How do I download/install SectionWizard? I do not see it in the Software Fulfillment center.

There is no separate installation for SectionWizard. It is installed along with STAAD.Pro. No license configuration is needed to run this module.

Please make sure that SectionWizard is launched from the STAAD.Pro menu as illustrated here. This is a free module provided for STAAD.Pro users.

P.S. In case you have a standalone version of Sectionwizard installed in your machine, do not access it from there. It will record a separate usage of SectionWizard license which may raise some invoice. 

Problem Description:

I have installed STAAD.Pro in a machine and it gives the following error when I run the software; right-clicking on the short-cut and selecting the option "Run as administrator" does not help. 

Solution:

Please uninstall the program and reinstall it with full administrative privileges. In Windows 7/8/10, right click on the installation file and select the option 'Run as administrator', though you are logged in as the administrator.

If reinstalling with the option "Run as administrator" does not resolve the issue, it could be that the antivirus program is detecting STAAD.Pro as an unsafe application. We have cases where Kaspersky anti-virus program detects STAAD executables as potential threat to the machine and blocks them.

Ask your IT administrator to add all the STAAD executable files in the safe application list.

This page contains installation/licensing related wikis

1. Copy protection device/system does not support AISC/ASD code
2. Aluminum Code Not Supported
3. STAAD.Pro on Mac OS
4. Download Software form Bentley Select Site
5. Failed to Start Local Security Provider
6. STAAD License/USL v. Standard
7. Cannot Start Analysis Engine
8. Installing STAAD.beava
9. Installing SectionWizard
10. STAAD CAN/AUS/SA Design Codes
11. DESCON Over Use
12. Error 1603 Installing Bentley Structural Property Catalog
13. Procedure Entry Point Error
14. STAAD.Pro Installation Instructions

While hardware locks were previously the means of licensing Microstran, this is no longer the case. Microstran is now licensed through Bentley CONNECT SELECTservices (BCSS). The fundamental concept in gaining access to software licensed through BCSS is product activation. Activation of a product is required regardless of the type of agreement a customer has with Bentley, the products owned, and the permissions set by a systems administrator. This article describes how to activate the desired tier of the Microstran product on a computer, as well as any design codes or features.

Activating Microstran and Associated Features

To configure and activate a Microstran license, go to License Configuration under the File menu within Microstran. Note that this dialog will appear automatically after the first launch of Microstran following installation.

Select the tier of Microstran to be activated on the computer: Microstran, Microstran.Pro, or Microstran.Advanced. For a list of features associated with each tier, see the technote Bentley's Tiered Offering of Microstran. The design codes and integrated steel connection design feature can then additionally be selected as desired. Selecting Apply at the bottom of the dialog will enable only the features that have been selected. Note that at this point the product is not activated, but the desired tier and additional features chosen will be communicated to SELECT server once activation takes place.

To activate the product, select Product Activation Wizard at the bottom of the dialog. The ensuing screen will list four activation options. To determine which option is appropriate, consult the systems administrator at your organization or contact Bentley technical support. Generally speaking, users new to Bentley will, in most cases, be activating against a hosted SELECTserver.

Detailed instructions for completing the product activation, dependent on which activation method is utilized, are available at the following links:

Activating against a hosted (Bentley) SELECTserver:

https://communities.bentley.com/products/licensing/w/licensing__wiki/4987.aspx

Activating against a deployed (local) SELECTserver:

https://communities.bentley.com/products/licensing/w/licensing__wiki/5277.aspx

Activating as a NON-SELECT or Node Locked User:

https://communities.bentley.com/products/licensing/w/licensing__wiki/5278.aspx

As with past versions of Microstran, the features that have been activated and are available to the user can be reviewed in the Help -> About dialog, as shown below.

What is the License Management Tool?

Just below the Product Activation Wizard button in the Microstran Licensing Configuration dialog is a button called License Management Tool. This tool allows users to revise and manage licensing settings for all Bentley products. This includes the checking out of a license. Information on this feature is available in the following article:

http://communities.bentley.com/products/licensing/w/licensing__wiki/license-management-tool.aspx

If we are allowed to activate and use any number of licenses, how does this relate to the number of licenses we own?

Although a given organization may own a set number of licenses of a specific Bentley product, authorized users may activate and use as many licenses as needed, with no cap enforced on usage.

The only exceptions to the above are the design codes listed under the category: check-out-only licenses. For these design codes, users may only check out up to the number of licenses the organization owns. Attempts to check-out more licenses than owned will be prevented by the License Management Tool. Licenses are freed by issuing the Check In command.

Enabling the option “Check in All on Closing Microstran”, will ensure the above mentioned Checked Out only licenses are checked back in upon closing Microstran.

For detailed information on Bentley’s licensing policies and benefits, see the following link:

https://communities.bentley.com/products/licensing/w/licensing__wiki/12388.bentley-connect-selectservices-formerly-selectserver-quick-start-guide.aspx

Spurious Degrees of Freedom

In STAAD Foundation Advanced, under Analysis Properties I see two Slab Thickness named Analysis Thickness and Design Thickness. What are these and should these be same or different ?

The Analysis Thickness is the one used for the stiffness analysis while the Design Thickness is the one used for reinforcement design. Generally you would use the same value for both. However if there is a situation where you would want the analysis to be based on a certain thickness but the reinforcement calculated based on a different thickness, you could use different values for these. For example you may have some areas in the mat which may be thicker and you may want to consider that additional thickness for the stiffness analysis but when designing the reinforcement, you may choose to use a uniform value for the entire mat.

This page contain FAQs related to the Mat Foundation module.

1. Assigning Different Thickness at Different Locations in Mat
2. Circular Line Loads
3. Combining Loads Created in SFA with Loads Imported from STAAD.Pro
4. Density of Concrete
5. SFA Saving Results
6. Error : No Pile or Soil Support Defined
7. Excessively High Displacements
8. Modifying a Mesh Region
9. Punching Shear Check
10. Viewing Warnings & Errors
11. Magnitude of the Base Pressure at Various Nodes
12. Mat Analyzed in STAAD.Pro and Designed in SFA
13. Modeling Footings Connected by Grade Beams
14. Moment Envelope not Generated
15. Sliding and Overturning Check
16. Moments Reporting not Matching
17. What are Analysis Thickness and Design Thickness in SFA ?

