A u t o

Transcription

A u t o

®
Autodesk
™
Robot Structural Analysis
Professional
VERIFICATION MANUAL
FOR SOUTH AFRICAN CODES
March 2014
Autodesk Robot Structural Analysis Professional - Verification Manual South African Codes
INTRODUCTION ..............................................................................................................................................................................1
STEEL ..............................................................................................................................................................................................2
1. SABS 0162-1:1993 ......................................................................................................................................................................3
VERIFICATION EXAMPLE 1
March 2014
- SHEAR RESISTANCE ......................................................................................................................4
- COMPRESSION AND BIAXIAL BENDING.............................................................................................9
- BENDING RESISTANCE OF I-SECTIONS ........................................................................................13
- COLUMN UNDER COMPRESSION AND BENDING ..............................................................................19
- TENSION AND BIAXIAL BENDING....................................................................................................23
page i
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.
March 2014
page 1 / 25
STEEL
March 2014
page 2 / 25
1. SABS 0162-1:1993
March 2014
page 3 / 25
- Shear resistance
Example taken from students handbook written by Greg Parrott
(the expert in steel structures designing
according 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 are
at 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 type
combo-box. Press the Parameters button in DEFINITION-MEMBERS tab, which opens the MEMBER
DEFINITION – PARAMETERS dialog box.
1. End panel
Type a new name Beam1 in the Member Type editable field. For defining stiffener spacing, press
More button. Type 1,00 m in editable field End panel and Interior panel and click OK. Save the newlycreated type of member.
March 2014
page 4 / 25
2. Interior panel
Type a new name Beam2 in the Member Type editable field. For defining stiffener spacing, press
More button. Type 3,50 m in editable field End panel and Interior panel and click OK. Save the newlycreated type of member.
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). Start the calculations by pressing
Calculations button.
Repeat calculations for member 2, additionally press the Configuration button in CALCULATIONS
dialog box. In Configuration dialog box switch on Characteristic points option and press the Options
button. It results in opening the Calculations in Characteristic Points dialog box where switch on
Coordinates of additional points option and type 0,0 m in editable field.
March 2014
page 5 / 25
Robot RESULTS:
1. End panel
Member 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 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: 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
----------------------------------------------------------------------------------------------------------------------------------------
March 2014
page 6 / 25
MATERIAL:
STEEL 300W
fy = 300.00 MPa
---------------------------------------------------------------------------------------------------------------------------------------SECTION PARAMETERS: IS 1
h=122.0 cm
b=40.0 cm
Ay=160.000 cm2
Az=94.400 cm2
Ax=254.400 cm2
tw=0.8 cm
Iy=685588.800 cm4
Iz=21338.368 cm4
J=226.663 cm4
tf=2.0 cm
Zply=12384.800 cm3
Zplz=1618.880 cm3
---------------------------------------------------------------------------------------------------------------------------------------INTERNAL FORCES AND CAPACITIES:
Muy = 0.00 kN*m
Mry = 3343.90 kN*m
Vuz = 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
analysed member.
March 2014
page 7 / 25
STEEL DESIGN
---------------------------------------------------------------------------------------------------------------------------------------CODE: SABS 0162-1:1993
---------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:
MEMBER: 2
POINT:
---------------------------------------------------------------------------------------------------------------------------------------LOADS:
Governing Load Case: 1 TEST
---------------------------------------------------------------------------------------------------------------------------------------MATERIAL:
STEEL 300W
fy = 300.00 MPa
---------------------------------------------------------------------------------------------------------------------------------------SECTION PARAMETERS: IS 1
h=122.0 cm
b=40.0 cm
Ay=160.000 cm2
Az=94.400 cm2
Ax=254.400 cm2
tw=0.8 cm
Iy=685588.800 cm4
Iz=21338.368 cm4
J=226.663 cm4
tf=2.0 cm
Zey=11239.161 cm3
Zez=1066.918 cm3
Muy = 701.25 kN*m
Mry = 3034.57 kN*m
Vuz = 683.75 kN
CLASS: = Slender
Vrz = 701.76 kN
About Y axis:
About Z axis:
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
1. Shear resistance Vrz [kN] for end panel
2. Maximum shear on end panel
3. Shear resistance Vrz [kN] for internal panel
4. Maximum shear on internal panel
March 2014
Robot
803.8
718.75
701.76
683.75
Handbook
803.8
718.75
701.8
683.750
page 8 / 25
- 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 the
columns between two floors. The ultimate axial load was found to be 2200 kN. Lateral restraint is
provided at both ends of the column. It has been suggested using a 305x305x137 H section. Steel
300W.
