Verification Manual South Africa Codes

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AAuuttooddeesskk RRoobboott SSttrruuccttuurraall AAnnaallyyssiiss

VVEERRIIFFIICCAATTIIOONNMMAANNUUAALL

FFOORRSSOOUUTTHHAAFFRRIICCAACCOODDEESS

March 2010


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Autodesk Robot Structural Analysis - Verification Manual South Afric Codes

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

STEEL ..............................................................................................................................................................................................2STEEL

1. SABS 0162-1:1993 ......................................................................................................................................................................3

VERIFICATIONEXAMPLE1 -SHEAR RESISTANCE ......................................................................................................................4VERIFICATIONEXAMPLE2 -COMPRESSION AND BIAXIAL BENDING.............................................................................................9VERIFICATIONEXAMPLE3 -BENDING RESISTANCE OF I-SECTIONS ........................................................................................13VERIFICATIONEXAMPLE4 -COLUMN UNDER COMPRESSION AND BENDING..............................................................................19VERIFICATIONEXAMPLE5 -TENSION AND BIAXIAL BENDING....................................................................................................23

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INTRODUCTION

This verification manual contains numerical examples for elements of steel structures prepared andoriginally calculated byAutodesk Robot Structural Analysis version 2011. All examples have beentaken from handbooks that include benchmark tests covering fundamental types of behaviourencountered in structural analysis. Benchmark results (signed as Handbook) are recalled, andcompared with results of Autodesk Robot Structural Analysis (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

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SSTTEEEELL



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1. SABS 0162-1:1993



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VERIFICATION EXAMPLE 1- Shear resistance

Example taken from students handbook written by Greg Parrott

(the expert in steel structures designingaccording to SABS 0162-1:1993)

TITLE:Shear resistance.

SPECIFICATION:1180x400(8W 20F) stiffened plate girder simply supported over a span of 12.5 m. All loads given areat the ultimate limit state. Steel 300 W.

SOLUTION:For analysed member pre-defined type of BEAM member may be used. It can be set in Member typecombo-box. Press the Parameters button in DEFINITION-MEMBERS tab, which opens the MEMBERDEFINITION PARAMETERS dialog box.

1. End panelType a new name Beam1 in the Member Type editable field. For defining stiffener spacing, pressMore button. Type 1,00 m in editable field End panel and Interior panel and click OK. Save the newly-

created type of member.



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2. Interior panelType a new name Beam2 in the Member Type editable field. For defining stiffener spacing, pressMore button. Type 3,50 m in editable field End panel and Interior panel and click OK. Save the newly-created type of member.

In the CALCULATIONS dialog box set Member Verification option for member 1 and switch offLimitState Serviceability (only Ultimate Limit State will be analysed). Start the calculations by pressing

Calculations button.

Repeat calculations for member 2, additionally press the Configuration button in CALCULATIONSdialog box. In Configuration dialog box switch on Characteristic points option and press the Optionsbutton. It results in opening the Calculations in Characteristic Points dialog box where switch onCoordinates of additional points option and type 0,0 m in editable field.



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Robot RESULTS:

1. End panelMember Verification dialog box with most significant results data will appear on the screen. Pressing

the line with results for member 1 opens the RESULTS dialog box with detailed results for theanalysed member.

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

STEEL DESIGN----------------------------------------------------------------------------------------------------------------------------------------CODE: SABS 0162-1:1993

ANALYSIS TYPE: Member Verification----------------------------------------------------------------------------------------------------------------------------------------

CODE GROUP:MEMBER: 1 POINT: 1 COORDINATE: x = 0.00 L = 0.00 m----------------------------------------------------------------------------------------------------------------------------------------

LOADS:Governing Load Case: 1 TEST----------------------------------------------------------------------------------------------------------------------------------------



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MATERIAL:

STEEL 300W fy = 300.00 MPa----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: IS 1h=122.0 cmb=40.0 cm Ay=160.000 cm2 Az=94.400 cm2 Ax=254.400 cm2tw=0.8 cm Iy=685588.800 cm4 Iz=21338.368 cm4 J=226.663 cm4tf=2.0 cm Zply=12384.800 cm3 Zplz=1618.880 cm3----------------------------------------------------------------------------------------------------------------------------------------

INTERNAL FORCES AND CAPACITIES:Muy = 0.00 kN*m

Mry = 3343.90 kN*mVuz = 718.75 kN

CLASS: = Plastic Vrz = 803.81 kN----------------------------------------------------------------------------------------------------------------------------------------

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

BUCKLING PARAMETERS:

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

VERIFICATION FORMULAS:Muy/Mry = 0.00/3343.90 = 0.00 < 1.00 (13.8.2(a))

Vuz/Vrz = 0.89 < 1.00 (13.4.1) 0.727*Muy/Mry + 0.455*Vuz/Vrz = 0.41 < 1.00 (13.4.1.4)----------------------------------------------------------------------------------------------------------------------------------------

Section OK !!!

