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March 2014

© 2014 Autodesk, Inc. All Rights Reserved. Except as otherwise permitted by Autodesk, Inc., this publication, or parts thereof, may not be reproduced in any form, by any method, for any purpose. Certain materials included in this publication are reprinted with the permission of the copyright holder. Disclaimer THIS PUBLICATION AND THE INFORMATION CONTAINED HEREIN IS MADE AVAILABLE BY AUTODESK, INC. “AS IS.” AUTODESK, INC. DISCLAIMS ALL WARRANTIES, EITHER EXPRESS OR IMPLIED, INCLUDING BUT NOT LIMITED TO ANY IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE REGARDING THESE MATERIALS. Trademarks The following are registered trademarks of Autodesk, Inc., in the USA and/or other countries: Autodesk Robot Structural Analysis Professional, Autodesk Concrete Building Structures, Spreadsheet Calculator, ATC, AutoCAD, Autodesk, Autodesk Inventor, Autodesk (logo), Buzzsaw, Design Web Format, DWF, ViewCube, SteeringWheels, and Autodesk Revit. All other brand names, product names or trademarks belong to their respective holders. Third Party Software Program Credits ACIS Copyright© 1989-2001 Spatial Corp. Portions Copyright© 2002 Autodesk, Inc. Copyright© 1997 Microsoft Corporation. All rights reserved. International CorrectSpell™ Spelling Correction System© 1995 by Lernout & Hauspie Speech Products, N.V. All rights reserved. InstallShield™ 3.0. Copyright© 1997 InstallShield Software Corporation. All rights reserved. PANTONE® and other Pantone, Inc. trademarks are the property of Pantone, Inc.© Pantone, Inc., 2002. Portions Copyright© 1991-1996 Arthur D. Applegate. All rights reserved. Portions relating to JPEG © Copyright 1991-1998 Thomas G. Lane. All rights reserved. Portions of this software are based on the work of the Independent JPEG Group. Portions relating to TIFF © Copyright 1997-1998 Sam Leffler. © Copyright 1991-1997 Silicon Graphics, Inc. All rights reserved. Government Use Use, duplication, or disclosure by the U.S. Government is subject to restrictions as set forth in FAR 12.212 (Commercial Computer Software-Restricted Rights) and DFAR 227.7202 (Rights in Technical Data and Computer Software), as applicable.

Autodesk Robot Structural Analysis Professional - Verification Manual for Australian Codes

March 2014 page i

INTRODUCTION .............................................................................................................................................................................. 1

SSTTEEEELL .............................................................................................................................................................................................. 2

1. AS 4100-1998 - STEEL................................................................................................................................................................ 3

VERIFICATION EXAMPLE 1 - AXIAL COMPRESSION .................................................................................................................... 4 VERIFICATION EXAMPLE 2 - AXIAL COMPRESSION SLENDER SECTION ........................................................................................ 8 VERIFICATION EXAMPLE 3 - BENDING – SIMPLY SUPPORTED BEAM .......................................................................................... 11 VERIFICATION EXAMPLE 4 - BENDING – BRACED BEAM ........................................................................................................... 15 VERIFICATION EXAMPLE 5 - SHEAR STIFFENERS .................................................................................................................... 19 VERIFICATION EXAMPLE 6 - BIAXIAL BENDING ........................................................................................................................ 23


March 2014 page 1 / 28

INTRODUCTION

This verification manual contains numerical examples for elements of steel structures prepared and originally calculated by Autodesk Robot Structural Analysis Professional version 2013. The comparison of results is still valid for the next versions. All examples have been taken from handbooks that include benchmark tests covering fundamental types of behaviour encountered in structural analysis. Benchmark results (signed as “Handbook”) are recalled, and compared with results of Autodesk Robot Structural Analysis Professional (signed further as “Robot”).

Each example contains the following parts:

- title of the problem

- specification of the problem

- Robot solution of the problem

- outputs with calculation results and calculation notes

- comparison between Robot results and exact solution

- conclusions.