What's New in STAAD.Pro V8i SS6, Build 20.07.11.82 ( 12 July 2016)

Issues addressed in:-

• (A) The Analysis/Design engine (48)
• (B) The Pre-Processing Mode (13)
• (C) The Post-Processing Mode (02)
• (D) The Steel Design Mode (00)
• (E) The Concrete Design Mode (00)
• (F) The RAM Connection Mode (31)
• (G) The Advanced Slab Design Mode (00)
• (H) The Piping Mode (00)
• (I) The Editor, Viewer and other modules (01)
• (J) OpenSTAAD (01)
• (K) Documentation and Printing (03)
• (L) licensing / security / installation (02)

(A) Issues addressed in the Analysis/Design engine (48)

A) 01 The AISC 360-10 design check has been updated to correct the flexural torsional buckling stress, Fcr, that is calculated for double angle profiles when Iyy<izz. this is due to a recent modification that failed to check for the occation when iyy>Izz and thus the major and minor axes were not correctly identified.

A) 02 The design routine for IS:800-2007 has been updated to include a warning in the output file if a MEMBER SELECTION command is included, but is not followed by a suitable analysis command to update the forces based on the new section profiles.

A) 03 The design routine for CSA S16-14 has been updated to include a warning in the output file if a MEMBER SELECTION command is included, but is not followed by a suitable analysis command to update the forces based on the new section profiles.

A) 04 The design routine for AISC 360 has been updated to include a warning in the output file if a MEMBER SELECTION command is included, but is not followed by a suitable analysis command to update the forces based on the new section profiles.

A) 05 Clause 8.6.1 of IS:800-2007 has been added to check that the minimum web dimension is met and a warning is displayed if d/tw less than the value specified.

A) 06 The AISC 360 design routines have been updated to ensure that profiles defined as solid rods are excluded from the code checks

A) 07 The calculation for clause 9.3.2.1(b) in IS:800-2007 has been updated for welded profiles. As this is not 100% clear in the code, the following method has been adopted, if n>=a then Mndy = minimum of ( Mdy[1-{(n-a)/(1-a)}^2] and Mndy ). Previously if the axial load was zero, this would have resulted in Mndy as 0 and reported as infinity in the output.

A) 08 The AISC 360-10 routines for designing tubular sections taken from a standard table have been updated to use the following for the shear area:- Ayy = (D-3t)*t and Azz = (B-3t)*t. Note that this was correctly defined for tubular sections taken from a user table.

A) 09 The stresses reported for solid entities (both corner and centre stresses) have been corrected from a fix for addressing stresses for response spectrum cases which has resulted in the incorrect value of Poissons ratio was being used.

A) 10 The imperfection analysis routines have been updated to include both the moment and shear effects of the camber defined on members. However, whilst the moments were being considered, the shear was not. This has been corrected.

A) 11 The Russian steel design codes SNiP and SP16 have been updated to ensure that only the following profiles can be designed, wide flange, single channel, circular and rectangular hollow sections, tee, single and double channels. Any other profile is currently not supported. A warning message is now displayed when attempting to design one of these profiles.

A) 12 The deflection check routine used in AISC 360, IS:800-2007 and CSA S16 has been updated to correct a failure resulting in the CAN parameter not being checked (i.e. for cantilever members). Additionally, in the check for AISC 360 when the critical condition is deflection, then the forces were not being extracted and being displayed as 0.0.

A) 13 The routine to determine wind loads on open structures has been updated to correct the loading calculated on members that are not parallel to the direction in which the wind is being applied.

A) 14 The AISC 360 design routines have been updated to support the design of double channels which are aligned front to front, i.e. with the flanges of the channels pointing towards each other and touching. These sections are treated as a box section.

A) 15 The AISC 360 design routine has been updated to correct a spurious message that was being reported if the model included an ENVELOPE TYPE STRENGTH, but there is no DFF parameter. The message reported that the deflection check would not be performed as the DFF parameter had not been defined, even though no deflection check was requested.

A) 16 The IBC 2012 routine to determine the S1 and SS values has been updated to ensure that the correct values are determined when extrapolating between published values.

A) 17 The DIRECT ANALYSIS routine has been updated to support multiple response spectrum cases.

A) 18 The deflection check routines in the AISC 360, IS:800-2007 and CSA S16 design codes have been updated to report the correct load case. Previously the report would indicate the case to be the last case in the list rather than the critical case, however, the value was correct.

A) 19 The default value for the proximity of duplicate nodes created with the MESH command has been reduced from 0.1 in to 0.03937 into match the default tolerance in the GUI. Additionally, if the value has been changed using the SET MESH TOLERANCE and this does not match the value in the UI, then a warning message will be displayed.

A) 20 The Russian steel design codes now correctly design HSS sections as circular or rectangular hollow sections. Previously these were being designed as wide flange sections.

A) 21 The Japanese steel design codes AIJ 2002 and 2005 have been updated to remove a modification added in STAAD.Pro V8i SS5 (20.07.11.41) to address equation 6.4

A) 22 The analysis engine has been updated to address an issue where a primary load case includes self-weight and that load case is later referenced in a second case using a REPEAT command, then the effect of the self weight on the section axial forces was not being included.

A) 23 The IS:13920 concrete column design has been updated to calculate the space between two parallel legs of rectangular hoop acting as confining reinforcement. Previously this led to the failure of providing confining reinforcement. Now, the program calculates the space between two parallel legs of rectangular hoop acting as confining reinforcement so that it does not exceed 300 mm. If it exceeds 300 mm it introduces cross ties and additional longitudinal reinforcement (if required).

A) 24 The sign of the shear force reported in the output file for designs to IS:800-2007 have been updated to be consistent with the signs reported elsewhere in the program.

A) 25 The output for the Russian SNiP steel design has been updated when displaying the details of clause 5.31, the values of BETA is now formatted so that its value is clearer. The design itself has not changed.

A) 26 The Indian steel design IS:800-2007 has been updated for clause 9.2.2. Now the bending capacity for laterally supported members with high shear (i.e. V>0.6 Vd) will be calculated according to sec.9.2.2(b). Note that if the section is semi-compact, Mdv = Ze * fy / Gamma_0, where Ze = effective elastic section modulus considering the shear buckling case according to sec.8.2.1.1(a).

