STAADPro_V8i_Verification_Manual.pdf

STAAD.Pro
V8i (SELECTseries 5)
Verification Manual
Last Updated: Monday, January 06, 2014

STAAD Verification Problems
Release STAAD.Pro 20.07.10.41
Date last updated: 13 December 2013
Quality Assurance Program
STAAD.Pro V8i (SELECTseries 5) is a suite of proprietary computer programs of Bentley
Systems, Inc.. Although every effort has been made to ensure the correctness of these programs,
Bentley Systems, Inc. will not accept responsibility for any mistake, error, or misrepresentation
in or as a result of the usage of these programs.
Notes on Comparisons
In each verification problem, a table is used to summarize the numerical outputs from
STAAD.Pro with a reference or hand calculations. A difference column presents the percent
deviation from the reference, when a significant difference exists.
The deviation is taken as the reference value minus the value determined by STAAD.Pro, divided
by the reference value to express in percent of the reference.
In this context, "significant" is take as larger than a 1% (one percent) difference. When a
difference between 0.5% and 1% exists, then the difference is simply listed as "<1%". Otherwise,
the difference is listed as "none".
This level of significance is intended to reflect that small differences in rounding or calculation
methods do not present a realistic difference in the calculated result.
Verification Manual — 2

Table of Contents
1 Static Trusses 1
Static Truss 1 1
Static Truss 2 4
Static Truss 3 8
Static Truss 4 12
Static Truss 5 16
Static Truss 6 19
Static Truss 7 31
2 Static Beams 35
Static Beam 1 35
Static Beam 2 39
Static Beam 3 43
Static Beam 4 47
Static Beam 5 53
Static Beam 6 56
Static Beam 7 59
Static Beam 8 62
Static Beam 9 65
Static Beam 11 72
Static Beam 12 75
Static Beam 13 78
Static Beam 15 87
3 Static Frames 91
Static Frame 1 91
Static Frame 2 95
Static Frame 3 99
Static Frame 4 102
Static Frame 5 108
Static Frame 10 123
Static Frame 11 127
Static Frame 12 131
4 Static Plate/Shell Elements 139

Static Element 1 139
5 Solid Elements 249
Static Solid 1 249
Static Solid 2 253
6 Nonlinear Static Analysis 263
Static Nonlinear 1 263
7 Dynamic Analysis 269
Dynamic Truss 1 269
Dynamic Beam 1 272
Dynamic Beam 2 276
Dynamic Beam 3 278
Dynamic Beam 4 281
Dynamic Beam 7 287
8 Concrete Design - ACI 318 291
Concrete Design per ACI 318 1 291
4 — STAAD.Pro

9 Steel Design - AISC 360-10 307
Steel Design per AISC 360-10 - Example E-2 307
Steel Design per AISC 360-10 - Example G-6 313
Steel Design per AISC 360-10 - Example D-2 319
Steel Design per AISC 360-10 - Example F.2-2 326
Steel Design per AISC 360-10 - Example H.1B 332
Steel Design per AISC 360-10 - Example E.5 339
Steel Design per AISC 360-10 - Example F.1-3B 345
10 Steel Design per AISC ASD 353
Steel Design per AISC ASD 1 353
11 Steel Design per AISC LRFD 413
Steel Design per AISC LRFD 1 414

12 Steel Design per AS 4100-1998 497
Steel Design per AS 4100-1998 1 497
13 Steel Design per BS 5950-1:2000 515
Steel Design per BS 5950-1:2000 1 515
6 — STAAD.Pro

