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OpenSTAAD to extract member forces or support reactions in STAAD.Pro SS6 (20.07.11.50)

June 8, 2017, 5:28 am
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A few years ago, I created a few VBA routines in VB for Excel using OpenSTAAD to extract member end forces or support reactions or interaction ratios. They worked fine in the previous version of STAAD.Pro (e.g. 20.07.09.31), but are not working anymore in the current version of STAAD.Pro that I use (20.07.11.50). For models that were run before, with the previous version of STAAD.Pro, I can still run the routines at this time and collect proper information. If I take those models and run them with my current version of STAAD.Pro and then try to extract the same info using the routines I created, the collected results for end forces and for support reactions are shown to be all zeros.

I did some more investigation on one model and I found out that with my current version of STAAD.Pro (20.07.11.50) as long as the loads and load combinations in the model are only static loads, I can still extract proper information (non-zero values). If I add a response spectrum load in the model, all extracted loads become zero, even if I would try to extract the results of a static load or load combination.

Any suggestions are appreciated.

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RE: NODE DISPLACEMENT IN EXCEL-VBA

June 23, 2017, 4:16 am
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You can use the following code to extract the node displacement value --

Dim Node As Long
Dim Lcase As Long
Dim Disp(0 To 5) As Double

Node = <specify the node number>

Lcase = <specify the load case number>

objOpenSTAAD.Output.GetNodeDisplacements Node, Lcase, Disp

You can create a For loop to print the Disp array.

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NODE DISPLACEMENT IN EXCEL-VBA

June 7, 2017, 12:28 am
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Hi anyone  please post me the code for extracting nodal displacement from staad

Regards

Mallesh

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RE: STAAD FOUNDATION ADVANCED DON'T SHOW THE RESULTS (ALL RESULTS ARE IN 0 VALUE)

June 23, 2017, 5:09 am
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I have forwarded your model to our development team for detailed investigation. I will get back to you as soon as I receive a reply from them. Please bear with us for now.
Thank you for your patience.
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RE: Issues with modelling angle section as a cantilever

June 23, 2017, 10:36 am
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Here is how the displacement is calculated. To begin with, I would like to mention that the software considers the deformation due to shear which is neglected in the hand calculations and so to make the STAAD.Pro value match with the hand calculations, I have added the command SET SHEAR to the file.

The modified STAAD.Pro model is attached for reference

(Please visit the site to view this file)

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Node Failure in RC designer while seismic analysis

June 23, 2017, 9:35 pm
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Whenever I run analysis for earthquake in RC designer, there is always a node failure irrespective of how much I increase the column size. Also when I run analysis for beams it shows anchorage requirements not met. Please Help. I am using IS 456.

THANK YOU

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Error : Steel grade is unreasonalbe

June 24, 2017, 8:27 am
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Dear Sir,

I have one error message as above, please see to below commands and correct me.

I am the beginner of Staad Pro, so help me to correct me and explain why happen this???

1. STAAD SPACE
INPUT FILE: C:\Users\user\Desktop\Staad Pro Tutorial\Day4.STD
2. START JOB INFORMATION
3. ENGINEER DATE 24-JUN-17
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES
8. 1 0 0 0; 2 4 0 0
9. MEMBER INCIDENCES
10. 1 1 2
11. DEFINE MATERIAL START
12. ISOTROPIC CONCRETE
13. E 2.17185E+007
14. POISSON 0.17
15. DENSITY 23.5616
16. ALPHA 1E-005
17. DAMP 0.05
18. TYPE CONCRETE
19. STRENGTH FCU 27579
20. END DEFINE MATERIAL
21. MEMBER PROPERTY
22. 1 PRIS YD 0.3 ZD 0.3
23. CONSTANTS
24. MATERIAL CONCRETE ALL
25. SUPPORTS
26. 1 2 FIXED
27. LOAD 1 LOADTYPE DEAD TITLE DEAD

**WARNING** - ALL DEGREES OF FREEDOM FIXED.
STAAD WILL INFINITESIMALLY RELEASE MOMENT-X AT FIRST JOINT ENTERED.

28. SELFWEIGHT Y -1 LIST ALL
29. MEMBER LOAD
30. 1 UNI GY -16.5
31. PERFORM ANALYSIS
STAAD SPACE -- PAGE NO. 2




P R O B L E M S T A T I S T I C S
-----------------------------------

NUMBER OF JOINTS 2 NUMBER OF MEMBERS 1
NUMBER OF PLATES 0 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2

SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER

ORIGINAL/FINAL BAND-WIDTH= 1/ 1/ 1 DOF
TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 1
TOTAL LOAD COMBINATION CASES = 0 SO FAR.
SIZE OF STIFFNESS MATRIX = 0 DOUBLE KILO-WORDS
REQRD/AVAIL. DISK SPACE = 12.0/ 872742.1 MB



32. START CONCRETE DESIGN
33. CODE INDIAN
34. CLEAR 0.025 ALL
35. FC 20000 ALL
36. FYMAIN 41500 ALL
37. DESIGN BEAM 1
STAAD SPACE -- PAGE NO. 3


====================================================
IS 456 - 2000 B E A M D E S I G N R E S U L T S
====================================================


*** ERROR : GRADE OF STEEL SEEMS UNREASONABLE. PLEASE CHECK WHETHER INPUT UNIT
IS IN NEW MMS FOR MEMBER # 1

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RE: Error : Steel grade is unreasonalbe

June 24, 2017, 11:00 pm
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In your model, you have specified the grade of steel as 41500kN/m2 which is Fe41.5 grade of steel. This is not correct and for that reason program displays an error message. You need to change the value of FYMAIN to 415000 (Fe415). Modify line 36 to --
FYMAIN 415000 ALL
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RE: Location of Zero BM

June 25, 2017, 2:16 am
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There are two methods to find the zero bending moment location.