A) 27 The AISC 360 steel design codes have been updated to ensure that if the parameter STP is specified with a value of 2, i.e. consider the profile as a welded section, then the larger web length is considered (i.e. without the rolling radius).

A) 28 The output for a response spectrum case has been updated to ensure that the details of the modal acceleration is reported correctly.

A) 29 The processing of the Canadian seismic code with SCL 6 (i.e. site class F), has been updated, such that if this is specified, the values of Fa and Fv are used. In fact if Fa and/or Fv are entered, then these are used rather than those determined from the value of the site class.

A) 30 The deflection check routine for the Canadian steel design code CSA S16-14 has been updated to ensure that the results are correctly converted to the metric unit system and this is enforced by including the units which are MM.

A) 31 The details of floor panels that have been loaded with a FLOOR LOAD command are now included in the output file. This makes it easier to verify that the areas being loaded by the engine match those as indicated by the graphics in the GUI.

A) 32 The analysis engine has been updated to address an issue when a primary load case contains a REPEAT LOAD that incudes reference to a load case which itself has a reference to a NOTIONAL LOAD. If the primary case also includes a reference to a NOTIONAL LOAD, processing of this would cause the analysis to crash.

A) 33 The AISC 360 steel design routines have been updated for processing the serviceability checks. If a deflection check is specified by including an envelope of type serviceability, but DFF has not been set, a warning will now be displayed in the output file to indicate the missing parameter.

A) 34 The Indian steel design routine IS:800-2007 has been updated when calculating the member strength to clause 9.3.1.1 when in tension. The value of Td is used in determining Nd when in tension. Note that when in compression, Nd = Ag*fy/Gamma_m0.

A) 35 The Indian concrete design outputs for both IS:456-2000 and IS:13920 have been updated to include a header which includes details of the name of the code used in the design and the method of design followed, e.g. Limit State.

A) 36 The analysis routines have been updated when processing ENVELOPE definitions such that if any load case is included as both a Strength AND a Serviceability envelope, then a warning message. Any load case that is included in both types will be used in the first type that it is defined with.

A) 37 The deflection check performed for the AISC 360 design codes when set to metric units has been updated to ensure the report displays the values in metric units.

A) 38 The steel design code routines for AISC 360, IS:800-2007 and CSA S16 have been updated to catch a situation where a CHECK CODE or SELECT command line includes a member reference multiple times. The second instance of the same member number would cause the program to fail and only partially report the design for the second and subsequent references.

A) 39 The steel design codes AISC 360, IS:800-2007 and CSA S16 have been updated to report errors if the design is set to use PMEMBER references instead of MEMBER. Currently these codes only support the design of analytical members, not physical members.

A) 40 The SABS:0100 concrete design routine has been corrected to address an issue where the moments being used were not being used in the correct sense and resulting in an incorrect area of reinforcement being reported.

A) 41 As per cl. 4.4.2 of IS800:2007, if the moment amplification factor (Ky, Kz calculated as per cl.9.3.2.2) is more than 1.4, a second order elastic analysis is required. This has been added to the IS:800-2007 design routine such that if this is identified then a warning is displayed advising the use of a second order analysis.

A) 42 The IBC 2006 routine has been updated to ensure that Lower Cs limit is greater than that specified in eqn 12.8-5 which previously was not being done.

A) 43 IS:800-2007 LSD and WSD codes have been updated to include a provision to check against flexural-torsional buckling according to clause 7.5.1.2. This check is included for single angle section profiles and the member is axially loaded through one of its legs which thus results in an additional moment due to the eccentricity of the leg from the centroid. Additional parameters for the codes to cover this condition are ANG, FXTY and NBL. Refer to the International Design Codes manual for more details on the default values and correct use of these parameters.

A) 44 The IS:800-2007 design routine has been corrected to address a problem that occurred for the design of a collection of members that referenced multiple user defined PIPE sections. The members that had been assigned with the second or any subsequent defined profile were being designed with the first assigned user defined profile. Note that the details of the section properties that were being used would be reported in the output file. However, this was not a problem if the user pipes were defined in a UPT.

A) 45 The Russian steel design code SP16.13330 has been updated to ensure that when checking clause 8.2.1(44) for combined bending and shear, if the ratio of this check exceeds unity, then the status is shown as a failure. Whilst the ratio would be shown correctly, if this was the only clause to exceed unity, then the overall status would still show as a pass, even though the failure ratio is shown as greater than one.

A) 46 The IS:800-2007 design routines for wide flange sections with slender flanges has been updated. Due to the restrictions in the code for the design of these sections, they will only be designed for axial forces. If there are any moment forces detected, they are now reported as a failure in the design.

A) 47 The IBC 2006 (ASCE 7-2005) seismic loading routine has been updated such that if a used value of CT is entered, then that value is reported as entered (and not modified to the current unit system). Note that this is used in calculating the approximate fundamental period Ta as per eqn 12.8-7 in clause 12.8.2.1 of ASCE 07-2005, which uses the difference between maximum and minimum values of Y ordinate in the model (in feet) to determine 'hn'.

Additionally, if either of the parameters CT or K (which equates to the terms 'Ct' and 'x' in eqn 12.8-7) are not included in the IBC definition, then their values are calculated based on a determination of the Young's Modulus of all the members in the model. The value is calculated as the sum of all the Young's Modulus for all the members in the model divided by the number of members in the model. If this value < 4,000 ksi, then the model is assumed to be 'Concrete moment-resisting frame' and the missing values of 'Ct' and/or 'x' are taken as 0.016 and 0.9 respectively. If this value is > 10,000 ksi, then the model is assumed to be a 'Steel moment-resisting frame' and the missing values of 'Ct' and/or 'x' are taken as 0.028 and 0.8 respectively. If this value is between 4,000 and 10,000 ksi, then the model is assumed to be 'All other structural systems' and the missing values of 'Ct' and 'x' are taken as 0.02 and 0.75 respectively. Note that previously, if the parameter K was not entered, the value of 'x' was simply taken as 0.75.

A) 48 The Indian steel design code has been updated to ensure that if any member is clasified as slender and also has any moment force (other than a wide flange member with a slender web), then this is reported as a FAIL. This is because the code is restricted to only support axially loaded slender members and there is no provision for determining a bending capacity except for wide flange members with slender webs. Previously only the details of the axial checks were reported and as such could be reported as a PASS.