2. Interior panel

Member Verification dialog box with most significant results data will appear on the screen. Pressingthe line with results for member 2 opens the RESULTS dialog box with detailed results for theanalysed member.




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

CODE: SABS 0162-1:1993ANALYSIS TYPE: Member Verification----------------------------------------------------------------------------------------------------------------------------------------

CODE GROUP:MEMBER: 2 POINT: COORDINATE: x = 0.00 L = 0.00 m----------------------------------------------------------------------------------------------------------------------------------------

LOADS:Governing Load Case: 1 TEST----------------------------------------------------------------------------------------------------------------------------------------

MATERIAL:

STEEL 300W fy = 300.00 MPa----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: IS 1h=122.0 cm

b=40.0 cm Ay=160.000 cm2 Az=94.400 cm2 Ax=254.400 cm2tw=0.8 cm Iy=685588.800 cm4 Iz=21338.368 cm4 J=226.663 cm4tf=2.0 cm Zey=11239.161 cm3 Zez=1066.918 cm3----------------------------------------------------------------------------------------------------------------------------------------

INTERNAL FORCES AND CAPACITIES:Muy = 701.25 kN*mMry = 3034.57 kN*m

Vuz = 683.75 kN

CLASS: = Slender Vrz = 701.76 kN----------------------------------------------------------------------------------------------------------------------------------------

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



VERIFICATION FORMULAS:Muy/Mry = 701.25/3034.57 = 0.23 < 1.00 (13.8.1(a))Vuz/Vrz = 0.97 < 1.00 (13.4.1) 0.727*Muy/Mry + 0.455*Vuz/Vrz = 0.61 < 1.00 (13.4.1.4)

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

Section OK !!!

COMPARISON:

Shear resistances Robot Handbook

1. Shear resistance Vrz [kN] for end panel 803.8 803.82. Maximum shear on end panel 718.75 718.75

3. Shear resistance Vrz [kN] for internal panel 701.76 701.8

4. Maximum shear on internal panel 683.75 683.750



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VERIFICATION EXAMPLE 2- Compression and biaxial bending



TITLE:Steel column of multi-storey steel building. Compression and biaxial bending.

SPECIFICATION:The analysis of a multi-storey building produced the ultimate moments shown below for one of thecolumns between two floors. The ultimate axial load was found to be 2200 kN. Lateral restraint isprovided at both ends of the column. It has been suggested using a 305x305x137 H section. Steel300W.

SOLUTION:Define a new type of member. For analyzed member pre-defined type of member COLUMN may beinitially opened. It can be set in Member type combo-box. Press the Parameters button inDEFINITION-MEMBERS tab, which opens MEMBER DEFINITION PARAMETERS dialog box. Typea new name Column 1 in the Member Type editable field. Double click an Lateral Buckling icon thatopens Lateral Buckling Type dialog box. Select the first icon (Element loaded Symmetrically) and clickOK. Select the icon Lateral Buckling Coefficient Upper Flange that opens Effective Length of Beamsbetween Supports dialog box. Choose third radio-button that set the lateral buckling coefficient to 1.0.Repeat the previous procedure for the lower flange. For defining appropriate load type diagram, pressMore button. Choose the icon for Load type Y and double-click the first icon (Constant or linearly

variable moment) in Load Type dialog box. Repeat the previous procedure for the Load type Z. Savethe newly-created type of the member.



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In the CALCULATIONS dialog box set Member Verification option for member 1 and switch offLimitState Serviceability (only Ultimate Limit state will be analyzed). Now, start the calculations bypressing Calculations button.

