I have a 2 way podium slab with multiple small openings modeled around columns. My question is if Concept is accounting for these openings when performing the flexural shear transfer check. I have checked it with the openings and without and it is apparent that the program is accounting for them due to the delta in the shear stress. Without seeing all the calculations going on behind the scenes I would like to be confident that Concept is accounting for openings when calculating direct shear + flexural shear stress. Thank you.
↧
concept punching shear check with voids
↧
Buckling
Trying to carry out bucking analysis for Coil (Hollow circular section/Pipe) for 2 different scenario in STAAD Pro V8i, select series 6 (Version 20.07.11.90) by 2 different STAAD Analysis Engine i.e. Normal (CASE-1) and Advanced Analysis (CASE-2).
- Description of Problem.
- The coil is inverted U shape Hollow circular section just like pipe which is fixed at bottom (welded to other pipe) and it free standing for about height of 17m (Scenario-1) and 11m (Scenario-2).
- Material Properties are, E= 1.25535e+008, Density= 8000 kg/m3 and rest of the parameters are as per steel.
- Diameter of pipe for 17m coil (Scenario-1) is 101.6mm and thickness is 5.74mm and for 11m coil (Scenario-2) is 114.3 mm and thickness is 6.02 mm.
- Initial displacement of bottom fixed support = 5 mm in Z direction which we have assigned as a nodal displacement in load case-1 in STAAD. (other pipe to which this coil welded is expanding)….(Refer axes in figure below).
- Allowable stress limit = 54 Mpa at 644 Degree Celsius and 138 Mpa at ambient temperature.
- Query’s: -
- In CASE-1 i.e. STAAD Normal analysis, why does the 17m tall coil experience the less deflection (2794 mm) than the one which is less slender i.e. 11 m tall (30712 mm deflection) though the rest of the parameters are the same?.
- Why does the deflection occurs in the same directions as that of initial support deflection/displacement ?
- How to figure out or interpret the correct buckling load in both STAAD analysis cases (Normal and Advanced mode)?
- Why there is difference in analysis results between STAAD Normal (Case-1) and STAAD Advanced (CASE-2) Analysis. (As far as deflections are concerned) ?.
communities.bentley.com/.../Coil_5F00_CASE_2D00_1_5F00_Scenario_2D00_1.stdcommunities.bentley.com/.../Coil_5F00_CASE_2D00_1_5F00_Scenario_2D00_2.stdcommunities.bentley.com/.../Coil_5F00_CASE_2D00_2_5F00_Scenario_2D00_1.stdcommunities.bentley.com/.../Coil_5F00_CASE_2D00_2_5F00_Scenario_2D00_2.std.
↧
↧
Required Strength for EBF Column
I am designing 3-story Eccentric Brace Frames using the Seismic Provisions in RAM Frame and I am confused with the required strength value that is being determined for the axial design of the 1st story column.
The Member Code Check report for the column indicates that the required strength is being determine per AISC 341-10, Section D1.4a, which which notes that the required strength of columns shall be determined by 1) the load effects of Chapter F, and 2) the amplified seismic load per applicable building code.
From what I can tell, RAM checks the ultimate axial load considering the seismic load amplified by Omega (omega*1.0E = 2.0E), but it does not (edit) completely check for the axial load required by Chapter F.
In Section F3.3, the required strength for columns shall be determined assuming the the forces at the ends of the links correspond to the adjusted link shear strengths. In other words, the required axial strength should be the ultimate gravity axial load plus the summation of Vmh of the links in the stories above (which is exactly what is shown in the design examples provided in both the AISC Seismic Design Manual, as well as the SEAOC Seismic Design Manual).
RAM approaches this check differently. Instead, RAM determines an amplification factor per Link Capacity / Max Link Shear for the link at the given level, and amplifies the seismic axial load with that factor (in this example, it is 1.53). There is a note at the bottom of the Member Code Check Report that indicates that the axial design check assumes all links at the stories above yield at the same amplification level of seismic forces as the link at the given level. I am finding this assumption to be very unconservative, as the link cap/demand ratios for the links above can be much larger (1.84 and 2.94, in this example). This means the required axial strength is not properly considering the Vmh for the links at the stories above and is much smaller than required (for this example, Pu = 372 kips per RAM, but hand calcs show Pu = 478 kips).
Why would RAM implement an assumption that can be so dangerously unconservative? Why is there not a check that properly implements the requirements of AISC 341, Section F3.3?