Copyright Information
Trademark Notice
Bentley, the "B" Bentley logo, STAAD.Pro are registered or nonregistered trademarks of Bentley
Systems, Inc. or Bentley Software, Inc. All other marks are the property of their respective
owners.
Copyright Notice
© 2013, Bentley Systems, Incorporated. All Rights Reserved.
Including software, file formats, and audiovisual displays; may only be used pursuant to
applicable software license agreement; contains confidential and proprietary information of
Bentley Systems, Incorporated and/or third parties which is protected by copyright and trade
secret law and may not be provided or otherwise made available without proper authorization.
Acknowledgments
Windows, Vista, SQL Server, MSDE, .NET, DirectX are registered trademarks of Microsoft
Corporation.
ANSYS is a registered trademark of ANSYS, Inc.
EASE2 is a regesitered trademark of Engineering Analysis Corporation.
Adobe, the Adobe logo, Acrobat, the Acrobat logo are registered trademarks of Adobe Systems
Incorporated.
Restricted Rights Legends
If this software is acquired for or on behalf of the United States of America, its agencies and/or
instrumentalities ("U.S. Government"), it is provided with restricted rights. This software and
accompanying documentation are "commercial computer software" and "commercial computer
software documentation," respectively, pursuant to 48 C.F.R. 12.212 and 227.7202, and "restricted
computer software" pursuant to 48 C.F.R. 52.227-19(a), as applicable. Use, modification,
reproduction, release, performance, display or disclosure of this software and accompanying
documentation by the U.S. Government are subject to restrictions as set forth in this Agreement
and pursuant to 48 C.F.R. 12.212, 52.227-19, 227.7202, and 1852.227-86, as applicable.
Contractor/Manufacturer is Bentley Systems, Incorporated, 685 Stockton Drive, Exton, PA 19341-
0678.
Unpublished - rights reserved under the Copyright Laws of the United States and International
treaties.
End User License Agreement
To view the End User License Agreement for this product, review: eula_en.pdf.

1
Static Trusses
Static Truss 1 1
Static Truss 2 4
Static Truss 3 8
Static Truss 4 12
Static Truss 5 16
Static Truss 6 19
Static Truss 7 31
Static Truss 1
Objective
To find member stress due to a joint load in a space truss using static analysis.
Reference
Beer, F.P., and Johnston, Jr., E.R., Vector Mechanics for Engineers, Statics and Dynamics, McGraw -
Hill, Inc., New York, 1962, p.47, Problem 2.70.
Problem
A 50 lb load is supported by three bars which are pinned to a ceiling as shown. Determine the
stress, σ, in each bar.
Area of each bar = 1 in2, E = 30 (10)6 psi

Figure 1-1: Space truss
Comparison
Result Type Theory STAAD.Pro Difference
σAD
31.2 31.2 none
σBD
10.4 10.4 none
σCD
22.9 22.9 none
Table 1-1: Comparison of member stress, in psi, for static truss no. 1
STAAD Input
STAAD TRUSS :A SPACE TRUSS
* FILE TRUSS01.STD
*
* REF: "VECTOR MECHANICS FOR ENGINEERS, STATICS & DYNAMICS",
* MCGRAW HILL BOOK CO., INC., NEW YORK, 1962
* PROBLEM 2.70, PAGE 47.
*
UNIT FT POUND
JOINT COORDINATES
1 0. 0. 0.
2 8. 0. 0.
3 0. 6. 0.
4 4. 2. 6.
MEMBER INCIDENCES
1 1 4
2 2 4
3 3 4
UNIT INCH
MEMBER PROPERTIES
1 TO 3 PRIS AX 1.
CONSTANTS
E 30E6 ALL
SUPPORTS
1 TO 3 PINNED
LOAD 1 WEIGHT
JOINT LOAD
4 FZ 50.
PERFORM ANALYSIS
PRINT MEMBER STRESSES
FINISH
2 — STAAD.Pro
1 Static Trusses
Static Truss 1