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




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

CODE: SABS 0162-1:1993ANALYSIS TYPE: Member Verification---------------------------------------------------------------------------------------------------------------------------------------

CODE GROUP:MEMBER: 1 POINT: 3 COORDINATE: x = 1.00 L = 3.85 m---------------------------------------------------------------------------------------------------------------------------------------

LOADS:

Governing Load Case: 1 1---------------------------------------------------------------------------------------------------------------------------------------

MATERIAL:

STEEL 300W fy = 300.00 MPa---------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: HPF 305x305x137h=32.0 cm

b=30.9 cm Ay=133.976 cm2 Az=44.229 cm2 Ax=174.000 cm2tw=1.4 cm Iy=32800.000 cm4 Iz=10600.000 cm4 J=251.000 cm4tf=2.2 cm Zply=2290.000 cm3 Zplz=1050.000 cm3---------------------------------------------------------------------------------------------------------------------------------------

INTERNAL FORCES AND CAPACITIES:Cu = 2200.00 kN Muy = -220.00 kN*m Muz = 30.00 kN*mCr0 = 4698.00 kN Mry = 618.30 kN*m Mrz = 283.50 kN*m

Vuy = -2.60 kN Vuz = -93.51 kN

CLASS: = Plastic Vry = 2387.45 kN Vrz = 788.16 kN---------------------------------------------------------------------------------------------------------------------------------------

LATERAL BUCKLING PARAMETERS:Le = 3.85 m om2 = 2.500 Mre = 618.30 kN*m

k = -0.636 Mcr = 6695.67 kN*m---------------------------------------------------------------------------------------------------------------------------------------


About Y axis: About Z axis:Ly = 3.85 m Lamy = 0.346 Lz = 3.85 m Lamz = 0.608KyLy = 3.85 m om1y = 0.400 KzLz = 3.85 m om1z = 0.867KyLy/ry = 28.041 U1y = 0.421 KzLz/rz = 49.327 U1z = 1.027---------------------------------------------------------------------------------------------------------------------------------------

VERIFICATION FORMULAS:Cu/Cr0 + 0.85*Muy/Mry + 0.60*Muz/Mrz = 0.834 < 1.000 (13.8.2(a))Cu/Cr1 + 0.85*U1y*Muy/Mry + 0.60*U1z*Muz/Mrz = 0.757 < 1.000 (13.8.2(b))Cu/Crz1 + 0.85*U1y*Muy/Mre + 0.60*U1z*Muz/Mrz = 0.932 < 1.000 (13.8.2(c))

Vuy/Vry = 0.001 < 1.000 (13.4.1) Vuz/Vrz = 0.119 < 1.000 (13.4.1)---------------------------------------------------------------------------------------------------------------------------------------

Section OK !!!



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COMPARISON:

Resistance, interaction expression Robot Handbook

1. Compressive resistance Cr0 [kN] 4698 4698

2. Compressive resistance Cr [kN] 3899.7 3902.1

3. Moment resistance Mry [kNm]

as for laterally supported member

618.3 618.3

4. Moment resistance Mre [kNm]as for laterally unsupported member

18.3 618.3

5. Moment resistance Mrz [kNm] 283.5 283.5

6. Cross-sectional strength check 0.834 0.834

7. Overall member strength check 0.757 0.756

8. Lateral torsional buckling strength check 0.932 0.931



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VERIFICATION EXAMPLE 3- Bending resistance of I-sections



TITLE:Bending resistance of I-sections.

SPECIFICATION:The beam (406 x 178 x 67 I section) made of 300W steel has torsional and simple lateral rotationalrestraint at the supports, and the applied point load provides effective lateral restraint at the point ofapplication. The uniformly distributed load will not have a destabilising effect.

SOLUTION:For analysed member pre-defined type of BEAM member may be used. It can be set in Member typecombo-box. Press the Parameters button in DEFINITION-MEMBERS tab, which opens the MEMBERDEFINITION PARAMETERS dialog box. Type a new name Beam1 in the Member Type editablefield. Click an Lateral Buckling icon that opens Lateral Buckling Type dialog box. Select the first icon(Element loaded symmetrically) and click OK. Select the icon Lateral Buckling Coefficient Upperflange that opens Effective Length of Beams between Supports dialog box. Choose third radio-buttonthat set the lateral buckling coefficient to 1.0. Repeat the previous procedure for the lower flange.Save the newly-created type of member.



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For segment 3 type a new name Beam2 in the Member Type editable field. Click an Lateral Bucklingicon that opens Lateral Buckling Type dialog box. Select the second icon (Cantilever) and click OK.Select the icon Lateral Buckling Coefficient Upper flange that opens Effective Length of Beamsbetween Supports dialog box. Choose fifth radio-button that set the lateral buckling coefficient to 1.0.Repeat the previous procedure for the lower flange. Save the newly-created type of member.

