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STAAD.Pro Buckling Analysis

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Current Revision posted to RAM | STAAD Wiki by Steve Crabtree on 6/15/2016 7:27:00 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):All
 Environment: N/A
 Area: STAAD.Pro Buckling Analysis
 Subarea: Analysis
 Original Author:Bentley Technical Support Group
  

This page contains the support solutions related to Buckling Analysis in STAAD.Pro

 

Tags: staad.pro buckling analysis, Buckling analysis, buckling

STAAD.Pro Dynamic Analysis

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Current Revision posted to RAM | STAAD Wiki by Steve Crabtree on 6/15/2016 7:28:47 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):All
 Environment: N/A
 Area: STAAD.Pro Dynamic Analysis
 Subarea: Analysis
 Original Author:Bentley Technical Support Group
  

This page contains STAAD.Pro dynamic analysis solutions

Tags: dynamic, Dynamic Analysis

Section Wizard Tutorial

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Revision 1 posted to RAM | STAAD Wiki by Sye on 6/15/2016 8:30:57 PM

Applies To
Product(s):STAAD.Pro
Version(s):ALL
Environment: ALL
Area: Section Wizard
Subarea: Documentation
Original Author:Sye Chakraborty, Bentley Technical Support Group

 

Is there a tutorial for Section Wizard ?

You can download a tutorial on Section Wizard from

http://communities.bentley.com/products/structural/structural_analysis___design/m/structural_analysis_and_design_gallery/271965

Tags: tutorial on section wizard, section wizard, help on section Wizard, help

Do Instability Messages Mean my Analysis Results are Unsatisfactory?

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Current Revision posted to RAM | STAAD Wiki by Steve Crabtree on 6/15/2016 8:43:59 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):All
 Environment: N/A
 Area: Analysis
 Subarea: Instability and Zero Stiffness
 Original Author:Bentley Technical Support Group
  

If there are instability messages, does it mean my analysis results may be unsatisfactory?

There are many situations where instabilities are unimportant and the STAAD approach of adding a weak spring is an ideal solution to the problem. For example, sometimes an engineer will release the MX torsion in a single beam or at the ends of a series of members such that technically the members are unstable in torsion. If there is no torque applied, this singularity can safely be "fixed" by STAAD with a weak torsional spring.

Similarly a column that is at a pinned support will sometimes be connected to members that all have releases such that they cannot transmit moments that cause torsion in the column. This column will be unstable in torsion but can be safely "fixed" by STAAD with a weak torsional spring.

Sometimes however, a section of a structure has members that are overly released to the point where that section can rotate with respect to the rest of the structure. In this case, if STAAD adds a weak spring, there may be large displacements because there are loads in the section that are in the direction of the extremely weak spring. Another way of saying it is, an applied load acts along an unstable degree of freedom, and causes excessive displacements at that degree of freedom.

Tags: Instability, zero stiffness

STAAD.Pro PDELTA Analysis [FAQ]

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Verification Problem

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Revision 2 posted to RAM | STAAD Wiki by Steve Crabtree on 6/15/2016 9:26:07 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):All
 Environment: N/A
 Area: STAAD.Pro Design Solutions
 Subarea: IS 456 Documents
 Original Author:Rajat, Bentley Technical Support Group
  

Beam and Column Verification Example.

Tags: Beam Column, verification problem

When I try to do an aluminum design, I get a message "ALUMINUM CODE IS NOT SUPPORTED"What's going on?

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Current Revision posted to RAM | STAAD Wiki by Steve Crabtree on 6/15/2016 9:37:40 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):All
 Environment: N/A
 Area: STAAD.Pro Design Solutions
 Subarea: Aluminium Design
 Original Author:Bentley Technical Support Group
  

1. When I try to do an aluminum design, I get a message "ALUMINUM CODE IS NOT SUPPORTED"What's going on?

The American Aluminum code is not one of the codes available with the standard STAAD.Pro package. It is an add-on item, and costs additional money. If you have not specifically purchased this additional code, you will not be able to access this code at run-time.