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(B) Issues addressed in the Pre-Processing Mode (13)

B) 01 The display of the parameter LAT for the IS:800-2007 LSD and WSD codes has been updated to clarify that the two options are in reference to clause 8.2.2 and 8.2.1 respectively.

B) 02 The Indian Profiles (legacy) database has been updated to remove an unnecessary table called 'ConversionErrors'

B) 03 An additional check has been included in the tool Geometry>Intersect Selected Members>Highlight such that an intersection point will be included in the members connect at the end of one of the members.

B) 04 The GUI has been updated to recognise the command IGNORE ELEMENT which previously was reporting as an error. However, note that if the file is saved, then the command will be changed to IGNORE MEMBER. Note that both terms are interchangeable even for plates.

B) 05 The processing of COMBINATION commands has been updated to ensure that if the combination refers to non-existent load cases, then when the file is opened, then a warning is displayed with details of the non-existent load cases and when the file re-saved, they are removed from the combination.

B) 06 The AISC 14.1 database has been updated to be consistent with the published profiles from the AISC and the profiles previously included in the TUBE table have been removed. Note they are maintained in the AISC Legacy database and if needed, this database can be used for the US profiles by selecting this in Configurations>Sections on the Start Screen.

B) 07 The GUI has been updated to recognise a REPEAT load case which refers to load cases that do not currently exist, but will be created during the analysis in a response spectrum load case that includes the option IMR. Previously if the REPEAT case referred to such cases, then those cases would be seen as non-existent and removed when the file is resaved.

B) 08 The member query window has been updated to correctly display the reference of a double angle, either long leg LD or short leg SD or in star formation SA. This was being displayed with the LD, SD or SA parameter twice.

B) 09 The member query dialog has been updated to use the following in determining the shear areas of wide flange sections that have additional cover plates:- AY = (D+Tp1+Tp2)*Tw and AZ = 2/3 * (2*Bf*Tf + Bp1*Tp1 + Bp2*Tp2).

B) 10 The GUI save routine has been updated to ensure that when an IBC seismic definition includes a ZIP code, if there are preceding 0s, these are maintained and not stripped off which would cause a problem when the command line is processed.

B) 11 The GUI has been updated to improve processing of physical members when merging beams. Previously, if a beam was associated with a physical member, then merging that beam with another, deleted the physical member with which it was associated. Now with the current implementation, the physical member is not deleted but the beam is removed from included beam list.

B) 12 The GUI has been updated to improve the handling of the windows control of the Editor if the choice to switch from the current to legacy versions is made during the session. As the control of the Editor is handled as a parallel process, there were instances when switching from one to the other would prevent the Editor from starting without restarting the application. This has now been addressed.

B) 13 The 3D rendering routines have been updated in the GUI to handle the event of attempting to draw a poorly defined curve member. Previously this would have cause the program to crash, but now a warning message is displayed.

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(C) Issued Addressed in the Post-Processing Mode (02)

C) 01 The 3D Beam Stress Contour dialog in the Post Processing>Beam>Stresses page has been updated to improve the cross section which will now maintain the correct aspect ratio even when the window is resized. Also the corner stresses are displayed as default and use the format defined in the View>Options>Force Units for the Stress unit, including the number of decimal places.

C) 02 The IS:800-2007 design routine has been updated in order to ensure that the details of a serviceability check reported in the Member Query reflects the design status. Although the ratio was correct, if the ratio exceeded unity, the status would still display this as a Pass. Note that the correct status was reported in the output file.

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(D) Issues Addressed in the Steel Design Mode (00)

(None)

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(E) Issues Addressed in the Concrete Design Mode (00)

(None)

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(F) Issues Addressed in the RAM Connection Mode (31)

F) 01 The British baseplate design has been updated to support CHS sections.

F) 02 The RAM Connection mode has been updated so that it now supports taper members designed with a Moment End Plate (MEP).

F) 03 The display of bolts in the RAM Connection module has been updated to ensure that the radius of the bolt does not use the value of the bolt diameter.

F) 04 The RAM Connection routines have been updated such that when applying multiple connections, the error lists and data repository is cleared to ensure that new designs do not cause the application to crash.

F) 05 The export RAM Connection report routine has been updated to ensure that if the selection does not include any items, then creating a report does not cause the application to crash.

F) 06 The AISC>Bolt database has been updated to include washer thicknesses for all bolts.

F) 07 The AISC>Bolt database has been updated to include Nut Height values.

F) 08 The UK>Bolt database has been updated to remove the redundant ReadOnly column.

F) 09 The UK>Bolt database has been updated to include Nut Height values.

F) 10 The UK>Bolt database has been updated to include Washer Thicknesses for all entries. Previously some entries had a value of 'TRUE'

F) 11 The Europe>Bolt database has been updated to remove the redundant ReadOnly column.

F) 12 The Europe>Bolt database has been updated to include Nut Height for all entries. Previously some entries had a value of 'TRUE'

F) 13 The Chinese>Bolt database has been updated to remove the redundant ReadOnly column.

F) 14 The Chinese>Bolt database has been updated to include Nut Height for all entries. Previously some entries had a value of 'TRUE'

F) 15 The design of CBB gusset connections with WT brace members has been corrected to ensure that the correct area of the brace is utilised.

F) 16 The VXB connection design has been corrected and ensures that the analysis forces are included, which previously simply showed as zero.

F) 17 The export RAM Connection routine has been updated to ensure that where there are multiple connections defined at a node, both connection details are reported. Previously, the first connection would be reported a second time instead of the second connection.

F) 18 The internal method used to assign a connection to a joint has been updated to prevent assignment of failed connections. If these failed connections were included in a report, this would cause the application to crash.

F) 19 The processing of load envelopes in the RAM Connection mode has been updated to account for changes to the selected range of loads after connections have already been defined which previously caused the program to crash.

F) 20 The RAM Connection module has been updated to support members that have profiles defined with spaces in the profile name. Whilst STAAD.Pro does not support spaces in the middle of the name there were a number of standard profiles that had a space at the end of their name which caused the program to crash when used with a RAM Connection joint.

