I have STAAD.Pro and Structural Synchronizer already installed on my Laptop.
While Exporting any file from STAAD.Pro to Revit via ISM i faced this issue after clicking
File > ISM > Create Repository.
How to fix this issue?
Create Repository
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Error while Exporting STAAD file to Revit through ISM
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Wind load problem
Hi, does anyone knows how to apply the wind load in STAAD pro? For what I have learned, when a wind pressure acting on windward wall, it should have considered pressures on side walls, leeward wall and suction of roof. However, after watching a number of teaching videos on youtube, they considered the windward only. There was only one video which was setting the leeward and side walls manually. No one considers the suction of roof.
It makes me confuse whether the program can generate all walls automatically or set the loading at each wall. Besides, how to get the suction of roof when applying a wind pressure at windward?
Thank you very much.
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Seismic Analysis
Hi All,
I am currently running a seismic analysis and I am struggling to understand the affects this is having on the live loads I've included in my model.
I have included pieces of equipment in my model as forces in the live loadcase and want to know whether the seismic accelerations in vertical and horizontal directions will take into account the defined live loads and apply seismic accelerations? Or is it the case that the live loads will only be used in the static analysis and ignored by the seismic loadcase?
Any help would be greatly appreciated.
Ross
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Design of an I Section (CMT =5) subject to Torsion using Eurocode 3
| Applies To | |||
| Product(s): | STAAD.Pro V8i | ||
| Version(s): | All | ||
| Environment: | N/A | ||
| Area: | STAAD.Pro Wiki | ||
| Subarea: | EC3 Torsion Design | ||
| Original Author: | Anisurya Ghosh | ||
INTRODUCTION:
Torsion design in EC3 is given in Cl. 6.2.7 of EN 1993-1-1:2005.
Note: Cl. 6.2.7 only deals with members subject to torsion and those that are subject to torsion and shear force. This clause does not deal with members subject to combined bending and torsion. This implementation will however use this clause (6.2.7) to report the output for all torsion checks. Also any distortion deformations and any amplification in the torsional or shear stresses due to distortions will be neglected for this implementation.
The program allows for two types of checks for members subject to torsion:
Basic Stress Check: This method is intended to be a simplified stress check for torsional effects. This method will produce the output corresponding to Cl. 6.2.7(5) of EN 1993-1-1.
Detailed Check: This method will perform a full torsional analysis of the member. All the four clause checks [Cl. 6.2.7(9), Cl. 6.2.7(1), Cl. 6.2.7(5) & EC-3-6 App A] will be performed.
STAAD INPUT:
STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 06-Jun-17
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 4 0 0;
MEMBER INCIDENCES
1 1 2;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
END DEFINE MATERIAL
MEMBER PROPERTY EUROPEAN
1 TABLE ST HD320x127
CONSTANTS
MATERIAL STEEL ALL
SUPPORTS
1 2 FIXED
LOAD 1 LOADTYPE None TITLE LOAD CASE 1
MEMBER LOAD
1 UNI GY -1
1 CON GY -100 2 0.075
PERFORM ANALYSIS
LOAD LIST 1
PARAMETER 1
CODE EN 1993-1-1:2005
SGR 1 ALL
*ALH 0.5 ALL
CMT 5 ALL
TORSION 2 ALL
TRACK 2 ALL
CHECK CODE ALL
PRINT MEMBER PROPERTIES ALL
FINISH
CALCULATION:
Problem:
BMD:
Load: w= 100 KN, UDL= 1 KN/m, Span: 4m
Grade of Steel: S275
Outputs:
MA= 51.33 KN-M, MB= 51.33 KN-m, SFA= 52 KN, SFB= 52 KN
Torsion: T = 3.75 KN-M.
Try with European HD320X127
We get: D= 320 mm, B= 300 mm, Tf= 20.5 mm, Tw= 11.5 mm, Iz= 30820 cm4, Iy= 9239 cm4,
Zz= 1926.5 cm3, Zy= 615.93 cm3, J= 225.1 cm4, H= 2.069*10^12 mm6
CMT = 5 -> END1: Torsion Fixed, Warping Fixed END2: Torsion Fixed, Warping Fixed
Basic Torsion Check [TOR=1]
The stress check will be performed using equation 6.1 of EN 1993-1-1:2005 as given below:
The stress check as per equation 6.1 is performed at various stress points of a cross section as shown in figures below:
Stress calculation at different points [Unit-N-mm]:
Point No. | σx | σbz | σby | T*t/J | (Vy*Q)/(Iz*t) | (Vz*Q)/(Iy*t) |
1 | 0 | 26.64 | 0 | 34.15 | 0 | 0 |
2 | 0 | 26.64 | 0 | 34.15 | 3.73 | 0 |
3 | 0 | 23.23 | 0 | 34.15 | 14.41 | 0 |
4 | 0 | 0 | 0 | 19.157 | 15.154 | 0 |
Therefore, the Ratio acc. To Cl. EC-6.2.7(5) is 0.100.