STAAD Output
PAGE NO. 1
****************************************************
* *
* STAAD.Pro V8i SELECTseries5 *
* Version 20.07.10.41 *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= DEC 13, 2013 *
* Time= 12:30: 8 *
* *
* USER ID: Bentley Systems, Inc. *
****************************************************
1. STAAD TRUSS :A SPACE TRUSS
INPUT FILE: TRUSS01.STD
2. * FILE TRUSS01.STD
3. *
4. * REF: "VECTOR MECHANICS FOR ENGINEERS, STATICS &AMP; DYNAMICS",
5. * MCGRAW HILL BOOK CO., INC., NEW YORK, 1962
6. * PROBLEM 2.70, PAGE 47.
7. *
8. UNIT FT POUND
9. JOINT COORDINATES
10. 1 0. 0. 0.
11. 2 8. 0. 0.
12. 3 0. 6. 0.
13. 4 4. 2. 6.
14. MEMBER INCIDENCES
15. 1 1 4
16. 2 2 4
17. 3 3 4
18. UNIT INCH
19. MEMBER PROPERTIES
20. 1 TO 3 PRIS AX 1.
21. CONSTANTS
22. E 30E6 ALL
23. SUPPORTS
24. 1 TO 3 PINNED
25. LOAD 1 WEIGHT
26. JOINT LOAD
27. 4 FZ 50.
28. PERFORM ANALYSIS
**WARNING** THE POISSON'S RATIO HAS NOT BEEN SPECIFIED FOR ONE OR MORE
MEMBERS/ELEMENTS/SOLIDS. THE DEFAULT VALUE HAS BEEN SET FOR THE SAME.
:A SPACE TRUSS -- PAGE NO. 2
* FILE TRUSS01.STD
P R O B L E M S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS 4 NUMBER OF MEMBERS 3
NUMBER OF PLATES 0 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 3
SOLVER USED IS THE IN-CORE ADVANCED SOLVER
TOTAL PRIMARY LOAD CASES = 1, TOTAL DEGREES OF FREEDOM = 3
29. PRINT MEMBER STRESSES
MEMBER STRESSES
1 Static Trusses

* FILE TRUSS01.STD
MEMBER STRESSES
---------------
ALL UNITS ARE POUN/SQ INCH
MEMB LD SECT AXIAL BEND-Y BEND-Z COMBINED SHEAR-Y SHEAR-Z
1 1 .0 10.4 T 0.0 0.0 10.4 0.0 0.0
1.0 10.4 T 0.0 0.0 10.4 0.0 0.0
2 1 .0 31.2 T 0.0 0.0 31.2 0.0 0.0
1.0 31.2 T 0.0 0.0 31.2 0.0 0.0
3 1 .0 22.9 T 0.0 0.0 22.9 0.0 0.0
1.0 22.9 T 0.0 0.0 22.9 0.0 0.0
************** END OF LATEST ANALYSIS RESULT **************
30. FINISH
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= DEC 13,2013 TIME= 12:30:11 ****
* FILE TRUSS01.STD
************************************************************
* For technical assistance on STAAD.Pro, please visit *
* http://selectservices.bentley.com/en-US/ *
* *
* Details about additional assistance from *
* Bentley and Partners can be found at program menu *
* Help->Technical Support *
* *
* Copyright © 1997-2013 Bentley Systems, Inc.
* http://www.bentley.com *
************************************************************
Static Truss 2
Objective
To find member force due to a member load in a plane articulate structure.
Reference
Kinney, J. S.,Indeterminate Structural Analysis, Addison - Wesley Publishing Co., 1957, p.275,
Problem 6 - 19.(Original data is in US Customary Units)
Problem
Find the tensile stress in the cable. The cross - sectional area of the cable is 967.74 mm2 with
an E of 137.895 GPa. The timber beam 1-3 is 304.8 mm x 304.8 mm in section, with E = 11.03161
GPa. Each member of the steel cantilever truss has a cross - sectional area of 2,580.64 mm2,
and E of 206.8427 GPa.
4 — STAAD.Pro
1 Static Trusses
Static Truss 2

Figure 1-2: Plane articulate truss
Comparison
Cable, 3-4 22.7 22.58 0.6% (negligible)
Table 1-2: Comparison of member force, in kN, for static truss no. 2
STAAD Input
STAAD PLANE :A PLANE ARTICULATE STRUCTURE
* FILE TRUSS02.STD
*
* REFERENCE: INDETERMINATE STRURAL ANALYSIS, KINNEY, 1957,
* ADISON-WESLEY PUBLISHING COMPANY, PAGE 275, PROBLEM 6-19.
*
*
UNIT NEWTON METER
JOINT COORDINATES
1 0 0 0
2 3.0480 0 0
3 4.5720 0 0
4 4.5720 2.4384 0
5 6.4008 4.8768 0
6 6.4008 2.4384 0
7 8.2296 4.8768 0
8 8.2296 2.4384 0
9 10.0586 4.8768 0
10 10.0586 2.4384 0
*
MEMBER INCIDENCES
1 1 2 3 1 1
4 4 6
5 6 8
6 8 10
7 4 5
8 6 5
9 6 7
10 8 7
11 8 9
12 5 7
13 7 9
MEMBER PROPERTIES
1 2 PRI YD .3048 ZD .3048
3 PRI AX 9.6774E-4 IZ 41.62314E-8
4 TO 13 PRI AX 25.8064E-4 IZ 41.62314E-8
CONSTANTS
E 11.03161E9 MEMB 1 2
1 Static Trusses