If you are not sure whether your installed copy of STAAD.Pro is supposed to contain this code, you can do the following. From the Start button, select Programs - STAAD.Pro 2001 - License Administrator. In the Window which comes up, select Tasks - Query License System - Check Active Licensing system. You will get a message similar to

"Current active copy protection system is Hasp"

Click on OK. Another window will come up with 2 buttons - Check and Cancel. Click on Check. A set of information will appear in the background window. Look for a category called "Lock supports following STAAD components". Check whether ALUMINUM(US) is one of the components in that list. If it is not in that list, it means the lock supplied to you does not support that code.

If it does indicate that you have the ALUMINUM code, do the following. Close down the License Administrator program. From the Analyze menu, select Run Analysis. In the "Select Analysis Engine" dialog box, tick the option "Change Design Codes' , and select US+ALUMINUM. Click on the Save button. Then, click on Run Analysis. If there are no errors in your input file, you should get a successful run.

Tags: Aluminum Design

STAAD.Pro Aluminum Design [FAQ]

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Revision 12 posted to RAM | STAAD Wiki by Steve Crabtree on 6/15/2016 9:39:24 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):All
 Environment: N/A
 Area: STAAD.Pro Design Solutions
 Subarea: Aluminum Design
 Original Author:Bentley Technical Support Group
  
  1. When I try to do an aluminum design, I get a message "ALUMINUM CODE IS NOT SUPPORTED"What's going on?
  2. While performing design per the US Aluminum code, I encounter an error message - **PRODUCT NAME COULD NOT BE MATCHED.** - What does it mean?

2. While performing design per the US Aluminum code, I encounter an error message - **PRODUCT NAME COULD NOT BE MATCHED.** - What does it mean?

In the US Aluminium design, the allowable stresses on members are dependent on the following:

ALLOY

PRODUCT Type

ALCLAD

WELD Type

STRUCTURE Type

THICKNESS of the various components of the cross section

The program uses all of the above parameters to look up the allowable stresses from a Table which one may find in the Aluminum Design Manual. If it cannot find a matching combination, it tries to come up with the best guess as to which of the above parameters is responsible for the lack of "match". In the above message, the program determines the PRODUCT type to be the one causing the problem.

See Also

Product TechNotes and FAQs

Structural Product TechNotes And FAQs

External Links

Bentley Technical Support KnowledgeBase

Bentley LEARN Server

Comments or Corrections?

Bentley's Technical Support Group requests that you please confine any comments you have on this Wiki entry to this "Comments or Corrections?" section. THANK YOU!

 

   

Tags: FAQs, SELECTservices, STAAD.Pro, design modules, Aluminum Design

While performing design per the US Aluminum code, I encounter an error message - **PRODUCT NAME COULD NOT BE MATCHED.** - What does it mean?

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Revision 1 posted to RAM | STAAD Wiki by Steve Crabtree on 6/15/2016 9:41:20 PM

2. While performing design per the US Aluminum code, I encounter an error message - **PRODUCT NAME COULD NOT BE MATCHED.** - What does it mean?

In the US Aluminium design, the allowable stresses on members are dependent on the following:

ALLOY

PRODUCT Type

ALCLAD

WELD Type

STRUCTURE Type

THICKNESS of the various components of the cross section

The program uses all of the above parameters to look up the allowable stresses from a Table which one may find in the Aluminum Design Manual. If it cannot find a matching combination, it tries to come up with the best guess as to which of the above parameters is responsible for the lack of "match". In the above message, the program determines the PRODUCT type to be the one causing the problem.