STAAD.Pro value is 0.100, henceOK.
STAAD OUTPUT (TOR=1):
ADDITIONAL CLAUSE CHECKS FOR TORSION (units- kN,m):
CLAUSE RATIO LOAD DIST FX VY VZ MZ MY MX
EC-6.2.7(5) 0.100 1 0.0 0.0 52.0 0.0 51.3 0.0 -3.8
Detail Torsion Check [TOR=2]
Normalized Warping function:
Wns = WB/4 = (320-20.5)*300/4 = 22462.5 mm2
Warping Statical Moment: Sw1 = h*B^2*Tf/6 = (299.5*300^2*20.5)/6 = 92096250 mm4
Qfmax = 300/2*20.5*299.5/2 = 460481.25 mm3
Let us take, z=0
For this case, CMT=5.0. So, we will use Case 6 from Appendix B of P057.
Now, TEd = Tt, Ed + Tw, Ed= GJφ’ – EHφ’’’
Torsion Component: GJφ’ = 0
Warping component: EH φ’’’ = 205000*2.069*10^12*(-8.841*10^-12) = -3.749 KN-M
Therefore, TEd = 3.749 KN-M
Torsional Resistance TRd = Tt, Rd+ Tw, Rd
Now, Tt, Rd = (fy/√3)/ Γm0*J/t = (275/√3)*225.1*10^4/20.5 = 17.43 KN-M
And Tw, Rd = (fy/ Γm0)* t * b2 / 6 = 275*20.5*300^2/6 = 84.56 KN-M
TRd = 101.99 KN-M
Now, Tt, Ed / Tt, Rd = 0/17.43 = 0 <1 OK
Tw, Ed / Tw, Rd= 3.749/84.56 =0.044<1 OK
Check for Cl. 6.2.7(1):
Ratio = 0.044 OK.
Check for Cl. 6.2.7(9):
The current version of EC-3 in STAAD.pro checks for shear resistance of a section based on Cl. 6.2.6 and the plastic shear resistance (in the absence of torsion) is worked out as:
Where Av = Shear Area = 51.728*100 mm2 here.
For I or H Sections:
Now, Ratio = VEd/Vpl, T, Rd= 52/821.29 =0.063<1
STAAD.Pro value is 0.063, hence OK.
Check for Cl. 6.2.7(5):
The stress check will be performed using equation 6.1 of EN 1993-1-1:2005 as given below:
Therefore, the Ratio acc. To Cl. EC-6.2.7(5) is 0.035
STAAD.Pro value is 0.035, hence OK.
Check for Cl. EC: 6 - A.1:
STAAD.Pro value is 0.128[OK]
STAAD OUTPUT (TOR=2):
TORSION CALCULATIONS (units - kN,m)
Total Torsional Load T = -7.5
Effective Length for Torsion = 4.000
END1: Torsion Fixed, Warping Fixed END2: Torsion Fixed, Warping Fixed
Max. section forces & capacities: [@ x = 0.000](units - kN,m)
Torsion at section = 3.8
Pure Torsion Component = 0.0
Warping Torsion Component = -3.8
Pure Torsion Capacity = 17.4
Warping Torsion Capacity = 84.6
Total Torsion Capacity = 102.0
ADDITIONAL CLAUSE CHECKS FOR TORSION (units- kN,m):
CLAUSE RATIO LOAD DIST FX VY VZ MZ MY MX
EC-6.2.7(1) 0.044 1 0.0 0.0 52.0 0.0 51.3 0.0 3.8
EC-6.2.7(9) 0.063 1 0.0 0.0 52.0 0.0 51.3 0.0 3.8
EC-6.2.7(5) 0.035 1 0.0 0.0 52.0 0.0 51.3 0.0 3.8
EC:6 - A.1 0.128 1 0.0 0.0 52.0 0.0 51.3 0.0 3.8
COMPARISON REPORT:
| Clause | Ratio | ||
| STAAD.Pro | Hand Calculation | % Deviation | |
| EC-6.2.7(1) | 0.044 | 0.044 | 0 |
| EC-6.2.7(9) | 0.063 | 0.063 | 0 |
| EC-6.2.7(5) | 0.035 | 0.035 | 0 |
| EC:6 - A.1 | 0.128 | 0.1282 | 0 |
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RAM Connection: Dowswell Reference
I frequently see the reference in RAM Connection Calcs to:
Dowswell, B., 2003, Connection Design for Steel Structures, Structural Design Solutions, LLC
I have not been able to find this document anywhere which presents a rather large issue when interpreting the RAM Connection Results. Could you please provide a location to buy/access this reference? If it is no longer available for purchase, I would recommend finding a new reference for these calculations, if possible, or providing additional background on the calculations using this reference.