SSTTEEEELL



1. AS 4100-1998



VERIFICATION EXAMPLE 1 - Axial compression

Example taken from The Behavior and Design of Steel Structures to AS 4100 N.S.Trahair and M.A.Bradford, Taylor & Francis, 3

rd edition 2008

TITLE: Checking a UB compression member. (Example 3.12.1 page 89). SPECIFICATION: A compression member is simply supported at each end and has a central brace of lateral deflection in the minor principal plane. The member is modeled with a cantilever, the bracing conditions are created by means of buckling length coefficients. The design axial load N = 562,5 kN is checked for the assumed section 460UB82.1, steel Grade 300.

SOLUTION: Define a new type of member. For analysed member pre-defined type of member COLUMN may be initially opened. Press the Parameters button in DEFINITIONS/MEMBERS tab, which opens MEMBER DEFINITION – PARAMETERS dialog box. Type a new name Column 1 in the Member Type editable field.

Then, press Buckling Length coefficient Z icon and select the last icon (Intermediate bracing) that opens Internal bracing dialog window. Define the coordinates of the existing bracing, type in: 0.50 (relative) in the Coordinate of the existing bracing edit box. Close dialog box by pressing OK.



Save the newly-created type of member Column1. In the CALCULATIONS dialog box set Member Verification option for member 1 and switch off Limit State – Serviceability (only Ultimate Limit state will be analysed). Now, start the calculations by pressing Calculations button.

Member Verification dialog box with most significant results data will appear on screen. Pressing the line with results for member 1 opens the RESULTS dialog box with detailed results for the analysed member.



The view of the RESULTS window is presented below. Moreover, the printout note containing the same results data as in Simplified results tab of the RESULTS window is added.

STEEL DESIGN ----------------------------------------------------------------------------------------------------------------------------------------

CODE: AS4100 - 1998 Australian Standard - Steel Structures

ANALYSIS TYPE: Member Verification

----------------------------------------------------------------------------------------------------------------------------------------

CODE GROUP:

MEMBER: 1 BAR_1 POINT: 1 COORDINATE: x = 0.00 L =

0.00 m

----------------------------------------------------------------------------------------------------------------------------------------

LOADS: Governing Load Case: 1 STA1

----------------------------------------------------------------------------------------------------------------------------------------

MATERIAL: STEEL 300 fy = 300.00 MPa fu = 440.00 MPa

E = 200000.00 MPa G = 80000.00 MPa Fi=0.90

----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: UB 460x82.1

d=46.0 cm Ag=105.000 cm2 Iy=37200.000 cm4 Iz=1860.000 cm4

b=19.1 cm An=105.000 cm2 Zy=1617.391 cm3 Zz=194.764 cm3

tw=1.0 cm Awy=61.120 cm2 Sy=1840.000 cm3 Zz=303.000 cm3

tf=1.6 cm Awz=45.540 cm2 J=70.100 cm4

kf=0.97 Ae=101.611 cm2 Zey=1840.000 cm3 Zez=292.147 cm3

----------------------------------------------------------------------------------------------------------------------------------------

INTERNAL FORCES AND CAPACITIES: N = 562.50 kN

N* = 562.50 kN

Fi*Ns = 2743.50 kN

Fi*Nc = 772.91 kN

CLASS: = Slender



----------------------------------------------------------------------------------------------------------------------------------------

LATERAL BUCKLING PARAMETERS: ----------------------------------------------------------------------------------------------------------------------------------------

BUCKLING PARAMETERS:

About Y axis: About Z axis: ly = 12.00 m alfa,cy = 0.76 lz = 6.00 m alfa,cz = 0.28

l,ey = 12.00 m Ncy = 2306.14 kN l,ez = 6.00 m Ncz = 858.79 kN

lambda,ny = 68.70 lambda,nz = 153.62

----------------------------------------------------------------------------------------------------------------------------------------

VERIFICATION FORMULAS: Section strength check:

N/(Fi*Ns) = 0.21 < 1.00 (6.1) OK!,

Global stability check of member: key*ly/ry = 68.70 < (ke*l/r),max = 200.00 kez*lz/rz = 153.62 < (ke*L/r),max = 200.00 STABLE

N*/(Fi*min(Ncy,Ncz)) = 0.73 < 1.00 (6.1) OK!,

----------------------------------------------------------------------------------------------------------------------------------------

Section OK !!!