Tags: aluminum code, Aluminum Design

邀请您参加Bentley网络讲座:借助STAAD.Pro和RAM Connection的互操作性及节点标签加快钢节点设计

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Current Revision posted to RAM | STAAD Wiki by wang yan on 6/16/2016 6:25:20 AM

欢迎注册参加 Bentley 免费网络讲座

借助STAAD.Pro和RAM Connection的互操作性及节点标签加快钢节点设计

时间:2016年6月23日15:00-16:00
主讲人:Bentley建筑行业高级应用工程师 李晓峰
费用:免费

请不要错过此次机会,了解如何借助STAAD.Pro和RAM Connection的互操作性,及通过节点标签加快钢节点设计。通过互操作性设计解决方案和STAAD.Pro中恰当的节点工具提高设计效率。

注册并参加网络讲座,您将了解以下内容:

  • 使用RAM Connection的优势
  • 使用节点标签生成快速处理方案
  • 为节点标签设置设计检查
  • 使用节点标签及ISM(集成结构建模)与整个设计团队进行互操作
  •  

参加 Bentley 免费网络讲座,您将有机会获得 Bentley 精美礼品一份。

注册链接页面:http://pages.info.bentley.com/event-details-ae/?Webinar=CO_WBNRB_STAADP_REG&eventGUID=3c4762ad-0f10-497a-a055-4d6c02d71140

Tags: STAAD.Pro

STAAD.Pro Concrete Design [FAQ]

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Revision 41 posted to RAM | STAAD Wiki by Steve Crabtree on 6/16/2016 7:16:53 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):All
 Environment: N/A
 Area: Design
 Subarea: Concrete Design
 Original Author:Bentley Technical Support Group
  
  1. If using an American code for code check, is there any parameter to define the material factor or is it already included?
  2. I am performing concrete design for a beam per the ACI code and I encounter an error message : "LOCATION FOR DESIGN FOR SHEAR AT START OF MEMBER 2 IS BEYOND THE MIDPOINT OF MEMBER. DESIGN FOR SHEAR AND TORSION NOT PERFORMED." How can I get around this situation?
  3. I am doing a footing design in STAAD.Pro 2002. I am unfamiliar with the term "dowel reinforcement". I am guessing that this is a term used by American engineers. Could you explain what that is?
  4. My input file contains 2 load cases - case 1 and 2. For member 43, case 2 produces a larger value of shear force along local Y axis than case 1. However, the concrete design report indicates case 1 as being critical for shear design, and not case 2. How do you explain this?
  5. Why is it that the concrete column interaction diagram is not plotted in the output although track 2 was specified?
  6. I am performing concrete design for a beam per the ACI code. At the start as well as the end nodes of the member, the value "Vu" which is reported in the shear design output does not match the shear force Fy from the member end force output. Why is that?
  7. When I perform concrete design on an element, the output contains expressions such as "LONG. REINF.", "TRANS. REINF.", "TOP", "BOTT.", etc. Can you explain what these terms mean?
  8. When I perform concrete design on an element, the output reports reinforcement in terms of "SQ.MM/MM". Can you please explain why?
  9. A floor slab has been modeled using 4-noded plate elements. The elements are subjected to pressure loading in the vertically downward direction. A concrete design has been performed on the elements. (See below for the reinforcement report for many of those elements.) Why is it that the moments as well as reinforcement are appearing on the top and not on the bottom of the plates?
  10. For an existing concrete member, I need to compute the capacity of the section. How do I do this?
  11. Can I change the strength reduction factors in the program? For example: For a tied concrete column, I assume that the current value is 0.70. Can it be changed to 0.65?
  12. In concrete design per the ACI code, if the size of the concrete beam member which I am designing is limited and I need to have 2 rows of reinforcement in the top or the bottom of the beam, how do I input this request? Or Does Staad automatically output the data with the second row? have been trying to find this in the Manuals. I have seen LEVELS BUT IT DOES NOT SAY WHAT I NEED.
  13. In concrete design per the ACI code, what does the following expression in the STAAD output file mean: BAR SIZE CAN NOT BE MATCHED TO MEET ALL REQUIREMENTS
  14. How do I interpret the element design results per the ACI code
  15. As part of the concrete column design output STAAD.Pro plots the Pn and Mn. Does Staad convert the Nominal Strength to Design Strength in order to check the column? Does it design for axial load plus biaxial bending ? How is the phi factor ascertained ?
  16. I am trying to define a Slab Design brief from within the RC Designer ( Concrete Design mode ). The Main Reinforcement tab refers to directions like X and Y. How do I know which directions are these referring to and can I change it ? Also what does the terms “Top/Bottom” and “Outer” bars represent ?
  17. I am designing a concrete column in STAAD.Pro but STAAD is only designing for the first load case in spite of the fact that the other cases have higher forces.