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sloshing height
how can i find sloshing height in steel tank? what are the other parameters like base shear, moment at base etc. which can be found out by using staad pro software? can hydrodynamic pressure be calculated with same amount of hydostatic force on plate of wall?
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videos of the bentley student server
Actually my concern is that the videos of the STUDENT Server in the Bentley Community aren't working as when i try to play one of those videos the Windows shows up the message " Video not Found" .Due to this i am unable to complete my learning path of the Staad Pro.
Thank You .
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we have two licenses for staad.Pro in our Organisation , Usage shows overage for the license with Advanced Analysis Plus, is it because of the Advanced Analysis Plus checked in home screen, Please help us to explain this issue and to prevent the overages.
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STAAD-ADD INN
hi
could anyone know how to add add-inn to staad pro??
Is it possible to have customized add-inn for staad pro???
Regards
Mallesh
[Please visit the site to access the poll]
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NODE DISPLACEMENT IN EXCEL-VBA
Hi anyone please post me the code for extracting nodal displacement from staad
Regards
Mallesh
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ACI 318-08 Ordinary Moment Frame Seismic Provisions
Hi,
I'm using RAM SS to design a building which uses concrete ordinary moment frames as its main lateral system. We're using the ACI 318-08 code and we're seismic design category B. There's a provision in section 21.2 of ACI, the ordinary moment frames section, which states that if the geometry of the column meets a certain criteria (21.2.3: clear height is less than 5xc1) that the column needs to be designed for shear in accordance with 21.3.3. Section 21.3 is the Intermediate moment frames section, and all my columns are assigned as Ordinary in the Ram Concrete Column module. I wanted to confirm that the Ram concrete column module is
a) Checking to see if the geometry mandates the more rigorous shear check and
b) Performing the shear check required in section 21.3.3 should the column fit the criteria.
Thanks,
Rich
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auto tendon generate
Hi anyone please post me for how to auto generate curve PT tendon with some radius in ram concept
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Disassociate Project
Hello,
Every time I open a Staad.pro file, it is asking connection for associate project. In Staad.pro i click the tab to disassociate but still coming back. First of all We do not have project association. May be some high use clients. So how to bypass this window?
-Nasim
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OpenSTAAD to extract member forces or support reactions in STAAD.Pro SS6 (20.07.11.50)
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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RAM Concept - RSS unlinking an old concept file
Looking for an updated process to remove an old concept file or create a new concept file when the RSS data layout /spans have been revised through a project. The previous process noted in the discussion (over 3 years ago), indicated finding the cpt file in the data/working directory. I do not see the files in the location. Has the process been updated with the new RSS data system? Can anyone assist with the suggesting if there is a new process or saved lcation for the cpt files? Is there not a process to add a new concept file for an alternate design to the RSS design?
Thank you.
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Revit - ISM - Analytical Model Generation
I'm interested in setting up a Revit to Structural Analysis workflow, particularly for steel members.
Typically the steel structures we encounter are steel roof structures, so no multi-storey steel buildings.
I'd like to know if the 'Best Practice' note below can apply to a Revit - ISM workflow. Or is it Pro Structures only?
I'm hoping the end result would be a connected set of line members and nodes, for import into structural analysis software.
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Help on Staad command
Hi
could you please tell me what is that difference between GROUP AX MEMB and GROUP MEMB commands?
Thank you
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A warning in Staad Pro.
Hi
Could you please tell me what does this warning mean,
**WARNING- Member Releases not performed on member Geometric Stiffness (Kg). ??
Thank you
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PRINT MEMBER FORCE Command
Hi,
Could you please tell does the 'PRINT MEMBER FORCE' command not print internal forces(shear and bending moment) along the member length?
or does it prints shear force and bending moment at member ends only(i.e., at joints/nodes) if the releases are not provided?
Thank you.
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Gusset Base Plate Connection Problem
Hello,
I've assigned gusset base plate connections to all my column bases that have chevron braces attaching to it. 30 out of 40 connections were successfully assigned. For the other 10 connections, when I try to assign them it just says "No Connection could be assigned" in the information panel.
I've made sure that all my chevron brace members are set to "braces" on the ram elements spreadsheet. I've been experimenting with the model but have yet to find a solution. The majority of my columns are rotated with respect to the x axis due to the irregular shape of the building I'm dealing with, not sure if this could be part of the problem. However, I do have columns that are rotated and connections were successfully assigned.
I'm using the ram connection module within ram elements version 13.4.0.177.
Thanks
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