SOLUTION:
Define a new type of member. For analyzed member pre-defined type of member COLUMN may be
initially opened. It can be set in Member type combo-box. Press the Parameters button in
DEFINITION-MEMBERS tab, which opens MEMBER DEFINITION – PARAMETERS dialog box. Type
a new name Column 1 in the Member Type editable field. Double 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 – Upper Flange that opens Effective Length of Beams
between 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, press
More 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. Save
the newly-created type of the member.
March 2014
page 9 / 25
State – Serviceability (only Ultimate Limit state will be analyzed). 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 the member 1 opens the RESULTS dialog box with detailed results for the
analyzed member.
March 2014
page 10 / 25
STEEL DESIGN
--------------------------------------------------------------------------------------------------------------------------------------CODE: SABS 0162-1:1993
--------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:
MEMBER: 1
POINT: 3
--------------------------------------------------------------------------------------------------------------------------------------LOADS:
Governing Load Case: 1 1
--------------------------------------------------------------------------------------------------------------------------------------MATERIAL:
STEEL 300W
fy = 300.00 MPa
--------------------------------------------------------------------------------------------------------------------------------------SECTION PARAMETERS: HPF 305x305x137
h=32.0 cm
b=30.9 cm
Ay=133.976 cm2
Az=44.229 cm2
Ax=174.000 cm2
tw=1.4 cm
Iy=32800.000 cm4
Iz=10600.000 cm4
J=251.000 cm4
tf=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*m
Cr0 = 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
--------------------------------------------------------------------------------------------------------------------------------------BUCKLING PARAMETERS:
About Y axis:
About Z axis:
Ly = 3.85 m
Lamy = 0.346
Lz = 3.85 m
Lamz = 0.608
KyLy = 3.85 m
om1y = 0.400
KzLz = 3.85 m
om1z = 0.867
KyLy/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 !!!
March 2014
page 11 / 25
COMPARISON:
Resistance, interaction expression
1. Compressive resistance Cr0 [kN]
2. Compressive resistance Cr [kN]
3. Moment resistance Mry [kNm]
as for laterally supported member
4. Moment resistance Mre [kNm]
as for laterally unsupported member
5. Moment resistance Mrz [kNm]
6. Cross-sectional strength check
7. Overall member strength check
8. Lateral torsional buckling strength check
March 2014
Robot
4698
3899.7
618.3
Handbook
4698
3902.1
618.3
18.3
618.3
283.5
0.834
0.757
0.932
283.5
0.834
0.756
0.931
page 12 / 25
- 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 rotational
restraint at the supports, and the applied point load provides effective lateral restraint at the point of
application. The uniformly distributed load will not have a „destabilising‟ effect.
SOLUTION:
DEFINITION – PARAMETERS dialog box. Type a new name Beam1 in the Member Type editable
field. 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 – Upper
flange that opens Effective Length of Beams between Supports dialog box. Choose third 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.
March 2014
page 13 / 25
For segment 3 type a new name Beam2 in the Member Type editable field. Click an Lateral Buckling
icon 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 Beams
between 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 off
Limit State – Serviceability (only Ultimate Limit State will be analysed). Start the calculations by
pressing Calculations button.
analysed member.