COMPARISON:

Resistance, interaction expression Robot Handbook

1. Section capacity ΦNs 2. Member capacity ΦNc

2743,50 772,91

2777 777



VERIFICATION EXAMPLE 2 - Axial compression slender section


rd edition 2008

TITLE: Section capacity of slender compression member. (Example 4.9.1 page 139). SPECIFICATION: Determine the design axial compression section capacity of the lightly welded I-section of steel strength fy=310 MPa. The member is modeled with a cantilever, the checked section is shown in figure below.

SOLUTION: Define a new type of member. For analysed member pre-defined type of member SIMPLE BAR may be initially opened. Press the Parameters button in DEFINITIONS/MEMBERS tab, which opens MEMBER DEFINITION – PARAMETERS dialog box. Type a new name Simple bar 1 in the Member Type editable field.

Then, select LW – lightly welded longitudinally type in the combo list of General parameters / Residual stresses. Save the newly-created type of member Simple bar1.



In the CALCULATIONS dialog box set Member Verification option for member 1 and switch off Limit State – Serviceability (only Ultimate Limit state will be analysed). Now, start the calculations by pressing Calculations button.




March 2014 page 10 / 28

STEEL DESIGN ----------------------------------------------------------------------------------------------------------------------------------------



----------------------------------------------------------------------------------------------------------------------------------------

CODE GROUP:


0.00 m

----------------------------------------------------------------------------------------------------------------------------------------


----------------------------------------------------------------------------------------------------------------------------------------

MATERIAL: STEEL C310 fy = 310.00 MPa fu = 430.00 MPa

E = 200000.00 MPa G = 80000.00 MPa Fi=0.9000

----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: I-BISYM_1




tf=1.0 cm Awz=40.000 cm2 J=39.370 cm4


----------------------------------------------------------------------------------------------------------------------------------------

INTERNAL FORCES AND CAPACITIES: N = 105.00 kN

N* = 105.00 kN

Fi*Ns = 2561.29 kN

CLASS: = Slender

----------------------------------------------------------------------------------------------------------------------------------------



About Y axis: About Z axis: ----------------------------------------------------------------------------------------------------------------------------------------

VERIFICATION FORMULAS: Section strength check: N/(Fi*Ns) = 0.0410 < 1.0000 (6.1) OK!,

----------------------------------------------------------------------------------------------------------------------------------------

Section OK !!!

COMPARISON:


1. Section capacity ΦNs 2561,29 2561


March 2014 page 11 / 28

VERIFICATION EXAMPLE 3 - Bending – simply supported beam


rd edition 2008

TITLE: Checking a beam supported at both ends. (Example 6.13.1 page 267). SPECIFICATION: Check the simply supported beam, 12 m long 610UB125 of grade 300 steel shown in the figure below. Lateral deflections are effectively prevented and twist rotations are partially restrained. Design load is a central concentrated top flange load combination (1.25x40)+(1.5x50) = 125 kN.

SOLUTION: Define a new type of member. For analysed member pre-defined type of member BEAM may be initially opened. Press the Parameters button in DEFINITIONS/MEMBERS tab, which opens MEMBER DEFINITION – PARAMETERS dialog box. Type a new name Beam1 in the Member Type editable field.

Then, press upper flange button in the Lateral buckling parameters.


March 2014 page 12 / 28

Select P-Partially restrained for member beginning and end. Close dialog box by pressing OK.

Then, press the icon by the alpha,m in the main dialog Lateral buckling parameters.

Select Concentrated force distant from the axis icon and let the distant equal to 0.0. Close dialog box by pressing OK.

Save the newly-created type of member Beam1. In the CALCULATIONS dialog box set Member Verification option for member 1 and switch off Limit State – Serviceability (only Ultimate Limit state will be analysed). Now, start the calculations by pressing Calculations button.


March 2014 page 13 / 28




March 2014 page 14 / 28

STEEL DESIGN ----------------------------------------------------------------------------------------------------------------------------------------



----------------------------------------------------------------------------------------------------------------------------------------

CODE GROUP:


6.00 m

----------------------------------------------------------------------------------------------------------------------------------------

LOADS: Governing Load Case: 3 KOMB1 1*1.25+2*1.50

----------------------------------------------------------------------------------------------------------------------------------------


E = 200000.00 MPa G = 80000.00 MPa Fi=0.90

----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: UB 610x125




tf=2.0 cm Awz=72.828 cm2 J=156.000 cm4


----------------------------------------------------------------------------------------------------------------------------------------

