using the two different loads type in the reference load to count earthquake?thanks very much.
anyor who has the structure model of petrochemical engineering ,or model with equipments on the structure,or foundation or Vibration equipment foundation ,please send it to me,I want to.learn from you,and my email is shangweiwei1983@outlook.com,or shangweiwei2003@126.com,I look forward your help , thanks my friend!
Dear sir,
Can we analyse RCC & STEEL structure in single file in one model.
I have RCC Building with steel roof on top.
can I model same in one model.
Hi,
Due to the issues with results along a line with RSA models, I am attempting to use center plate stresses to determine the stress in my building shear walls. Due to the complexity of the model I do not have uniform modelling and have resorted to revising the modelling so that I have as many of the plates as possible with the local X or Y axis parallel to the global horizontal axis, either X or Z depending on the orientation of the shear wall in plan.
For the plates that are local y Axis parallel to the global in plane axis Sxy produces the in plane shear stress based on the testing and analysis I have used for comparison. For my plates that have the local x axis parallel to my global in plane axis Sxy gives a vertical in plane shear stress which is not what I need. According to the reference manual, page 31, as part of section 1.6, the shear stress Syx exists, thought it is not reported in the associated table on page 27. I cannot find where Syx is reported in the GUI and the openStaad process is only being used to call 5 results for the center plate stresses - same as is reported in the GUI.
If I changed the openStaad code to call a 6th result for the center plate forces would that produce another value that would correlate to Syx at the center of the plates?
Thank you,
I am having trouble telling RAM where to put a secondary layer of longitudinal reinforcement. If I assign a different value to 2 Layers in the Beam Criteria it appears to assign my values under 2 Layers just to my top bars. I have attached a screen cap of my Beam Criteria and a sheet from my Beam Design Summary to illustrate the issue. I am afraid I might have a fundamental misunderstanding that I can't find a clear answer for in the manual.
Thank you.communities.bentley.com/.../Beam-Design-Criteria.pdfcommunities.bentley.com/.../Beam-Design-Summary.pdf
Q1:if I define floor loads on the structure in the referenced load,does staad automatically change it to uni load then to the point load for counting like static check or response spectrum analyse etc?
Q2:what's the different between master-slave for xz (global Y is vertical) and the rigid diaphragm?thanks
In many cases we add more than two members at a single node, where each two are connected to each other. Joist, main beam, column for example.
Is there any way i can define that the Joist is connected to the column but not with the main beam?
Or in the image attached the pipe bracings at roof is connected to the rafter but not with the column although they share a common node?
1. Add zero-stiffness plate diaphragm and add pressure load on the unit to be used as the mass source of reaction spectrum load. The problem is that it is not proper to add the zero-stiffness plates. The zero-stiffness plates and structural members cannot be calculated in a coordinated way. In my opinion, it is more appropriate to use the command of plate load floor load.
2. In the reaction spectrum condition, it is not allowed to add member load containing Lin and trap, and element pressure in the form of trap. Why ,this type is static load, why not these types cannot be in the reaction spectrum conditions?I feel curious,how the software consider about?do you.have some statement