E 137.89500E9 MEMB 3
E 206.84270E9 MEMB 4 TO 13
MEMBER RELEASES
3 TO 13 START MZ
*
SUPPORT
1 9 10 FIXED
*
LOADING 1
JOINT LOADS
2 FY -44.4822E3
*
PERFORM ANALYSIS
UNITS KNS
PRINT MEMBER FORCES LIST 3
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:30:11 *
* *
****************************************************
1. STAAD PLANE :A PLANE ARTICULATE STRUCTURE
3. *
4. * REFERENCE: INDETERMINATE STRURAL ANALYSIS, KINNEY, 1957,
5. * ADISON-WESLEY PUBLISHING COMPANY, PAGE 275, PROBLEM 6-19.
6. *
7. *
8. UNIT NEWTON METER
10. 1 0 0 0
11. 2 3.0480 0 0
12. 3 4.5720 0 0
13. 4 4.5720 2.4384 0
14. 5 6.4008 4.8768 0
15. 6 6.4008 2.4384 0
16. 7 8.2296 4.8768 0
17. 8 8.2296 2.4384 0
18. 9 10.0586 4.8768 0
19. 10 10.0586 2.4384 0
20. *
22. 1 1 2 3 1 1
23. 4 4 6
24. 5 6 8
25. 6 8 10
26. 7 4 5
27. 8 6 5
28. 9 6 7
29. 10 8 7
30. 11 8 9
31. 12 5 7
32. 13 7 9
6 — STAAD.Pro
1 Static Trusses
Static Truss 2

34. 1 2 PRI YD .3048 ZD .3048
35. 3 PRI AX 9.6774E-4 IZ 41.62314E-8
36. 4 TO 13 PRI AX 25.8064E-4 IZ 41.62314E-8
37. CONSTANTS
38. E 11.03161E9 MEMB 1 2
:A PLANE ARTICULATE STRUCTURE -- PAGE NO. 2
* FILE TRUSS02.STD
39. E 137.89500E9 MEMB 3
40. E 206.84270E9 MEMB 4 TO 13
41. MEMBER RELEASES
42. 3 TO 13 START MZ
43. *
44. SUPPORT
45. 1 9 10 FIXED
46. *
47. LOADING 1
48. JOINT LOADS
49. 2 FY -44.4822E3
50. *
-----------------------------------
52. UNITS KNS
53. PRINT MEMBER FORCES LIST 3
MEMBER FORCES LIST 3
* FILE TRUSS02.STD
MEMBER END FORCES STRUCTURE TYPE = PLANE
-----------------
ALL UNITS ARE -- KNS METE (LOCAL )
MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z
3 1 3 -22.58 0.00 0.00 0.00 0.00 0.00
4 22.58 0.00 0.00 0.00 0.00 0.00
54. FINISH
**** DATE= DEC 13,2013 TIME= 12:30:14 ****
* FILE TRUSS02.STD
************************************************************
* *
* *
************************************************************
1 Static Trusses

Static Truss 3
Objective
To find member forces due to joint loads in a plane truss.
Reference
Norris C.H., Wilbur J. B., Elementary Structural Analysis, 2nd Edition, McGraw – Hill, Inc., Page
159, Problem 4.3. (Original data is in US Customary Units)
Problem
Compute the bar forces in the bars a, b, c, d, e of the truss due to the loads shown.
Figure 1-3: Plane truss
Comparison
a -202.13 -202.13 none
b -185.76 -190.28 2.4% (negligible)
c -22.42 -23.42 4.5%
d 266.23 269.52 1.2% (negligible)
e 119.61 117.08 2.1% (negligible)
Table 1-3: Comparison of member force, in kN, for static truss no. 3
8 — STAAD.Pro
1 Static Trusses
Static Truss 3