INTERNAL FORCES AND CAPACITIES: My = 375.00 kN*m

M*y = 375.00 kN*m

Fi*Msy = 927.36 kN*m

Fi*Mry = 927.36 kN*m Vz = -62.50 kN

CLASS: = Compact Fi*Vvz = 1179.81 kN

----------------------------------------------------------------------------------------------------------------------------------------

LATERAL BUCKLING PARAMETERS: kt = 1.05 kr = 1.00 alfa,m = 1.35 alfa,s = 0.16

kl = 1.40 le = 17.70 m Moa = 190.53 kN*m Fi*Mby = 203.26 kN*m

----------------------------------------------------------------------------------------------------------------------------------------



VERIFICATION FORMULAS: Section strength check: My/(Fi*Msy) = 0.40 < 1.00 (5.1) OK!,

Vz/(Fi*Vvz) = 0.05 < 1.00 (5.11.1) OK!,

Global stability check of member: M*y/(Fi*Mby) = 1.84 > 1.00 (5.1) Not OK!,

----------------------------------------------------------------------------------------------------------------------------------------

Incorrect section !!!

COMPARISON:


1. Section capacity ΦMs 2. Member capacity ΦMb

927,36 203,26

927,4 202,8


March 2014 page 15 / 28

VERIFICATION EXAMPLE 4 - Bending – braced beam

Example taken from Steel Designers’ Handbook to AS 4100 B.Gorenc, R.Tinyou, A.Syam, UNSW Press, 7th edition 2007

TITLE: Checking a braced beam. (Example 5.3.2 page 113). SPECIFICATION: Check the simply supported beam, 8 m long 360UB50.7 of grade 300 steel shown in the figure below. Top flange has one lateral restraint at the midspan, ends are partially restrained. Nominal loads are permanent action WG=38.4 kN/m and imposed action PQ=10kN, WQ=38.4 kN/m. Design load is a combination of (1.2xG)+(1.5xQ).




March 2014 page 16 / 28

Select Intermediate bracings in the Types of flange restraints group. Select P-Partially restrained for member beginning and end. Select L-Laterally restrained for intermediate bracing. Select User-defined definition for Twist restraint factor kt and type in kt = 1,1 value. Press the icon next to Intermediate bracing, which opens Internal bracing definition window...


March 2014 page 17 / 28

Define the coordinates of the existing lateral bracing, type in: 0.50 (relative) in the Coordinate of the existing bracing edit box. Close dialog box by pressing OK. Close Lateral buckling coefficients dialog box by pressing OK. Save the newly-created type of member Beam1. In the CALCULATIONS dialog box set Member Verification option for member 1 and switch off Limit State – Serviceability (only Ultimate Limit state will be analysed). Now, start the calculations by pressing Calculations button.




March 2014 page 18 / 28

STEEL DESIGN ----------------------------------------------------------------------------------------------------------------------------------------



----------------------------------------------------------------------------------------------------------------------------------------

CODE GROUP:


4.00 m

----------------------------------------------------------------------------------------------------------------------------------------

LOADS: Governing Load Case: 3 KOMB1 1*1.200+2*1.500

----------------------------------------------------------------------------------------------------------------------------------------


E = 200000.00 MPa G = 80000.00 MPa Fi=0.900

----------------------------------------------------------------------------------------------------------------------------------------





tf=1.1 cm Awz=25.988 cm2 J=24.100 cm4


----------------------------------------------------------------------------------------------------------------------------------------


M*y = 124.68 kN*m

Fi*Msy = 242.19 kN*m

Fi*Mry = 242.19 kN*m Vz = -7.50 kN

CLASS: = Compact Fi*Vvz = 449.07 kN

----------------------------------------------------------------------------------------------------------------------------------------



----------------------------------------------------------------------------------------------------------------------------------------



VERIFICATION FORMULAS: Section strength check: My/(Fi*Msy) = 0.515 < 1.000 (5.1) OK!,

Vz/(Fi*Vvz) = 0.017 < 1.000 (5.11.1) OK!,

Global stability check of member: M*y/(Fi*Mby) = 0.955 < 1.000 (5.1) OK!,

----------------------------------------------------------------------------------------------------------------------------------------

Section OK !!!

COMPARISON:


1. Section capacity ΦMs 2. Member capacity ΦMb

242,19 130,50

242 129

.