F) 21 RAM Connection module currently included with STAAD.Pro is unable to process connections created with the older version of RAM Connection which was included in STAAD.Pro V8i SS6 20.07.11.50 and earlier. In build 20.07.11.70, this would result in the program hanging and requires STAAD.Pro to be forcibly shut down. Now a warning message is displayed confirming that the connections will be removed. If the old connections are wanted, the *.rsc and *.rcc files in the model folder should be manually copied first.

F) 22 The processing of loads in the RAM Connection module has been updated to ensure that if the model changes and an existing set of connections are re-checked, then the loads are reprocessed.

F) 23 When entering the RAM Connection mode without using a full license, the warning message that is displayed now gives a clearer explanation as to the cause and action that can be taken.

F) 24 The RAM Connection input dialog has been reformatted to be more in keeping with other dialog boxes found in STAAD.Pro.

F) 25 The processing of materials included in the STAAD model when entering the RAM Connection mode has been updated to give a clearer status on their status.

F) 26 The Basic Connection templates have been updated to improve the reference of angle profiles used in the templates which previously may have used sections other than those listed in the title.

F) 27 The RAM Connection Report Export has been updated to ensure that the details of Ratio and Status are updated when the connection designs have been updated.

F) 28 The RAM Connection module has been updated to address an issue which would occur if attempting to design multiple connections and one of the connections returns the status as 'Not Designed', if this connection was opened, then this would result in the application crashing.

F) 29 The routine to select joints has been updated. It is possible to select a connection in the graphics window, then use the menu option Select>Select Connections>Select Identical Connections. This was previously causing the program to crash.

F) 30 The RAM Connection Results sheet has been updated to ensure that the Status field correctly reflects the design status. Previously, a design which had a ratio < =1.0 would display as 'No Good' and if the ratio > 1.0, then it would display 'Pass'. Now the correct logic has been applied.

F) 31 The RAM Connection baseplate design has been updated to ensure that the details of the anchors are defined in the correct units.

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(G) Issues Addressed in the Advanced Slab Design Mode (00)

(None)

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(H) Issues Addressed in the Piping Mode (00)

(None)

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(I) Issues Addressed in the Editor, Viewer and other modules (01)

I) 01 The STAAD.Pro ISM module (StructLink) has been updated to ensure that if there is a missing profile in the mapping, once it is set , the same mapping is used for all members with that property. Previously, if there had been multiple members with that property, the same mapping would have to be made multiple times.

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(J) Issues Addressed in OpenSTAAD (01)

J) 01 The OpenSTAAD example in an MS Word document has been updated to use the current OpenSTAAD Application object.

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(K) Issues Addressed with Documentation and Printing (03)

K) 01 The OpenSTAAD documentation for the function Property > Property.GetElementMaterialName has been updated to correct that the parameter PlateNo should be defined as a long integer and not a string.

K) 02 The section on Troubleshooting> ActiveX Component in MS Excel in the OpenSTAAD documentation has been updated to clarify issues that might occur when attempting to register the OpenSTAAD component.

K) 03 The documentation of TIME HISTORY loading has been updated in section 5.32.10.2 to confirm that a type ACCELERATION is used for GROUND MOTION and type FORCE or MOMENT is for assignment to nodes.

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(L) Issues Addressed with licensing / security / installation (02)

L) 01 Usage of design codes is now activated by the creating commands and processing results.

L) 02 The installation has been updated with the preview images of the models in the STAAD\EXAMP\Advanced Cable Analysis folder.

I am trying to define standard Tube Sections from within the American Section database and finding out that I cannot do that anymore. There is a message as shown next. How can I define tubes ?

In the recent section databases that are provided by AISC, the Tube sections has been replaced by HSS sections ( Rectangular/Square HSS ) and in STAAD.Pro you will find these sections under the HSS Rectangle category within the Section Profile table for American sections. The tube sections have been taken out for that reason. You should use the HSS sections in lieu of tubes. If for some reason, you would have to use the Tube, here are a couple of things you can do

Option 1

As suggested in the message, you can go to Tools > Section Database and add the sections you want to use within the database for Rolled Steel > AISC Steel Profile (v14.1) > Tube

Option 2

You can change the section database to an older version as shown below and that way the TUBE sections would be available as part of the Section Profile Table

Problem Description

The program hangs and then crashes producing a MFC Application Error when attempting to design concrete columns using either Process - Design All or Process - View/Update.

In affected models, the columns can be designed once successfully. The problem occurs when attempting to design the columns or view/update after the initial design.

Reason

The program is checking that a valid set of bar patterns is assigned and is caught in an infinite loop.

Solution

Fixed in version 15.03.00.00 (August 2016) 

For users who cannot update the version for some reason, the following file, RamConcreteColumn.dll can be used on machines running version 15.02.00.00 x64 only (32 users should submit a service request to get a 32 bit version). To use the file download it to the hard drive and replace the file in the Ram Structural System program directory, normally located here:

C:\Program Files\Bentley\Engineering\RAM Structural System\Prog

There is no need to register the file, but we do recommend making a backup copy of the original file first.

The following process may also be used as a work-around:

1. In RAM Concrete - Concrete Column, clear the column designs by clicking on Process - Clear Column Line - All.
2. Force a reframe of the model. This can be done by changing a setting in RAM Manager - Criteria - Member Loads, clicking OK to accept the change, and then re-opening dialog and changing the setting back.
3. Re-run the analyses in each module.
4. Design concrete columns.

The problem will occur again after the columns are re-designed, however.

Question:  Error message in output file: “Plate No. …is badly shaped, warped, not convex, or not numbered counter-clockwise.”

Explanation :  There are several rules that need to be observed when modeling a structure with plate elements.  These rules arise from the mathematical algorithms the program uses to model plates.  Failure to follow these rules will result in error and warning messages in the output file.

1. A plate element’s aspect ratio should be as near to 1:1 as possible.  Aspect ratio is defined as the ratio of the length of the shortest side to the longest side of the element.  Aspect ratios in excess of 4:1 should be avoided.  In other words, a triangular (3-noded) plate element should be shaped as near to an equilateral triangle as possible, and a quadrilateral (4-noded) element should be shaped as near to a square as possible.

Consider the plate element shown in the figure below:

The aspect ratio of this element is approximately 19:1.  Running the analysis of a model that includes a plate shaped like this will generate an error message indicating that the plate is “…badly shaped.”  To remedy this problem, this quadrilateral plate should be broken into two triangular plates.