In the CALCULATIONS dialog box set Member Verification option for member 1 to 3 and switch offLimit State Serviceability (only Ultimate Limit State will be analysed). Start the calculations bypressing Calculations button.





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Robot RESULTS:

1. for segment No. 1

STEEL DESIGN----------------------------------------------------------------------------------------------------------------------------------------CODE: SABS 0162-1:1993ANALYSIS TYPE: Member Verification

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

CODE GROUP:MEMBER: 1 POINT: 3 COORDINATE: x = 1.00 L = 4.00 m----------------------------------------------------------------------------------------------------------------------------------------LOADS: Governing Load Case: 1 Test----------------------------------------------------------------------------------------------------------------------------------------

MATERIAL: STEEL 300W fy = 300.00 MPa----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: IPF 406x178x67h=40.9 cmb=17.9 cm Ay=51.137 cm2 Az=36.027 cm2 Ax=85.500 cm2tw=0.9 cm Iy=24300.000 cm4 Iz=1360.000 cm4 J=46.500 cm4tf=1.4 cm Zply=1350.000 cm3 Zplz=237.000 cm3----------------------------------------------------------------------------------------------------------------------------------------


Vuz = 26.74 kNCLASS: = Plastic Vrz = 642.00 kN----------------------------------------------------------------------------------------------------------------------------------------

LATERAL BUCKLING PARAMETERS:Le = 4.00 m om2 = 1.750 Mre = 353.27 kN*mk = -0.000 Mcr = 721.28 kN*m

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


VERIFICATION FORMULAS:Muy/Mry = 318.17/364.50 = 0.873 < 1.000 (13.8.2(a))Muy/Mre = 318.17/353.27 = 0.901 < 1.000 (13.8.2(c))Vuz/Vrz = 0.042 < 1.000 (13.4.1)

----------------------------------------------------------------------------------------------------------------------------------------Section OK !!!



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



LOADS:Governing Load Case: 1 Test

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

MATERIAL:

STEEL 300W fy = 300.00 MPa----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: IPF 406x178x67h=40.9 cmb=17.9 cm Ay=51.137 cm2 Az=36.027 cm2 Ax=85.500 cm2tw=0.9 cm Iy=24300.000 cm4 Iz=1360.000 cm4 J=46.500 cm4

tf=1.4 cm Zply=1350.000 cm3 Zplz=237.000 cm3----------------------------------------------------------------------------------------------------------------------------------------


Vuz = -77.26 kN

CLASS: = Plastic Vrz = 642.00 kN----------------------------------------------------------------------------------------------------------------------------------------

LATERAL BUCKLING PARAMETERS:Le = 3.00 m om2 = 1.860 Mre = 364.50 kN*mk = -0.102 Mcr = 1253.16 kN*m

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



VERIFICATION FORMULAS:Muy/Mry = 318.17/364.50 = 0.873 < 1.000 (13.8.2(a))

Muy/Mre = 318.17/364.50 = 0.873 < 1.000 (13.8.2(c))Vuz/Vrz = 0.120 < 1.000 (13.4.1)

----------------------------------------------------------------------------------------------------------------------------------------Section OK !!!



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



LOADS:Governing Load Case: 1 Test

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

MATERIAL:

STEEL 300W fy = 300.00 MPa----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: IPF 406x178x67h=40.9 cmb=17.9 cm Ay=51.137 cm2 Az=36.027 cm2 Ax=85.500 cm2

tw=0.9 cm Iy=24300.000 cm4 Iz=1360.000 cm4 J=46.500 cm4tf=1.4 cm Zply=1350.000 cm3 Zplz=237.000 cm3

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

INTERNAL FORCES AND CAPACITIES:Muy = -32.40 kN*mMry = 320.52 kN*m

Vuz = 21.60 kNCLASS: = Plastic Vrz = 642.00 kN

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

LATERAL BUCKLING PARAMETERS:Le = 3.00 m om2 = 1.750 Mre = 320.52 kN*mk = 0.000 Mcr = 1389.65 kN*m

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



VERIFICATION FORMULAS:Muy/Mry = 32.40/320.52 = 0.101 < 1.000 (13.8.2(a))Muy/Mre = 32.40/320.52 = 0.101 < 1.000 (13.8.2(c))

Vuz/Vrz = 0.034 < 1.000 (13.4.1)

----------------------------------------------------------------------------------------------------------------------------------------Section OK !!!