STAAD Input
STAAD PLANE :A PLANE TRUSS
* FILE TRUSS03.STD
*
* REFERENCE: ELEMENTARY STRUCTURAL ANALYSIS, NORIS AND WILBUR,
* 2ND EDITION, MCGRAW-HILL BOOK COMPANY, PAGE 159,
* PROBLEM 4.3 (ORIGINAL DATA IN US CUSTOMAY UNITS)
*
UNIT NEWTON METER
JOINT COORDINATES
1 0 0
2 7.62 0
3 7.62 9.144
4 15.24 0
5 15.24 4.572
6 15.24 9.144
7 22.86 0
8 22.86 12.192
9 30.48 0
10 30.48 4.572
11 30.48 9.144
12 38.10 0
13 38.10 9.144
14 45.72 0
*
MEMBER INCIDENCES
1 1 2; 5 2 4
8 4 7; 11 7 9
14 9 12; 17 12 14
2 1 5; 3 1 3
4 2 3; 6 5 3
7 3 6; 9 7 5
21 4 5; 22 5 6
10 6 8;23 7 8
12 7 10; 13 11 8
24 9 10; 25 10 11
15 10 13; 16 11 13
18 14 10; 19 12 13
20 14 13
MEMBER PROPERTIES
1 TO 25 PRI AX 12.9032E-4
CONSTANT
E 206.84271E9 ALL
MEMBER TRUSS
1 TO 25
*
SUPPORTS
1 PINNED
14 FIXED BUT FX
*
LOADING 1 VERTICAL JOINT LOADS
JOINT LOADS
2 9 FY -4.448222E4
4 7 FY -8.896444E4
12 FY -2.224111E4
*
PERFORM ANALYSIS
UNITS KNS
PRINT MEMBER FORCES LIST 2 5 6 10 12
FINISH
STAAD Output
PAGE NO. 1
1 Static Trusses

****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:30:14 *
* *
****************************************************
1. STAAD PLANE :A PLANE TRUSS
3. *
4. * REFERENCE: ELEMENTARY STRUCTURAL ANALYSIS, NORIS AND WILBUR,
5. * 2ND EDITION, MCGRAW-HILL BOOK COMPANY, PAGE 159,
6. * PROBLEM 4.3 (ORIGINAL DATA IN US CUSTOMAY UNITS)
7. *
10. 1 0 0
11. 2 7.62 0
12. 3 7.62 9.144
13. 4 15.24 0
14. 5 15.24 4.572
15. 6 15.24 9.144
16. 7 22.86 0
17. 8 22.86 12.192
18. 9 30.48 0
19. 10 30.48 4.572
20. 11 30.48 9.144
21. 12 38.10 0
22. 13 38.10 9.144
23. 14 45.72 0
24. *
26. 1 1 2; 5 2 4
27. 8 4 7; 11 7 9
28. 14 9 12; 17 12 14
29. 2 1 5; 3 1 3
30. 4 2 3; 6 5 3
31. 7 3 6; 9 7 5
32. 21 4 5; 22 5 6
33. 10 6 8;23 7 8
34. 12 7 10; 13 11 8
35. 24 9 10; 25 10 11
36. 15 10 13; 16 11 13
37. 18 14 10; 19 12 13
38. 20 14 13
:A PLANE TRUSS -- PAGE NO. 2
* FILE TRUSS03.STD
40. 1 TO 25 PRI AX 12.9032E-4
41. CONSTANT
42. E 206.84271E9 ALL
43. MEMBER TRUSS
44. 1 TO 25
45. *
46. SUPPORTS
47. 1 PINNED
48. 14 FIXED BUT FX
49. *
50. LOADING 1 VERTICAL JOINT LOADS
10 — STAAD.Pro
1 Static Trusses
Static Truss 3