16. I am trying to define a Slab Design brief from within the RC Designer ( Concrete Design mode ). The Main Reinforcement tab refers to directions like X and Y. How do I know which directions are these referring to and can I change it ? Also what does the terms “Top/Bottom” and “Outer” bars represent ?

As far as X and Y direction are concerned, these are displayed on the slab itself when you go to the Concrete slab > Summary page within RC Designer. You can always change the direction of X and Y, if you want to, by going to the menu option Slab > Slab Axes. The resulting dialog box would provide option to define the X direction either by selecting two existing slab nodes or by selecting a component plate, in which case the X is aligned along the local X of the selected plate. Once you make the change, the graphics may not refresh. To refresh it, right click on the graphics window, choose Diagrams > General > uncheck the box for Design Axis> click Apply which should remove the axis plot. Now recheck the Design axis check box and click Apply. You will now see the modified orientation of X and Y. Outer bar simply denotes the bars which are closest to the top and bottom faces of the slab. Once the X and Y are established, you can use the right hand rule to find positive Z. The face in the direction of the positive Z would be the top face of the slab just like in STAAD.Pro. The opposite face would be considered the bottom face.

So if you have Outer bar direction set to “X” under Top Bar Criteria, it means that for the top face of the slab, the bars which are placed nearest to the face, are oriented along the X direction. The bars in Y would be inside the X direction bars.

17. I am designing a concrete column in STAAD.Pro but STAAD is only designing for the first load case in spite of the fact that the other cases have higher forces.

STAAD.pro designs the columns for all load cases. The reporting of critical case is not based on the highest member forces but is rather based on the highest reinforcement requirement. The load case that requires the Maximum Reinforcement is reported as the critical case.

Now , if it so happens that the reinforcement requirement is minimum for all the load cases, then only the first load case in the load list gets reported as the worst case. The reason being, no other load case that follows the first load case, requires higher reinforcement than what is required by the first load case in the list. The output should also contain a statement that "Only Minimum Steel Is required". 

To verify this, use separate load list & column design commands for a few load cases which you feel may be critical & check the reinforcement. You will find that the reinforcement requirements for all of these subsequent load cases are either the same as that required for the first load case (301 shown in the above figure) or are lesser than that required for the first load case.

See Also

Product TechNotes and FAQs

Structural Product TechNotes And FAQs

External Links

Bentley Technical Support KnowledgeBase

Bentley LEARN Server

Comments or Corrections?

Bentley's Technical Support Group requests that you please confine any comments you have on this Wiki entry to this "Comments or Corrections?" section. THANK YOU!

 

   

Tags: FAQs, SELECTservices, STAAD.Pro, Concrete Design, Element Design

I am trying to define a Slab Design brief from within the RC Designer ( Concrete Design mode ). The Main Reinforcement tab refers to directions like X and Y

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Current Revision posted to RAM | STAAD Wiki by Steve Crabtree on 6/16/2016 7:20:02 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):All
 Environment: N/A
 Area: Design
 Subarea: Concrete Design [FAQ]
 Original Author:Bentley Technical Support Group
  

I am trying to define a Slab Design brief from within the RC Designer ( Concrete Design mode ). The Main Reinforcement tab refers to directions like X and Y. How do I know which directions are these referring to and can I change it ? Also what does the terms “Top/Bottom” and “Outer” bars represent ?