March 2014
page 14 / 25
Robot RESULTS:
1. for segment No. 1
STEEL DESIGN
---------------------------------------------------------------------------------------------------------------------------------------CODE: SABS 0162-1:1993
---------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:
MEMBER: 1
POINT: 3
---------------------------------------------------------------------------------------------------------------------------------------LOADS: Governing Load Case: 1 Test
---------------------------------------------------------------------------------------------------------------------------------------MATERIAL: STEEL 300W
fy = 300.00 MPa
---------------------------------------------------------------------------------------------------------------------------------------SECTION PARAMETERS: IPF 406x178x67
h=40.9 cm
b=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 cm4
tf=1.4 cm
Zply=1350.000 cm3
Zplz=237.000 cm3
Muy = 318.17 kN*m
Mry = 364.50 kN*m
Vuz = 26.74 kN
CLASS: = Plastic
Vrz = 642.00 kN
Le = 4.00 m
om2 = 1.750
Mre = 353.27 kN*m
k = -0.000
Mcr = 721.28 kN*m
About Y axis:
About Z axis:
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 !!!
March 2014
page 15 / 25
STEEL DESIGN
---------------------------------------------------------------------------------------------------------------------------------------CODE: SABS 0162-1:1993
---------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:
MEMBER: 2
POINT: 1
---------------------------------------------------------------------------------------------------------------------------------------LOADS:
Governing Load Case: 1 Test
---------------------------------------------------------------------------------------------------------------------------------------MATERIAL:
STEEL 300W
fy = 300.00 MPa
h=40.9 cm
b=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 cm4
tf=1.4 cm
Zply=1350.000 cm3
Zplz=237.000 cm3
Muy = 318.17 kN*m
Mry = 364.50 kN*m
Vuz = -77.26 kN
CLASS: = Plastic
Vrz = 642.00 kN
Le = 3.00 m
om2 = 1.860
Mre = 364.50 kN*m
k = -0.102
Mcr = 1253.16 kN*m
About Y axis:
About Z axis:
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 !!!
March 2014
page 16 / 25
STEEL DESIGN
---------------------------------------------------------------------------------------------------------------------------------------CODE: SABS 0162-1:1993
---------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:
MEMBER: 3
POINT: 1
---------------------------------------------------------------------------------------------------------------------------------------LOADS:
Governing Load Case: 1 Test
---------------------------------------------------------------------------------------------------------------------------------------MATERIAL:
STEEL 300W
fy = 300.00 MPa
h=40.9 cm
b=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 cm4
tf=1.4 cm
Zply=1350.000 cm3
Zplz=237.000 cm3
Muy = -32.40 kN*m
Mry = 320.52 kN*m
Vuz = 21.60 kN
CLASS: = Plastic
Vrz = 642.00 kN
Le = 3.00 m
om2 = 1.750
Mre = 320.52 kN*m
k = 0.000
Mcr = 1389.65 kN*m
About Y axis:
About Z axis:
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 !!!
March 2014
page 17 / 25
COMPARISON:
SEGMENT 1
1. Critical moment Mcr [kN]
2. Moment resistance Mry [kN]
SEGMENT 2
SEGMENT 3 /cantilever/
Robot
Handbook
721.3
722.2
364.5
364.5
353.3
0.873
0.901
353.4
0.873
0.900
1253.2
1255.5
364.5
364.5
364.5
0.873
0.873
364.5
0.873
0.873
1389.7
1393.8
320.5
320.5
320.5
0.101
0.101
320.5
0.101
0.101
CONCLUSION:
The differences are caused by different way of rounding-off the cross-sectional properties values
(cross-sectional area, section modulus, moment of inertia).
March 2014
page 18 / 25
- 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
TITLE:
Column under compression and bending
SPECIFICATION:
A first order analysis of the structure produced the bending moments and axial load on the column for
the loads as shown below. Lateral restraint is provideded at both ends of the column. It has been
suggested 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 be
initially opened. It can be set in Member type combo-box. Press the Parameters button in
DEFINITION-MEMBERS tab, which opens MEMBER DEFINITION – PARAMETERS dialog box. Type
a new name Column 1 in the Member Type editable field. 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 – Upper Flange that opens Effective Length of Beams
between 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, press
More 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. Save
the newly-created type of the member.