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COMPARISON:

Resistance, interaction expression Robot Handbook

SEGMENT 11. Critical moment Mcr [kN]2. Moment resistance Mry [kN]

as for laterally supported member3. Moment resistance Mre [kNm]

as for laterally unsupported member4. Cross-sectional strength check5. Lateral torsional buckling strength check

721.3

364.5

353.30.8730.901

722.2

364.5

353.40.8730.900

SEGMENT 21. Critical moment Mcr [kN]2. Moment resistance Mry [kN]



1253.2

364.5

364.50.8730.873

1255.5

364.5

364.50.8730.873

SEGMENT 3 /cantilever/1. Critical moment Mcr [kN]2. Moment resistance Mry [kN]



1389.7

320.5

320.50.1010.101

1393.8

320.5

320.50.1010.101

CONCLUSION:The differences are caused by different way of rounding-off the cross-sectional properties values

(cross-sectional area, section modulus, moment of inertia).



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VERIFICATION EXAMPLE 4- Column under compression and bending

Examination example for students of Civil Engineering and Surveying Department

at Technikon Natal (South Africa)(written by Greg Parrott, the expert in steel structures designing

according to SABS 0162-1:1993)

TITLE:Column under compression and bending

SPECIFICATION:A first order analysis of the structure produced the bending moments and axial load on the column forthe loads as shown below. Lateral restraint is provideded at both ends of the column. It has beensuggested using a 356 x 171 x 67 I-section. Steel 300W.

SOLUTION:Define a new type of member. For analyzed member pre-defined type of member COLUMN may beinitially opened. It can be set in Member type combo-box. Press the Parameters button inDEFINITION-MEMBERS tab, which opens MEMBER DEFINITION PARAMETERS dialog box. Typea new name Column 1 in the Member Type editable field. Click an Lateral Buckling icon that opensLateral Buckling Type dialog box. Select the first icon (Element loaded Symmetrically) and click OK.Select the icon Lateral Buckling Coefficient Upper Flange that opens Effective Length of Beamsbetween Supports dialog box. Choose third radio-button that set the lateral buckling coefficient to 1.0.Repeat the previous procedure for the lower flange. For defining appropriate load type diagram, pressMore button. Choose the icon for Load type Y and double-click the first icon (Constant or linearly

variable moment) in Load Type dialog box. Repeat the previous procedure for the Load type Z. Savethe newly-created type of the member.



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In the CALCULATIONS dialog box set Member Verification option for member 1 and switch off LimitState Serviceability (only Ultimate Limit state will be analyzed). Now, start the calculations bypressing Calculation button.

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


RESULTS:



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

CODE: SABS 0162-1:1993ANALYSIS TYPE: Member Verification---------------------------------------------------------------------------------------------------------------------------------------

CODE GROUP:MEMBER: 1 POINT: 3 COORDINATE: x = 1.00 L = 4.00 m---------------------------------------------------------------------------------------------------------------------------------------

LOADS:Governing Load Case: 1 test---------------------------------------------------------------------------------------------------------------------------------------

MATERIAL:

STEEL 300W fy = 300.00 MPa---------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: IPF 356x171x67h=36.4 cm

b=17.3 cm Ay=54.385 cm2 Az=33.124 cm2 Ax=85.500 cm2tw=0.9 cm Iy=19500.000 cm4 Iz=1360.000 cm4 J=56.000 cm4tf=1.6 cm Zply=1210.000 cm3 Zplz=243.000 cm3---------------------------------------------------------------------------------------------------------------------------------------

INTERNAL FORCES AND CAPACITIES:Cu = 815.00 kN Muy = 71.90 kN*mCr0 = 2308.50 kN Mry = 326.70 kN*m

Vuz = 32.45 kN

CLASS: = Plastic Vrz = 590.27 kN---------------------------------------------------------------------------------------------------------------------------------------

LATERAL BUCKLING PARAMETERS:Le = 4.00 m om2 = 2.500 Mre = 326.70 kN*m

k = -0.805 Mcr = 992.64 kN*m---------------------------------------------------------------------------------------------------------------------------------------


About Y axis: About Z axis:Ly = 4.00 m Lamy = 0.327 Lz = 4.00 m Lamz = 1.236KyLy = 4.00 m om1y = 0.400 KzLz = 4.00 mKyLy/ry = 26.487 U1y = 0.414 KzLz/rz = 100.294---------------------------------------------------------------------------------------------------------------------------------------