As far as X and Y direction are concerned, these are displayed on the slab itself when you go to the Concrete slab > Summary page within RC Designer. You can always change the direction of X and Y, if you want to, by going to the menu option Slab > Slab Axes. The resulting dialog box would provide option to define the X direction either by selecting two existing slab nodes or by selecting a component plate, in which case the X is aligned along the local X of the selected plate. Once you make the change, the graphics may not refresh. To refresh it, right click on the graphics window, choose Diagrams > General > uncheck the box for Design Axis> click Apply which should remove the axis plot. Now recheck the Design axis check box and click Apply. You will now see the modified orientation of X and Y. Outer bar simply denotes the bars which are closest to the top and bottom faces of the slab. Once the X and Y are established, you can use the right hand rule to find positive Z. The face in the direction of the positive Z would be the top face of the slab just like in STAAD.Pro. The opposite face would be considered the bottom face.

So if you have Outer bar direction set to “X” under Top Bar Criteria, it means that for the top face of the slab, the bars which are placed nearest to the face, are oriented along the X direction. The bars in Y would be inside the X direction bars.

Tags: “Top/Bottom” and “Outer” bars represent ?, slab axes

I am designing a concrete column in STAAD.Pro but STAAD is only designing for the first load case in spite of the fact that the other cases have higher forces

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Current Revision posted to RAM | STAAD Wiki by Steve Crabtree on 6/16/2016 7:23:37 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):All
 Environment: N/A
 Area: Design
 Subarea: Concrete Design [FAQ]
 Original Author:Bentley Technical Support Group
  

I am designing a concrete column in STAAD.Pro but STAAD is only designing for the first load case in spite of the fact that the other cases have higher forces.

STAAD.pro designs the columns for all load cases. The reporting of critical case is not based on the highest member forces but is rather based on the highest reinforcement requirement. The load case that requires the Maximum Reinforcement is reported as the critical case.

Now , if it so happens that the reinforcement requirement is minimum for all the load cases, then only the first load case in the load list gets reported as the worst case. The reason being, no other load case that follows the first load case, requires higher reinforcement than what is required by the first load case in the list. The output should also contain a statement that "Only Minimum Steel Is required". 

To verify this, use separate load list & column design commands for a few load cases which you feel may be critical & check the reinforcement. You will find that the reinforcement requirements for all of these subsequent load cases are either the same as that required for the first load case (301 shown in the above figure) or are lesser than that required for the first load case.

Tags: concrete column, column load cases, Maximum Reinforcement is reported

STAAD.Pro General Design Solutions

Design codes supported by STAAD design code licenses

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Revision 6 posted to RAM | STAAD Wiki by Steve Crabtree on 6/16/2016 9:59:15 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):20.07.05.15 and later
 Environment: N/A
 Area: Documentation & Help
 Subarea: 
 Original Author:Jeremy Hoesly, Bentley Technical Support Group
  

 

 

This article guides users to a list of design codes supported within STAAD.Pro along with the licenses that include them.

Background

STAAD.Pro supports several international design codes. These design codes are grouped together and supported with specific design code licenses. However, the groupings are not always obvious. Fortunately, STAAD.Pro includes in the documentation a list of supported codes along with the licenses that cover them.

Steps to Accomplish

  1. Select from the Windows Start menu:
    All Programs -> Bentley Engineering -> STAAD.Pro V8i -> STAAD.Pro Online Documentation

  2. In the window that appears, click the Contents tab on the left pane.

  3. Expand the first topic titled Welcome to STAAD.Pro V8i.

  4. Select the listing titled Available Design Codes in STAAD.Pro.

See Also

[[STAAD.Pro TechNotes and FAQs]]

Tags: design codes supported in STAAD.Pro, How to check design code versions, Design Code Versions, STAAD.Pro Design Codes, design codes

STAAD.Pro Steel Design [FAQ]

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Revision 34 posted to RAM | STAAD Wiki by Steve Crabtree on 6/16/2016 10:19:40 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):All
 Environment: N/A
 Area: Design
 Subarea: Steel Design FAQ
 Original Author:Bentley Technical Support Group
  
  1. American Steel Code AISC [FAQ]
  2. API 2A-WSD 21st Edition
  3. BS 5950-1:2000 implementation
  4. Canadian Steel Code S16 [FAQ] 
  5. STAAD.Pro EN 1993-1-1:2005 Implementation

 

 

 

 

 

See Also

Product TechNotes and FAQs

Structural Product TechNotes And FAQs

External Links

Bentley Technical Support KnowledgeBase

Bentley LEARN Server

Comments or Corrections?