1. The angles between adjacent sides of 4-noded plates should be as near to 90 degrees as possible.  You should try at all times to keep interior angles of a plate element between 60 and 120 degrees.   Concave sides of a plate element are not allowed, that is, interior angles must never exceed 180 degrees.

If you try to run the analysis on a model that includes a plate element shaped like the one shown in the figure above, the error message, “…not convex” will be printed in the output file.

1. When assigning nodes to an element in the input data, the nodes must be specified either in clockwise or counterclockwise order around the perimeter of the element.

If you try to run the analysis on a model that includes a plate element where the nodes are not specified in either clockwise or counterclockwise order, the error message, “…not numbered counter-clockwise” will be printed in the output file.

All nodes of a (4-noded) plate element must lie on the same plane.  If one of the nodes is not coplanar with the other three, the error message, “plate is…warped” will be printed in the output file.  You may use the Check For Warped Plates command in the Tools menu to locate plates whose nodes are not coplanar

RAM Structural System CONNECT Edition Update 3 Release 15.03

Release Notes

Release Date: August 18, 2016

This document contains important information regarding changes to the RAM Structural System. It is important that all users are aware of these changes. Please distribute these Release Notes and make them available to all users of the RAM Structural System.

Tutorial:

The Tutorial Manual has not been updated but is still valid. The appearance of some parts of the program in this version may differ from that shown in the Tutorial.

Important Notices:

Version 15.02 automatically converts databases created in previous versions older than V15.00 to the new database format. Note that a backup file is created automatically when a database is converted; the name of the database is the same, with “Orig” and the version number appended to the name. The file has an extension of “.zip” and is located in the same directory as the original database.

The previous steel tables and load combination templates supplied with the program will be replaced with new tables and templates of the same name. If you have customized any Master or Design tables or load combination templates supplied with the program without changing the file names, those file names should be renamed from the original RAM table names prior to installation to prevent your changes from being lost.

Installation Instructions:

This version can be found on the Bentley Software Fulfilment web page by logging into the Personal Portal or the Enterprise Portal and selecting the Software Downloads icon. Perform a search for “RAM Structural System”, select any of the RAM Structural System modules (e.g., RAM Modeler; they all use the same installer), and select the latest version of the RAM Structural System.

New Features and Enhancements:

For details on these new features and enhancements, refer to the manual .pdf files available from the Help menu in each module or from the Manuals folder on your hard drive.

Response Spectra Analysis Results on Foundations

For loads resulting from a Response Spectra Analysis, the RAM Foundation module has been enhanced to use the combined modal reactions directly on the foundations, rather than taking the reactions from combined modal forces in the members supported by the foundations. The loads on the foundations will be slightly different than previously. The Foundation Loads report in RAM Manager has similarly been enhanced to use the combined modal reactions.

Steel Beam Design Summary Report

For the AISC design codes the Steel Beam Design Summary report has been enhanced to show design moment capacity (e.g., fMn) rather than the nominal moment capacity (e.g., Mn).

Crossing Continuous Footings

When two continuous footings were modeled such that they crossed each other, and one or both of those footings supported a wall at that location, the full wall loads were applied to the footing parallel to that wall, but a portion of that wall load was also applied to the transverse footing, proportional to the amount of wall crossing that transverse footing. This has been simplified such that the full wall load is still applied to the footing parallel to that wall, but no portion of the wall load is applied to the transverse footing.

SidePlate Property Table

The property table used in the SidePlate feature was updated to include additional UB shapes (used in the UK).

Error Corrections:

Some program errors have been corrected for Version 15.03. Corrections made to graphics, reports, Modeler functions, program crashes, etc that were considered minor are not listed here. The noteworthy error corrections are listed here in order to notify you that they have been corrected or to assist you in determining the impact of those errors on previous designs. These errors were generally obscure and uncommon, affecting only a very small percentage of models, or had no impact on the results. The errors, when they occurred, were generally quite obvious. However, if there is any question, it may be advisable to reanalyze previous models to determine the impact, if any. In each case the error only occurred for the precise conditions indicated. Those errors that may have resulted in un-conservative designs are shown with an asterisk. We apologize for any inconvenience this may cause.

DXF

STEEL COLUMN SCHEDULE: Columns were always listed in the schedule based on Coordinates even if the options to group and order by Quantity or Weight were selected.

Effect: Order of the columns listed in the column schedule may not have been what the user had specified.

FRAME ELEVATIONS: In RAM Frame, when exporting frame elevations to a DXF file, the program would crash if more than one frame was selected for import.

Effect: Only one frame could be exported into a DXF file, otherwise the program would crash.

CONCRETE BEAM SCHEDULE*: Some required bars may have been missing from the concrete beam schedule.

Effect: Incorrect reinforcement. The affected bars were those that began or ended right at a support.

 RAM Steel Beam

EUROCODE SECTION CLASSIFICATION*: For noncomposite design and for precomposite design of composite beams the sections were always classified as Class 1.

Effect: Moment capacity of beams was always based on that for Class 1 beams.

MODEL REFRAME: When Modeler changes were made to existing models, the number of segments for frozen girder designs was ignored and subsequent design checks resulted in a uniform stud design for the girder.

Effect: Redesign of frozen girder sizes resulted in uniform stud designs rather than previously saved segmented stud design. Girders that previously passed designs may have failed.

GIRDERS WITH UNIFORM STUD DESIGN: After an initial stud design had been frozen either through the Freeze or Update Database command, girders with more than five stud segments designed with a uniform stud distribution gave erroneous design messages when an Analyze was subsequently performed.

Effect: Although the initial frozen uniform stud design for girders with more than five segments was correctly performed, subsequent stud count investigations for the frozen girder may have resulted in erroneous design messages even for stud counts less than the reported maximum number of studs the girder could support. Girders that may have otherwise passed designs failed.

DESIGN WARNINGS*: The number of design warnings between the Design All and Freeze All processes were inconsistent, and may have differed.

Effect: Although design checks were correct, the reported warnings differed between a Design All and Freeze All process. The differences resulted from warnings issued during an Analyze process for composite beams which could not be designed and hence had zero studs and warnings issued for the same beams during an Optimization of studs process. In some cases warnings that should have been given were not (although note that those beams would work as noncomposite beams).