1. Double click on the member to open the member query box > go to "Shear Bending" tab and select the load case. If there is any zero bending moment value, corresponding distance will be displayed in the diagram.

2. You can create a code using the following OpenSTAAD function --

Output.GetIntermediateMemberForcesAtDistance memb, dist, LC, force

Now by specifying different distance, check at which distance the force(5) element is close to zero and that is the distance of the zero Mz bending moment location.

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RE: whats the difference between CQC SRSS ABS 10PCT SHEAR in output anl file ?

June 25, 2017, 1:23 pm
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These are 4 different ways in which results from the modes are combined to arrive at the final response. Since you used CQC as your modal combination method when defining the spectrum input, I would suggest that you go with the CQC shear. The CQC is a good one to use specially when some of the modes are closely spaced and I always prefer using it.

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RE: Location of Zero BM

June 25, 2017, 8:06 pm
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Thank you for your response, I use that code. But where do we find the codes like you mentioned?
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Location of Zero BM

June 20, 2017, 10:15 pm
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Hi,

Could you please tell me how do we find the location of bending moment curve sign change(i.e., location of zero bending moment on the member) in Staad Pro.?

Thank you

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RE: whats the difference between CQC SRSS ABS 10PCT SHEAR in output anl file ?

June 25, 2017, 11:11 pm
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thank you very much for your help :)
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whats the difference between CQC SRSS ABS 10PCT SHEAR in output anl file ?

June 25, 2017, 3:58 am
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I define a SPECTRUM data as below

SPECTRUM CQC X 1 ACC SCALE 9.8 DAMP 0.03
0 0.072; 0.1 0.185; 0.4 0.185; 0.7 0.1092; 1.05 0.0746; 1.35 0.0588;
1.7 0.0474; 2 0.0406; 2.35 0.0393; 2.7 0.038; 3 0.0368; 3.35 0.0355;
3.65 0.0343; 4 0.033; 4.35 0.0316; 4.65 0.0305; 5 0.0291; 5.3 0.028;
5.65 0.0266; 6 0.0253;

after staad finished the analysis,in its output anl file,i got the base shear result as below

CQC MODAL COMBINATION METHOD USED.
DYNAMIC WEIGHT X Y Z 2.096803E+04 0.000000E+00 2.096803E+04 KN
MISSING WEIGHT X Y Z -2.606766E+03 0.000000E+00 -2.542104E+03 KN
MODAL WEIGHT X Y Z 1.836126E+04 0.000000E+00 1.842592E+04 KN

499 0.00 0.00 0.00 87.568 0.000 87.876 0.00 0.00 0.00
500 0.00 0.00 0.00 87.568 0.000 87.876 0.00 0.00 0.00
---------------------------
TOTAL SRSS SHEAR 1077.12 0.00 0.00
TOTAL 10PCT SHEAR 1277.83 0.00 0.00
TOTAL ABS SHEAR 2784.69 0.00 0.00
TOTAL CQC SHEAR 1264.07 0.00 0.00

there are 4 base shear data listed above,now i am puzzled which one will be the corrected one to be used to design the foudation area ?

anyone can help me? thanks

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RE: Base Plate - Column Offset

June 26, 2017, 5:51 am
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Just FYI Seth, the issue of gusset baseplate offsets perpendicular to the plane of the brace was brought up in the forum back on 12/11/2013 under the thread "RAM Connection:Base Plate common to 2 brace frames", as well as by myself in Service Ticket #7000250829 from 10/13/2014. Besides at corner braces, transverse offsets also occur a lot at braces in walls where they can't bump out into one side. Renovations in particular come to mind as one example where you often can't use preferred symmetrical configurations because of interference with existing construction.
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Base Plate - Column Offset

June 19, 2017, 3:03 pm
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Hi, see below. Is there any way to offset the column in the direction perpendicular to the brace direction. It only gives me the option for a transversal offset (see what I highlighted in red), but I want a longitudinal offset (parallel to the column web or perpendicular to the brace direction). Only way I've found to do a longitudinal offset is by changing the column orientation to "longitudinal", but this will change to connection to a beam to column flange which definitely is not the intent.

Thanks

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RE: Base Plate - Column Offset

June 26, 2017, 8:48 am
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Thanks. I did not initially see the link between offsetting the brace and designing base plate for braces in two planes, but I've now linked the enhancement requests together.
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RE: Ram Connection - Export to DXF

June 26, 2017, 12:08 pm
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The dxf file is a 2D file exported from RAM Connection. When you open it in AutoCAD you need to do any editing that is required and then import it into Revit. Do not explode it in Revit, it becomes unusable. Also when you import it don't import the file into the 3d model. Import it into a sheet. 

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RE: BUILDING PLANNER IN STAAD PRO.V8i

June 26, 2017, 3:14 pm
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BUILDING PLANNER IN STAAD PRO.V8i

April 3, 2017, 2:01 am
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please could someone model a structure in staad pro. with the building planner window.

Thank you.

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