Bentley's Technical Support Group requests that you please confine any comments you have on this Wiki entry to this "Comments or Corrections?" section. THANK YOU!

 

   

Tags: FAQs, SELECTservices, Steel Design, STAADPro

STAAD.Pro EN 1993-1-1:2005 Implementation

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Current Revision posted to RAM | STAAD Wiki by Steve Crabtree on 6/17/2016 5:18:22 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):All
 Environment: N/A
 Area: Design
 Subarea: Canadian Steel Code
 Original Author:

Sudip Narayan Choudhury
Bentley Technical Support Group

  

This contains all the frequently asked questions on the EN 1993-1-1:2005 implementation.

  1. Viewing members whose utilization ratio is within a desired range
Tags: Utilization ratio is within a desired range

Viewing members whose utilization ratio is within a desired range

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Current Revision posted to RAM | STAAD Wiki by Steve Crabtree on 6/17/2016 5:29:16 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):All
 Environment: N/A
 Area: Design
 Subarea: Steel Design
 Original Author:DSANJU
Bentley Technical Support Group
  

Go to the post-processing mode. Next, go to the Beam> Unity Check page. You should be able to see the UR reported in a tabular form. Click on the “Actual Ratio” column from the right hand side of the window. It arranges the table in the ascending order of URs.  Keeping the “ctrl” button pressed, click on the beam numbers in the table. You will see that members with UR ranging from 0.5 to 0.9 are highlighted.

To display them in isolation from the rest of the structure, right click on the drawing area and choose New View > Display view in the active window from the floating window that pops up.

The “Turn on/off Individual Beam Level” icon too can be used to unclutter the drawing. When you select this icon, you will see that there is a change in the cursor image. Rubber band a window around the members whose UR you do not want to see.

 

 

 

 

Tags: Utilization ratio in desired range

Timber Design Output Shows Values of out-of-plane Bending Stresses

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Current Revision posted to RAM | STAAD Wiki by Steve Crabtree on 6/17/2016 5:32:46 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):All
 Environment: N/A
 Area: Timber Design
 Subarea: Out-of-plane Bending Stresses
 Original Author:Bentley Technical Support Group
  

Structure is a plane frame. Members are of rectangular cross section, all in timber. Beta Angle is 0.0. The analysis results are OK (They show MY to be 0.0). But the timber design output shows values of out-of-plane bending stresses (fby) to be non-zero. What is the reason?

 In timber design per AITC, members designed as a column are to be designed for moments caused by minimum eccentricity of axial load. So even if MY is 0.0, the program during design will compute an MY requirements of the AITC Manual. The minimum eccentricity is assumed to be 1 inch or 1/10th of the depth in that direction, whichever is more. See Chapter 4 of the STAAD.Pro Technical Reference manual for details.

Tags: timber design, out of plane bending stress, timber

Axial Compression Capacity about Minor Axis Flexural Buckling for a I shaped Section having Slender Web and Non Slender Flange Per AISC 360-10 Code.

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Current Revision posted to RAM | STAAD Wiki by Steve Crabtree on 6/17/2016 6:17:27 PM

  
 Applies To 
  
 Product(s):STAAD.Pro
 Version(s):All
 Environment: N/A
 Area: Design
 Subarea: AISC
 Original Author:Geeky biswa
Bentley Technical Support Group
  

The Staad Model is attached below.

(Please visit the site to view this file)

The Output File

Tags: Axial Compression Capacity
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