March 2014 page 19 / 28

VERIFICATION EXAMPLE 5 - Shear stiffeners


rd edition 2008

TITLE: Shear capacity of a stiffened plate girder web. (Example 4.9.6 page 142). SPECIFICATION: Determine the design shear capacity of the plate girder web of grade 300 steel shown in figure below with intermediate stiffeners spaced at 1800 mm. The member is modeled with a 9.0 m simple beam.


Then, select LW – lightly welded longitudinally type in the combo list of General parameters / Residual stresses.


March 2014 page 20 / 28

Switch off lateral buckling check by choosing the last icon in the Lateral Buckling Type dialog opened from the main parameters dialog box. Close this dialog box by pressing OK.

In order to define stiffeners positions press Stiffeners button in the main parameters dialog box.

Define stiffeners coordinates along the beam length. Type in the coordinates 0.0 0.2 0.4 0.6 0.8 1.0 (Relative), which gives stiffeners spacing at 1800 mm. Close this dialog box by pressing OK.

Save the newly-created type of member Simple bar1. In the CALCULATIONS dialog box set Member Verification option for member 1 and switch off Limit State – Serviceability (only Ultimate Limit state will be analysed). Now, start the calculations by pressing Calculations button.




March 2014 page 21 / 28

STEEL DESIGN ----------------------------------------------------------------------------------------------------------------------------------------



----------------------------------------------------------------------------------------------------------------------------------------

CODE GROUP:

MEMBER: 1 BAR_1 POINT: COORDINATE: x = 0.25 L = 2.25 m

----------------------------------------------------------------------------------------------------------------------------------------


----------------------------------------------------------------------------------------------------------------------------------------

MATERIAL: STEEL C310 fy = 310.00 MPa fu = 430.00 MPa

E = 200000.00 MPa G = 80000.00 MPa Fi=0.90

----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: I-BISYM_2 d=154.0 cm Ag=310.000 cm2 Iy=1205463.333 cm4 Iz=21345.833 cm4



tf=2.0 cm Awz=150.000 cm2 J=256.401 cm4


----------------------------------------------------------------------------------------------------------------------------------------


M*y = 1012.50 kN*m

Fi*Msy = 3007.21 kN*m

Fi*Mry = 3007.21 kN*m Vz = 225.00 kN

CLASS: = Slender Fi*Vvz = 1875.53 kN

----------------------------------------------------------------------------------------------------------------------------------------





March 2014 page 22 / 28

VERIFICATION FORMULAS: Section strength check:

My/(Fi*Msy) = 0.25 < 1.00 (5.1) OK!,

Vz/(Fi*Vvz) = 0.12 < 1.00 (5.11.1) OK!,

------------------------------------------------------------------------------------------------------------------------------------

Section OK !!!

COMPARISON:


1. Section capacity ΦVu 1875,5 1880


March 2014 page 23 / 28

VERIFICATION EXAMPLE 6 - Biaxial bending


rd edition 2008

TITLE: Checking the biaxial bending capacity. (Example 7.7.5 page 318). SPECIFICATION: Check the adequacy of the beam-column which is the 250UB37.3 of grade 300 steel. Lateral deflections and twist rotations are prevented at the ends and at mid-span. The member has the static model and design load values shown in the figure below.



March 2014 page 24 / 28

Press the buckling model icon next to the ke,y edit box in the Buckling length coefficient Y frame and select the third model (1.0). Close this dialog box by pressing OK.

Press the load model icon next to the beta,my edit box in the Buckling length coefficient Y frame and select the second model (-1.0). Close this dialog box by pressing OK.

Press the buckling model icon next to the ke,z edit box in the Buckling length coefficient Z frame and select the last model (intermediate bracing). That opens Internal bracing dialog window. Define the coordinates of the existing bracing, type in: 0.50 (relative) in the Coordinate of the existing bracing edit box. Close dialog box by pressing OK.


March 2014 page 25 / 28

Press the buckling model icon next to the ke,x edit box in the Torsional buckling frame and select the first model (0.7). Close dialog box by pressing OK.


Select Intermediate bracings in the Types of flange restraints group. Select F-Fully restrained for member beginning and end. Select L-Laterally restrained for intermediate bracing. Press the icon next to Intermediate bracing, which opens Internal bracing definition window. Define the coordinates of the existing lateral bracing, type in: 0.50 (relative) in the Coordinate of the existing bracing edit box. Close dialog box by pressing OK.