Note: Clear all designs and sizes and re-optimize to correct the error in models where this is occurring.

RAM Steel Column

MULTI-STORY COLUMN DESIGN SHEAR: Design shears for column segments in a multi-story column stack, where intermediate story moments were determined via interpolation (i.e., there is nothing bracing the column against sidesway at that particular Story), were incorrectly determined.

Effect: Although design moments for column segments in a multi-story column stack were correct, the associated design shears resulting from design moments applied to the segments were incorrect.

ELEVATION VIEW: When in an Elevation view, selecting a column with the View/Update command would sometimes not pick the column that was displayed in the view, but rather one which was spatially "in front" of the view.

Effect: Unintended column may have been selected with the View/Update command.

RAM Concrete Beam

ACI IMF SEISMIC DESIGN*: When designing beams designated as part of an IMF system under the ACI codes, the earthquake shear force amplification factor specified in ACI 318-02 21.12.3(b) (and analogous clauses in other ACI codes), was not implemented.

Effect: Combinations including E effects were underestimated.

ACI SHEAR DESIGN*: When designing beams to the ACI design code, the minimum Av requirement could in some cases have been underestimated when the factored design shear lied between 0.5fVc and fVc.

Effect: Potentially inadequate shear reinforcement if minimum reinforcement controlled.

ACI SHEAR DESIGN: The reported value of Asv,req was in some instances higher than the actual required value when using the ACI design code.

Effect: Potentially conservative shear design.

ACI SHEAR DESIGN WARNINGS: When designing per one of the ACI codes, the program occasionally reported warnings that the shear capacity had been exceeded, when this was not the case.

Effect: Shear design warnings may have been given even when the shear strength was adequate.

ACI SMF AND IMF SHEAR DESIGN: Design shears used to check SMF and IMF may have been calculated incorrectly (conservative); the Dead Load component may have been handled incorrectly.

Effect: Potentially conservative shear design for SMF and IMF.

ACI SMF BEAM SHEAR CAPACITY*: The shear capacity of lateral beams designed to SMF provisions may have been overestimated by including the contribution of Vc when this is precluded by ACI 318-11 clause 21.5.4.2 (and similar clauses in previous versions).

Effect: Shear capacity of SMF beams may have been overestimated.

RAM Concrete Column

CONCRETE COLUMN DESIGN: A View/Update or Design All would frequently result in the program freezing and/or crashing in models with more than eight or nine stories.

Effect: Designs couldn’t be performed on taller models.

AS 3600-09 BUCKLING MOMENT: The reported value for the buckling moment, Mc, may have been incorrect (conservative). All of the load was apportioned to the sustained load component, G, in the calculation of Mc.

Effect: Conservative values of Mc were calculated and used in design.

RAM Frame – Analysis

STAR SEISMIC BRB: When picking a different Star Seismic size in the Assign Size command the dialog would switch back to WildCat even if the user had specified PowerCat previously, if the size was available with WildCat connection type.

Effect: No impact on assignments; if the user picked PowerCat and then did an assign, the assign would correctly be PowerCat.

COPY AND PASTE: The Copy and Paste buttons and commands did not work in the User-defined Story Force dialog and the Drift at Control Points dialog.

Effect: Values had to be entered manually; couldn’t be pasted in.

RAM Frame – Steel Standard Provisions

EUROCODE SECTION CLASSIFICATION*: For beams with no axial design load the sections were always classified as Class 1.

Effect: Moment capacity of beams was always based on that for Class 1 beams if they had no axial load.

RAM Structural System

Latest Major Version

• RAM Structural System CONNECT Edition release 15.0 release notes
• RAM SS V15.03 Release Notes

Previous Versions

• RAM SS V12.1.X Release Notes
• RAM SS V13.0 Release Notes
• RAM SS V13.0.2 Release Notes
• RAM SS V13.0.3 Release Notes
• RAM SS V13.0.4 Release Notes
• RAM SS V14.00 Release Notes
• RAM SS V14.00.01 Release Notes
• RAM SS V14.00.02 Release Notes
• RAM SS V14.00.03 Release Notes
• RAM SS V14.00.04 Release Notes
• RAM SS V14.02 Release Notes
• RAM SS V14.02.01 Release Notes
• RAM SS V14.02.02 Release Notes
• RAM SS V14.03 Release Notes
• RAM SS V14.03.01 Release Notes
• RAM SS V14.03.02 Release Notes
• RAM SS V14.03.03 Release Notes
• RAM SS V14.04 Release Notes
• RAM SS V14.04.01 Release Notes
• RAM SS V14.04.02 Release Notes
• RAM SS V14.04.03 Release Notes
• RAM SS V14.04.05 Release Notes
• RAM SS V14.04.06 Release Notes
• RAM SS V14.04.07 Release Notes
• RAM SS V14.05.00 Release Notes
• RAM SS V14.05.01 Release Notes
• RAM SS V14.05.02 Release Notes
• RAM SS V14.05.03 Release Notes
• RAM SS V14.06.00 Release Notes
• RAM SS V14.06.01 Release Notes
• RAM SS V14.06.02 Release Notes
• [[RAM SS V14.07.00 Release Notes]]
• [[RAM SS V14.07.01 Release Notes]]

When trying to import an ISM repository into STAAD.Pro you get the following error:

No STAAD filename is provided. Unable to connect to 'STAAD.Pro' instance. Check if STAAD.Pro application is running. 

This error is caused by an older non-ISM compatible version of STAAD.Pro. Upgrade the the latest version to resolve the issue. 

1. In Memory Member Splitting and Node Merging
2. Export a Solid Slab or Wall
3. Structural Modeler To Staad Export Does Not Work
4. Code/Country Code Mapping
5. Design Parameters
6. Import Model in STAAD
7. Beams from STAAD to Tekla at Top of Steel
8. STAAD.Pro Import File Format
9. Importing Section
10. ISM-No STAAD filename provided error

I am using STAAD to perform steel design on a member per the AISC ASD code. I want the column to be designed based on an unbraced length of 20 ft. I have set the UNT and UNB values to 20 ft, but STAAD appears to consider only a 10 feet length in its KL/r calculations. How do I correct this problem?

The parameters UNT and UNB are for specifying the unsupported length of the compression flange for the purpose of computing allowable stresses in bending compression.