March 2014
page 19 / 25
State – Serviceability (only Ultimate Limit state will be analyzed). Now, start the calculations by
pressing Calculation button.
Member Verification dialog box with most significant results data will appear on screen. Pressing the
line with results for the member 1 opens the RESULTS dialog box with detailed results for the
analyzed member.
RESULTS:
March 2014
page 20 / 25
STEEL DESIGN
--------------------------------------------------------------------------------------------------------------------------------------CODE: SABS 0162-1:1993
--------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:
MEMBER: 1
POINT: 3
--------------------------------------------------------------------------------------------------------------------------------------LOADS:
Governing Load Case: 1 test
--------------------------------------------------------------------------------------------------------------------------------------MATERIAL:
STEEL 300W
fy = 300.00 MPa
--------------------------------------------------------------------------------------------------------------------------------------SECTION PARAMETERS: IPF 356x171x67
h=36.4 cm
b=17.3 cm
Ay=54.385 cm2
Az=33.124 cm2
Ax=85.500 cm2
tw=0.9 cm
Iy=19500.000 cm4
Iz=1360.000 cm4
J=56.000 cm4
tf=1.6 cm
Zply=1210.000 cm3
Zplz=243.000 cm3
--------------------------------------------------------------------------------------------------------------------------------------INTERNAL FORCES AND CAPACITIES:
Cu = 815.00 kN
Muy = 71.90 kN*m
Cr0 = 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
--------------------------------------------------------------------------------------------------------------------------------------BUCKLING PARAMETERS:
About Y axis:
About Z axis:
Ly = 4.00 m
Lamy = 0.327
Lz = 4.00 m
Lamz = 1.236
KyLy = 4.00 m
om1y = 0.400
KzLz = 4.00 m
KyLy/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 !!!
March 2014
page 21 / 25
COMPARISON:
1. Compressive resistance Cr0 [kN]
2. Compressive resistance Cr [kN]
6. Overall member strength check
March 2014
Robot
2308.5
1062.6
Example
2308.5
1063.1
326.7
326.7
326.7
0.540
0.451
0.954
326.7
0.540
0.451
0.954
page 22 / 25
- 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 was
found to be 50 kN. Lateral restraint is provided at both ends of the beam. Steel 300W.
SOLUTION:
DEFINITION – PARAMETERS dialog box. Type a new name Beam1 in the Member Type editable
field. 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 – Upper
flange that opens Effective Length of Beams between Supports dialog box. Choose third 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.
March 2014
page 23 / 25
State – Serviceability (only Ultimate Limit State will be analysed). Start the calculations by pressing
Calculations button.
analysed member.
Robot RESULTS:
March 2014
page 24 / 25
STEEL DESIGN
---------------------------------------------------------------------------------------------------------------------------------------CODE: SABS 0162-1:1993
---------------------------------------------------------------------------------------------------------------------------------------CODE GROUP:
MEMBER: 1
POINT: 2
---------------------------------------------------------------------------------------------------------------------------------------LOADS: Governing Load Case: 1 ULTIMATE
---------------------------------------------------------------------------------------------------------------------------------------MATERIAL:
STEEL 300W
fy = 300.00 MPa
h=35.9 cm
b=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 cm4
tf=1.3 cm
Zply=1010.000 cm3
Zplz=198.000 cm3
Tu = -50.00 kN
Muy = -80.00 kN*m
Muz = 32.00 kN*m
Tr = 1949.40 kN
Mry = 272.70 kN*m
Mrz = 53.46 kN*m
CLASS: = Plastic
Le = 8.00 m
om2 = 1.00
Mre = 99.80 kN*m
k = 0.00
Mcr = 110.89 kN*m
About Y axis:
About Z axis:
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:
1. Tensile resistance Tr [kN]
2. Critical moment Mcr [kNm]
5. Moment resistance Mrz [kNm]
March 2014
Robot
1949.4
110.89
Handbook
1949.4
110.86
272.7
272.7
99.8
53.46
0.92
0.73
99.7
53.5
0.92
0.73
page 25 / 25

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