↧
THE STRUCTURE KEEPS ON BLINKING WHENEVER I MOVE
Hi. I've just upgraded now my STAAD Connect version from 21.00.00.57 to 22.01.00.39. But I've noticed that everytime I make a move, my structure model is blinking, I mean it disappears for about 0.25 secs. I know it's not a big deal, but it seems irritating seeing that your structure is blinking. Please advise how to deal with it.
↧
Staad RCDC Beam/column are missing
I am new to staad and my analytical model is completed. But whenever I try to launch staad RCDC to design beams or columns I get the message "Beam/columns are missing". Any clues on what's going on ?
↧
↧
Staad Pro has encountered an error in removing non displayable items error
Hi
I have been using VBA & Excel to generate my model in Staad. The error message I get is as attached below. After I click yes, the model refreshes but this error keeps happening everytime I generate a model.
Regards
Harish R
↧
RC Corbel
Hi friends,
Is it possible to model, design and analyse a RC Corbel Column using any of the Structural Enterprise software?
Thanks
Gustavo
↧
steel design strength
hi
how can i get to see the missing value in the design strength columns?
thanks!
↧
Bending Stiffness Factors
What do the values of 0-10 represent. I thought 0 was fully pinned and 1 was fully fixed what do values larger than one represent
↧
↧
Permissible bending stress calculation for tube section as per indian code
I want to know how to calculate staad permissible bending stress for tube section(square pipe) as per indian code which formula/method is used
↧
Suspension Cable Bridge (Error)
I tried to model a cable suspension bridge for pipes to cross a river. I tried all the possible solutions but still errors are present. I also wanted to know if the cables i used are capable of carrying the loads i applied.. Please I need help! :(
↧
staad pro
Hi Is there any tutorial For flat slab design made by our official
if its kindly share the link
thank you advance
↧
Is it possible to perform Moving Load Generation using OPENSTAAD ?
Hi
I am using OPENSTAAD to automate my modelling and design process of a RCC box type structure. I would like to know if it is possible define vehicles and generate a moving loads like you do using GUI in STAAD.
Please share your thoughts if you have any on this.
↧
↧
Shear Lag Factor Error
I am using STAAD.Pro Connect Edition 22.00.00.15 and I am trying to input the Shear Lag Factor (SLF) parameter. However, even when I enter a value for the SLF, STAAD seems to delete that value, shows the SLF as zero (SLF 0) and it uses the default value of SLF = 1 for the calculations (at least from what I saw in the Output File).
I wonder if this is a known error or if someone has come across something similar and if there is a way to fix it.
Thank You
↧
ISM feature
I created a repository in RAM SS so that I can transfer the model into Revit. I am stuck at a point and would like some help from someone.When I click Match all, I don't see anything in the external family. And then the mapping is unsuccessful. What exactly do I need to do here?
↧
Designing mild reinforced two way concrete slab and beam using RAM concept
Hi,
I have a floor system of two-way RC slab with RC beams (all mild reinforced, no PT) and I was wondering what the best way is to design both of them at once using RAM concept.
I tried specifying "Code Slab" for the Column Strip Width, "Two-way Slab" for CS & MS design system, and "Elevated Slab" for the CS & MS Code Min. Reinforcement Location.
This gave me both slab reinforcement as well as beam reinforcement at some locations.
Please advise if I need to do 2 separate run with "Code Slab" strip and "Code T-beam" strip, or if there is a way to do the slab and beam design at once.
Thanks!
↧
Error 8 : No section is available in the table of specified type having initial letters as ISLB75 .
while i am doing steel design it shows like this message "Error 8 : No section is available in the table of specified type having initial letters as ISLB75 ."after clicking on member selection(single step design). please givesome solution
↧
↧
Error 8 : No section is available in the table of specified type having initial letters as ISLB75 .
while designing steel it shows error like "Error 8 : No section is available in the table of specified type having initial letters as ISLB75 ." when clicking on member selection (single step design)
↧
wind load generation
1.i am trying to generate wind load for lattice frame for which i will check on open structure radio button,so in this case i think staad should automatically apply wind laod on framing member only without caring about ratio of solid to gross are .But here staad is asking me to input ratio of solid to gross area, why is that?
2.it is also asking me diameter of typical round member but i have no round member in my model so what am i supposed to input?
I would be grateful for any help.
↧
STAAD foundation
Hi,
Does STAAD foundation check the one way shear ?
always the ultimate load shows 0.0 KN so one way shear is safe all the time?!
Regards,
Ahmad
↧