51. JOINT LOADS
52. 2 9 FY -4.448222E4
53. 4 7 FY -8.896444E4
54. 12 FY -2.224111E4
55. *
-----------------------------------
*WARNING- ZERO STIFFNESS IN DIRECTION 6 AT JOINT 1 EQN.NO. 1
LOADS APPLIED OR DISTRIBUTED HERE FROM ELEMENTS WILL BE IGNORED.
THIS MAY BE DUE TO ALL MEMBERS AT THIS JOINT BEING RELEASED OR
EFFECTIVELY RELEASED IN THIS DIRECTION.
* FILE TRUSS03.STD
**WARNING - THERE WERE MORE THAN 12 DOF WITH ZERO STIFFNESS.
THE FIRST 12 ARE LISTED ABOVE.
TOTAL # TRANSLATIONAL= 0 TOTAL # ROTATIONAL= 13
57. UNITS KNS
58. PRINT MEMBER FORCES LIST 2 5 6 10 12
* FILE TRUSS03.STD
-----------------
ALL UNITS ARE -- KNS METE (LOCAL )
2 1 1 190.28 0.00 0.00 0.00 0.00 0.00
5 -190.28 0.00 0.00 0.00 0.00 0.00
5 1 2 -269.52 0.00 0.00 0.00 0.00 0.00
4 269.52 0.00 0.00 0.00 0.00 0.00
6 1 5 -117.08 0.00 0.00 0.00 0.00 0.00
3 117.08 0.00 0.00 0.00 0.00 0.00
10 1 6 202.12 0.00 0.00 0.00 0.00 0.00
8 -202.12 0.00 0.00 0.00 0.00 0.00
12 1 7 23.42 0.00 0.00 0.00 0.00 0.00
10 -23.42 0.00 0.00 0.00 0.00 0.00
59. FINISH
**** DATE= DEC 13,2013 TIME= 12:30:17 ****
1 Static Trusses

* FILE TRUSS03.STD
************************************************************
* *
* *
************************************************************
Static Truss 4
Objective
To find support reactions and member forces due to a joint load in a space truss.
Reference
Beer F. P., and Johnston, E. R., Vector Mechanics for Engineers - Statics, 4th Edition, McGraw –
Hill, Inc., p.216, Problem 6.20.
Problem
The space truss is supported by the six reactions shown. If a horizontal 2,700 N load is applied
at A, determine the reactions and the force in each member.
12 — STAAD.Pro
1 Static Trusses
Static Truss 4

Figure 1-4: Space truss
Comparison
Bv
0 0 none
Bz
2,700 2,700 none
Cx
1,800 1,800 none
Cv
3,375 3,375 none
Dx
1,800 1,800 none
Dv
3,375 3,375 none
Table 1-4: Comparison of support reactions, in N, for static truss no. 4
AB 0 0 none
AC 4,275 4,275 none
Table 1-5: Comparison of member forces, in N, for static truss no. 4
1 Static Trusses

AD 4,275 4,275 none
BC 4,270 4,269 negligible
CD 0 0 none
BD 4,270 4,269 negligible
STAAD Input
STAAD SPACE :A SPACE TRUSS
* FILE: TRUSS04.STD
*
* REFERENCE: VECTOR MECHANICS FOR ENGINEERS - STATICS, BEER AND
* JOHNSTON, 4TH EDITION, MCGRAW-HILL BOOK CO.,
* PAGE 216, PROBLEM 6.20.
*
UNITS NEWTON METER
JOINT COORDINATES
1 1.0 0.0 0.6
2 1.0 0.0 -0.6
3 -0.8 0.0 0.0
4 0.0 1.5 0.0
*
MEMBER INCIDENCES
1 1 4
2 2 4
3 3 4
4 1 2 5
6 3 1
MEMBER PROPERTIES
1 TO 6 PRI AX 0.001
CONSTANTS
E 200.0E9 ALL
MEMBER TRUSS
1 TO 6
*
SUPPORTS
1 FIXED BUT FZ
2 FIXED BUT FZ
3 FIXED BUT FX
*
LOADING 1 HORIZONTAL LOAD
JOINT LOAD
4 FZ 2700.0
PERFORM ANALYSIS
PRINT SUPPORT REACTIONS
PRINT MEMBER FORCES
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:30:18 *
14 — STAAD.Pro
1 Static Trusses
Static Truss 4