If you want to specify the unbraced length for the purpose of computing allowable stresses inaxial compression, use the parameters LY and LZ. See Table 2.1 of the STAAD.Pro Technical Reference Manual for details.

I have a mat which has different thickness at different locations. How can I model that ? 

This can be done by creating control regions. You can define as many control regions within your mat boundary as you wish. Boundary represents your entire mat and it can have holes or control regions within it. Control region is a region within the mat ( or boundary ) that may have different properties than the rest of the mat. For example a control region can have a different thickness or a different soil property associated with it. Holes are used for defining openings within the mat ( or boundary ). 

One you define a boundary for your mat, please follow the steps listed next to define the control region

1. Add a meshing region from within Mat foundation Job > Mesh Generation > Add Meshing Regions to define the region of different thickness.
2. Go to the Meshing Setup.
3. Click on the boundary name within the tree structure ( mesh1 in the figure below )
4. Now within the graphics screen, select the meshing region defined in step 1. It will turn red when selected.
5. Add selected region as Control Region by choosing the appropriate radio button, putting a name for the region identifier and clicking on Add ( see figure below )
6. The name of the control region would now show up under the boundary name in the tree as shown.
7. Add as many control regions as needed following steps 1 to 6.
8. Once the control regions are generated, you would need to regenerate the mesh.

Once the control regions are defined, go to Analysis Properties > Slab thickness and assign the required thickness to the boundary or the control regions.  

***COMING SOON!***

Structural Enterprise Setup Wizard is a small application that aids in the download and installation of products within Bentley's Structural Enterprise. This utility allows users to download STAAD, RAM, Microstran, and ISM easily from one location. There are several handy features including notifications when downloads have completed, display of which products and versions are installed, and quick, useful information on what each product does. In addition, product installers may be filtered by language, architecture (x64 vs. x86), and installation status.

Below is specific information on what the current version of Structural Enterprise Setup Wizard delivers.

Current Version: Structural Enterprise Setup Wizard CONNECT Edition

Build Number: 10.00.00.18

Product Installers

The following most recent product installers are available in Setup Wizard:

• STAAD.Pro V8i SELECTseries 6 (20.07.11.82)
• STAAD Foundation Advanced CONNECT Edition (08.00.00)
• RAM Structural System CONNECT Edition Update 3 (15.03.00)
• RAM Concept CONNECT Edition V6 Update 1 (06.01.00)
• RAM Connection V8i (11.00.00)
• RAM Elements V8i (13.04.00)
• Microstran V8i (09.20.03)
• Limcon V8i (03.63.02)
• Structural Synchronizer CONNECT Edition (10.00.01)
  

The following older product installers are also available in Setup Wizard:

• STAAD.Pro V8i SELECTseries 6 (20.07.11.70)
• STAAD.Pro V8i SELECTseries 6 (20.07.11.50)
• STAAD Foundation Advanced V8i (07.02.00)
• RAM Structural System V8i SELECTseries 7 (14.07.01)
• RAM Concept V8i SELECTseries 9 (05.02.01)
• RAM Connection V8i SELECTseries 6 (10.00.00)

Download Instructions

Structural Enterprise Setup Wizard can be downloaded from Bentley Cloud Services at:

http://connect.bentley.com

After signing in to the personal portal, select Software Downloads under My Support. Once on the Software Fulfillment page, Structural Enterprise Setup Wizard can be located by performing a search on "Structural Enterprise".

Installation Status

The installation status of each product is indicated by the color of the line underneath the product name. A gray line indicates that the product installer is not on the computer and needs to be downloaded before the installation can be run. Selecting the download button to the right of the product name will start the download process. The progress of the download is indicated by a light blue line that moves to the right as the download progresses. This is shown in the image below, where the RAM Structural System CONNECT Edition Update 3 download is 53% complete.

Once the download has completed, the bar will turn to a dark blue color, indicating that the product is available for installation. Selecting the monitor icon to the right of the product name will launch the installation of the product.

After the product is installed, the bar will turn green.

Product Feature Information

Information on the capabilities of any product can be viewed by clicking on the name of the installer in the list. An an overview of the product features plus capability images are available. Release notes, the product page, and product information on Bentley Communities are all accessible within the product information page.

Is there any way to find out the magnitude of the base pressure at various nodes for a mat foundation in SFA ? I can generate the color contours which gives me an idea of the value range but I am looking for the actual values.

Unfortunately there is no direct way to do this as of now within STAAD Foundation Advanced. However you can find out the values using STAAD.Pro in conjunction with STAAD Foundation Advanced.

After the analysis is completed in STAAD Foundation Advanced, a STAAD.Pro model is created automatically by the software in the background. This file is FoundationAnalysis.std and is created inside the installation folder of the software  ( For example X:\Staad Foundation Advanced 7\Analysis if you are using SFA version 7.x  or  X:\Staad Foundation Advanced CONNECT Edition\Analysis if you are using ver 8 etc. where X is the drive in which STAAD Foundation Advanced is installed ). Copy this .std file to a separate folder and analyze in STAAD.Pro ( DO NOT MODIFY the original file ).

In STAAD.Pro, go to the Post Processing Mode, Node > Base Pressure table and you will be able to see the base pressure values at the various nodal points in the mat.

I am not able to generate the moment envelope for my mat. When I click on the Generate Moment Envelope button nothing happens. What should I do ?

This may happen for certain specific shaped mats with irregular boundaries. If it does, here are the steps you need to follow to generate the moment envelope.

Go to the Longitudinal axis setup within the Envelope Generation dialog box. By default the longitudinal axis is set to Along Global X as shown next.

Choose ‘By Specifying coordinates’ option as shown next

Change ‘Starting Z’ and ‘Ending Z’ coordinates to the same non-zero value (this will still keep the longitudinal axis horizontal)

Ensure that you have chosen Use All Load Cases under Select load type as shown below

Click on Generate Moment Envelope. Moment envelope should now be generated

If the Moment Envelope still does not generate, slightly change the value for the Starting Z Or the Ending Z. For example instead of 0.2 as in the example, change it to 0.21 for any one of the values. This should help in Moment Envelope Generation. You may do a few trials to figure out how close you can keep these values to be able to generate the envelope. The closer the values, the straighter is the line defining the longitudinal axis.