VERIFICATION FORMULAS:Cu/Cr0 + 0.85*Muy/Mry = 0.540 < 1.000 (13.8.2(a))Cu/Cry1 + 0.85*U1y*Muy/Mry = 0.451 < 1.000 (13.8.2(b))Cu/Crz1 + 0.85*U1y*Muy/Mre = 0.954 < 1.000 (13.8.2(c))

Vuz/Vrz = 0.055 < 1.000 (13.4.1)---------------------------------------------------------------------------------------------------------------------------------------

Section OK !!!



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COMPARISON:

Resistance, interaction expression Robot Example

1. Compressive resistance Cr0 [kN] 2308.5 2308.5

2. Compressive resistance Cr [kN] 1062.6 1063.1

3. Moment resistance Mry [kNm]

as for laterally supported member 326.7 326.74. Moment resistance Mre [kNm]

as for laterally unsupported member 326.7 326.7


6. Overall member strength check 0.451 0.451




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VERIFICATION EXAMPLE 5- Tension and biaxial bending



TITLE:Tension and biaxial bending.

SPECIFICATION:IPF 356 x 171 x 57 simply supported beam over a span of 8 m. The ultimate axial tensile force wasfound to be 50 kN. Lateral restraint is provided at both ends of the beam. Steel 300W.

SOLUTION:For analysed member pre-defined type of BEAM member may be used. It can be set in Member typecombo-box. Press the Parameters button in DEFINITION-MEMBERS tab, which opens the MEMBERDEFINITION PARAMETERS dialog box. Type a new name Beam1 in the Member Type editablefield. Click an Lateral Buckling icon that opens Lateral Buckling Type dialog box. Select the first icon(Element loaded symmetrically) and click OK. Select the icon Lateral Buckling Coefficient Upperflange that opens Effective Length of Beams between Supports dialog box. Choose third radio-buttonthat set the lateral buckling coefficient to 1.0. Repeat the previous procedure for the lower flange.

Save the newly-created type of member.



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In the CALCULATIONS dialog box set Member Verification option for member 1 and switch offLimitState Serviceability (only Ultimate Limit State will be analysed). Start the calculations by pressingCalculations button.



Robot RESULTS:



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



LOADS: Governing Load Case: 1 ULTIMATE----------------------------------------------------------------------------------------------------------------------------------------

MATERIAL:

STEEL 300W fy = 300.00 MPa----------------------------------------------------------------------------------------------------------------------------------------

SECTION PARAMETERS: IPF 356x171x57h=35.9 cmb=17.2 cm Ay=44.746 cm2 Az=28.688 cm2 Ax=72.200 cm2

tw=0.8 cm Iy=16100.000 cm4 Iz=1110.000 cm4 J=33.400 cm4tf=1.3 cm Zply=1010.000 cm3 Zplz=198.000 cm3----------------------------------------------------------------------------------------------------------------------------------------

INTERNAL FORCES AND CAPACITIES:Tu = -50.00 kN Muy = -80.00 kN*m Muz = 32.00 kN*mTr = 1949.40 kN Mry = 272.70 kN*m Mrz = 53.46 kN*mCLASS: = Plastic

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

LATERAL BUCKLING PARAMETERS:Le = 8.00 m om2 = 1.00 Mre = 99.80 kN*mk = 0.00 Mcr = 110.89 kN*m

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



VERIFICATION FORMULAS:Tu/Tr + Muy/Mry + Muz/Mrz =0.92 < 1.00 (13.9(a))Muy/Mre - Tu*Z/(Mre*A) = 0.73 < 1.00 (13.9(b))

Muz/Mrz - Tu*Z/(Mrz*A) = 0.57 < 1.00 (13.9(b))----------------------------------------------------------------------------------------------------------------------------------------

Section OK !!!

COMPARISON:

Resistance, interaction expression Robot Handbook1. Tensile resistance Tr [kN] 1949.4 1949.4

2. Critical moment Mcr [kNm] 110.89 110.86

3. Moment resistance Mry [kNm]as for laterally supported member 272.7 272.7

4. Moment resistance Mre [kNm]as for laterally unsupported member 99.8 99.7

5. Moment resistance Mrz [kNm] 53.46 53.5



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Verification Manual South Africa Codes