I don't understand the report, there is 3 type of bar. Which one i select for my design !
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Help with Slab design report
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Finite Element Solver
Is it possible to know which method is being used in solving system of linear equations in STAAD Advanced Solver?
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**WARNINGS
How can I fix with these kind of warning note?
**WARNING: DEFAULT ENVELOP TYPE 'STRESS' FOR ENVELOP# 2 IS ASSUMED
**WARNING- The Load case 1001 is divergent
**WARNING- The Load case 1002 is divergent
And in my Design Results: one of beam element show N/A in "Design Property" column; nothing in "Actual Ratio", "Allowable Ratio", "Normalize Ratio", "Clause", "L/C" columns... what do these mean?
Thank you
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RAMContainer MFC Application has stopped working - Model Specific
Hi,
When trying to analyze my 3D model in Concrete desgin, i get the error RAMContainer MFC Application has stopped working. This IS model specific. I have tried running other models and they work fine. I have tried updating my graphics card driver and nothing changed as a result of that. I have also turned smoothing to 'none' and still nothing.
I will upload the model for your review.
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Cold Formed Steel design to EC3
Can StaadPro design coldform steel sections to EC3 part 1-3? if no, when will it be available?
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RAM Structural Systems - Column length between three stories with no intermediate slab
Hi There,
I have a situation where my columns predominantly span between 2 floors (top of slab on L2 to underside of L3) however in some areas, the levels below do not have slab and the columns are actually spanning between 3 floors. So, if typical columns are 3 meters long, these columns where the there is no slab below would be 6 meters long as this is where the next floor which has slab below is. I believe all of my columns are using the floor to floor height for their length however I need to override that so they span correctly to the next slab below in order to export transfer loads from these columns.
Can you please advise how this is done. I have a previous model where this has been achieved however the person who did this can no longer be contacted. I will upload this model. Thank you in advance.
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Automatic Load Combination Generation
Hi
I need help in using this feature for automatically creating load combinations in Staad. Pro. How does it work. Cant seem to find too much from the HELP manual.
Regards
Sriprakash
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How should I use dummy members to assign floor loads in Staad?
I am trying to assign floor loads in cantilever part of a building but after analyzing I am getting a lot of errors. Also for seismic load I am having difficulties as well using reference load option. What seems to be the problem?
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windward
hi
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When to separate beams?
I am creating a steel structure with I beams. I have to place a downward force on a certain portion of a beam so I created a node at that position and created a nodal force on that node. Do I split that beam into 2 separate beams even though there is no other intersecting beam? I get different utilization factors for the beams in the whole structure depending if I split the beam or not. Why or why not should I split it? Thank you in advance for any help!
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Recommended System Requirements for STAAD?
Can anyone give some insight on recommended system requirements for Bentley Staad Pro V8i - SS6? I am not looking for minimum requirements; but systems specs for a power user.
Does it efficiently use multiple cores or is it better to have faster MHz with less cores?
Does having 32Gb RAM provide a large performance boost over 16Gb?
Does disk speed have a large influence (are SSD much faster than 7200rpm spinning HDD)?
Much appreciated!
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Ram Frame
Is there a way to model two braced frames one on top of the other over the height of one floor without adding a completely new floor?
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Is it possible to do connection in RAM connection or Prosteel using IS 800?
Dear all,
1. In ram connection, there is no IS800 code is generated for connection. only these codes are possible for connection ref pic 1.?
2. So Indian engineers has to use other codes except IS800 for connection after completing property selection, analysis & design using IS800.?
3. In Prosteel, We can use these codes ref pic 2 for Modeling and Connection. Is it?
I want to get confirm from the above question. pls correct me if i am wrong!
Thanks in advance.
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Steel Angle and pipe structure joint connections
Good day,
Please how can i perform or use ram connection either in standalone or Staadpro v8i for steel angle and pipe structure joint connections.
That's after modelling steel structure with Angle or pipe section or property, do the analysis and design, then how can i use ram connection to design their connection joints.
Thank you
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Cable analysis
https://www.dropbox.com/s/ufrnueskr3ixrhb/SHADE%20STRUCTURE.std?dl=0
Hello everyone,
I'm trying to design this shade structure, but i keep getting these errors and warnings, can someone please help so I can finish the design process ?
The STAAD version that I'm using is (STAAD.Pro V8i SS5)
P.S: I have the choice to use BS5950 or AISC whichever works !
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WIND LOAD ON TOWER AS API-4F
i just want to add wind loads on my flare stack tower as per API-4F. Total Height 25 meter.Kindly advice how to add in oblique wind loads.
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Load values of 1st joint designed retained for every next joint to be design
Hello,
I am designing welded moment joints of one of the model according to EN 1993-1-8 (9 single load cases and 13 load combn from 9 load cases) and realized a strange problem.
for 1st joint RAM used all loads correctly for the connection .
When I went to 2nd joint, RAM retained the same values of load but only geometry was correct (column and beam).
also for 2nd joint when I sorted only load combinations from load envelope window, now it retained the load values but not of the corresponding load cases or combinations, but in sequence in which load values for 1st joint were arranged.
i.e., load values of single load cases of 1st joint were attached to load values of 2nd joint load combinations.