Close Lateral buckling coefficients dialog box by pressing OK.


March 2014 page 26 / 28

Define the same settings for for the lower flange in the Lateral buckling parameters.

Press Load level button in the Lateral buckling parameters. Select the first icon, load in the central axis. Close dialog box by pressing OK.

Then, press the icon by the alpha,m in the main dialog Lateral buckling parameters. Select Concentrated force distant from the axis icon and let the distant equal to 0.0. Close dialog box by pressing OK.

Save the newly-created type of member Simple bar1. In the CALCULATIONS dialog box set Member Verification option for member 1 and switch off Limit State – Serviceability (only Ultimate Limit state will be analysed). Now, start the calculations by pressing Calculations button.



March 2014 page 27 / 28


STEEL DESIGN ----------------------------------------------------------------------------------------------------------------------------------------



----------------------------------------------------------------------------------------------------------------------------------------

CODE GROUP:

MEMBER: 1 BAR_1 POINT: COORDINATE: x = 0.50 L =

4.50 m

----------------------------------------------------------------------------------------------------------------------------------------


----------------------------------------------------------------------------------------------------------------------------------------


E = 200000.00 MPa G = 80000.00 MPa Fi=0.900

----------------------------------------------------------------------------------------------------------------------------------------





tf=1.1 cm Awz=16.384 cm2 J=15.800 cm4


----------------------------------------------------------------------------------------------------------------------------------------

INTERNAL FORCES AND CAPACITIES: N = 200.00 kN My = 52.79 kN*m Mz = -8.10 kN*m Vy = 9.00 kN

N* = 200.00 kN M*y = 52.79 kN*m M*z = -8.10 kN*m Fi*Vvy = 549.99 kN

Fi*Ns = 1368.00 kN Fi*Msy = 139.97 kN*m Fi*Msz = 33.49 kN*m

Fi*Nc = 413.13 kN Fi*Mry = 139.97 kN*m Fi*Mrz = 33.49 kN*m Vz = -11.73 kN

CLASS: = Compact Fi*Miy = 104.79 kN*m Fi*Miz = 19.68 kN*m Fi*Vvz = 283.12 kN

Fi*Moy = 83.00 kN*m Fi*Mcy = 83.00 kN*m

----------------------------------------------------------------------------------------------------------------------------------------



----------------------------------------------------------------------------------------------------------------------------------------


March 2014 page 28 / 28


About Y axis: About Z axis: ly = 9.00 m alfa,cy = 0.582 lz = 4.50 m alfa,cz = 0.302

l,ey = 9.00 m Ncy = 884.16 kN l,ez = 4.50 m Ncz = 459.03 kN

lambda,ny = 94.03 beta,my = -1.00 lambda,nz = 147.49 beta,mz = 0.20

----------------------------------------------------------------------------------------------------------------------------------------

VERIFICATION FORMULAS: Section strength check: N/(Fi*Ns) = 0.146 < 1.000 (6.1) OK!,

(My/(Fi*Mry))^1.546 + (Mz/(Fi*Mrz))^1.546 = 0.333 < 1.000 (8.3.4) OK!,

Vy/(Fi*Vvy) = 0.016 < 1.000 (5.11.1) OK!,

Vz/(Fi*Vvz) = 0.041 < 1.000 (5.11.1) OK!,

Global stability check of member: key*ly/ry = 94.03 < (ke*l/r),max = 200.000 kez*lz/rz = 147.49 < (ke*L/r),max = 200.000 STABLE

N*/(Fi*min(Ncy,Ncz)) = 0.484 < 1.000 (6.1) OK!,

(M*y/(Fi*Mcy))^1.4 + (M*z/(Fi*Miz))^1.4 = 0.819 < 1.000 (8.4.5.1) OK!,

----------------------------------------------------------------------------------------------------------------------------------------

Section OK !!!

COMPARISON:


1. Section capacity ΦNs 2. Section capacity ΦMsy 3. Section capacity ΦMsz 4. Member capacity ΦMiy 5. Member capacity ΦMiz 6. Member capacity ΦMoy

1368,00 139,97 33,49 104,79 19,68 83,00

1368,0 140,0 33,5

104,7 19,7 84,6

.

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