It seem that only values were retained and their starting name(load case or combn) was replaced by load combinations.
This is not happening only for any particular file, but in all files.
What is the problem?
Need to sort it as early as possible.
Regards,
Vishal
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Tapered Rectangular Concrete Beam
Hi,
Could you please tell me what value we enter for F5 (Thickness of top flange) and F7 (Thickness of bottom flange) when modeling a tapered rectangular concrete beam?
Thank you.
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moment joint design according to EN 1993-1-8
Hello,
I have doubts in moment joint designed according to EN 1993-1-8.
For moment joint beam connected to flange of column, how does the min limit for weld size is decided in weld section?
there is no reference mentioned in front of this clause in joint report.
how it is calculated?
Also, weld design check of bottom and top flanges as per design report is calculated on the basis of 'weld length'. What is weld length?
Is it (2*flange width - 2*root radius - thk of web)???
If I am not wrong, SCI book quotes that when weld throat is less than full strength, design of joint shall done on the basis of beff i.e., effective width of plate calculated as per EN 1993-1-8, 4.10(2) or 4.10(4).
Please correct me if I am wrong.
Regards,
Vishal
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ASCE 10-97 Suspicious Design Results STAAD
Hi Everyone,
I have the following structure modeled in STAAD and evaluated using ASCE 10-97. After reviewing some of the results, the utilization ratios are not in agreement with the hand calculations based on the forces being applied. I concentrate on member 881 which has an utilization of 24.5 which makes no sense. Please advice if I have input something wrong in the design component.
CODE ASCE 1997
FYLD 4752 MEMB 881
UNB 7.8 MEMB 881
UNT 7.8 MEMB 881
MAIN 5 MEMB 881
LEG 0 MEMB 881
SSY 1 ALL
SSZ 1 ALL
NHL 0 MEMB 881
TRACK 3 MEMB 881
CHECK CODE MEMB 881
UNIT INCHES KIP
LOAD LIST 20
PRINT MEMBER FORCES GLOBAL LIST 881
SECTION 0 0.25 0.5 0.75 1 MEMB 881
PRINT MEMBER SECTION FORCES LIST 881
PRINT MEMBER STRESSES LIST 881
FINISH
ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
=======================================================================
* 881 ST L25253 (AISC SECTIONS)
FAIL ASCE 3.12-1 24.572 20
6.59 C 0.04 0.66 3.89
AXIAL CAPACITY OF SECTION = 9.422
EULER CAPACITIES - Y AXIS, Z AXIS = 29.047, 6.860
MOMENT CAPACITY - Y AXIS = 1.204
MOMENT CAPACITY - Z AXIS = 0.695
BOLT CAPACITY = 11.421 NO OF BOLTS = 1 NET SECT. FACTOR = 1.000
SHEAR CAPACITY/ACTUAL SHEAR - Y AXIS = 5.997, 0.000
SHEAR CAPACITY/ACTUAL SHEAR - Z AXIS = 5.997, 0.000
ACTUAL/ALLOWABLE SLENDERNESS RATIOS = 165.444, 250.000
|---------------------------------------------------------------------|
************** END OF TABULATED RESULT OF DESIGN **************
2869. UNIT INCHES KIP
2870. LOAD LIST 20
2871. PRINT MEMBER FORCES GLOBAL LIST 881
STAAD SPACE -- PAGE NO. 346
MEMBER END FORCES STRUCTURE TYPE = SPACE
-----------------
ALL UNITS ARE -- KIP INCH (GLOBAL)
MEMBER LOAD JT FX FY FZ MX MY MZ
881 20 230 -0.03 0.00 6.59 0.00 0.00 0.00
232 -0.03 0.00 -6.59 0.00 0.00 -0.00
************** END OF LATEST ANALYSIS RESULT **************
2872. SECTION 0 0.25 0.5 0.75 1 MEMB 881
2873. PRINT MEMBER SECTION FORCES LIST 881
STAAD SPACE -- PAGE NO. 347
MEMBER FORCES AT INTERMEDIATE SECTIONS
--------------------------------------
ALL UNITS ARE -- KIP INCH
MEMB LOAD SEC AXIAL SHEAR-Y SHEAR-Z MOM-Y MOM-Z
881 20 0.25 6.59 -0.01 0.01 0.43 0.43
0.50 6.59 0.00 0.00 0.57 0.57
0.75 6.59 0.01 -0.01 0.43 0.43
************** END OF LATEST ANALYSIS RESULT **************
2874. PRINT MEMBER STRESSES LIST 881
STAAD SPACE -- PAGE NO. 348
MEMBER STRESSES
---------------
ALL UNITS ARE KIP /SQ INCH
MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z
881 20 .0 7.3 C 0.0 0.0 7.3 0.1 0.1
0.25 7.3 C 0.9 1.9 9.7 0.0 0.0
0.50 7.3 C 1.2 2.6 10.5 0.0 0.0
0.75 7.3 C 0.9 1.9 9.7 0.0 0.0
1.0 7.3 C 0.0 0.0 7.3 0.1 0.1
************** END OF LATEST ANALYSIS RESULT **************
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