* *
****************************************************
1. STAAD SPACE :A SPACE TRUSS
2. * FILE: TRUSS04.STD
3. *
4. * REFERENCE: VECTOR MECHANICS FOR ENGINEERS - STATICS, BEER AND
5. * JOHNSTON, 4TH EDITION, MCGRAW-HILL BOOK CO.,
6. * PAGE 216, PROBLEM 6.20.
7. *
8. UNITS NEWTON METER
10. 1 1.0 0.0 0.6
11. 2 1.0 0.0 -0.6
12. 3 -0.8 0.0 0.0
13. 4 0.0 1.5 0.0
14. *
16. 1 1 4
17. 2 2 4
18. 3 3 4
19. 4 1 2 5
20. 6 3 1
22. 1 TO 6 PRI AX 0.001
23. CONSTANTS
24. E 200.0E9 ALL
25. MEMBER TRUSS
26. 1 TO 6
27. *
28. SUPPORTS
29. 1 FIXED BUT FZ
30. 2 FIXED BUT FZ
31. 3 FIXED BUT FX
32. *
33. LOADING 1 HORIZONTAL LOAD
34. JOINT LOAD
35. 4 FZ 2700.0
* FILE: TRUSS04.STD
-----------------------------------
37. PRINT SUPPORT REACTIONS
SUPPORT REACTION
1 Static Trusses

* FILE: TRUSS04.STD
SUPPORT REACTIONS -UNIT NEWT METE STRUCTURE TYPE = SPACE
-----------------
JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z
1 1 1800.00 3375.00 0.00 0.00 0.00 0.00
2 1 -1800.00 -3375.00 0.00 0.00 0.00 0.00
3 1 0.00 0.00 -2700.00 0.00 0.00 0.00
38. PRINT MEMBER FORCES
MEMBER FORCES
* FILE: TRUSS04.STD
MEMBER END FORCES STRUCTURE TYPE = SPACE
-----------------
ALL UNITS ARE -- NEWT METE (LOCAL )
1 1 1 4275.00 0.00 0.00 0.00 0.00 0.00
4 -4275.00 0.00 0.00 0.00 0.00 0.00
2 1 2 -4275.00 0.00 0.00 0.00 0.00 0.00
4 4275.00 0.00 0.00 0.00 0.00 0.00
3 1 3 0.00 0.00 0.00 0.00 0.00 0.00
4 0.00 0.00 0.00 0.00 0.00 0.00
4 1 1 0.00 0.00 0.00 0.00 0.00 0.00
2 0.00 0.00 0.00 0.00 0.00 0.00
5 1 2 4269.07 0.00 0.00 0.00 0.00 0.00
3 -4269.07 0.00 0.00 0.00 0.00 0.00
6 1 3 -4269.07 0.00 0.00 0.00 0.00 0.00
1 4269.07 0.00 0.00 0.00 0.00 0.00
39. FINISH
**** DATE= DEC 13,2013 TIME= 12:30:21 ****
* FILE: TRUSS04.STD
************************************************************
* *
* *
************************************************************
Static Truss 5
Objective
To find support reactions due to joint loads in a plane truss.
Reference
McCormack, J.C. Structural Analysis, Intext Educational Publishers, 3rd Edition, 1975.
16 — STAAD.Pro
1 Static Trusses
Static Truss 5

Problem
Find the vertical support reactions of the truss.
E = 30,000.0 ksi
A = 100 in2
Loads as shown.
Comparison
R1
-76.7 -76.67 none
R4
346.7 346.67 none
R9
30 30 none
STAAD Input
STAAD TRUSS :A PLANE TRUSS
* FILE: TRUSS05.STD
*
* REFERENCE: MCCORMAC, J.C.,"STRUCTURAL ANALYSIS", INTEXT
* EDUCATIONAL PUBLISHERS, NEW YORK, 3RD EDITION, 1975.
*
INPUT WIDTH 72
UNIT FEET KIP
JOINT COORDINATES
1 0. 0. 0.; 2 30. 0. 0.; 3 60. 0. 0.; 4 90. 0. 0.; 5 120. 0. 0.
6 150. 0. 0.; 7 180. 0. 0.; 8 210. 0. 0.; 9 240. 0. 0.; 10 0. 20. 0.
11 30. 20. 0.; 12 60. 20. 0.; 13 90. 20. 0.; 14 120. 20. 0.
15 150. 20. 0.; 16 180. 20. 0.; 17 210. 20. 0.; 18 240. 20. 0.
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 10 11
10 11 12; 11 12 13; 12 13 14; 13 14 15; 14 16 17; 15 17 18; 16 1 10
17 10 2; 18 2 11; 19 11 3; 20 3 12; 21 12 4; 22 4 13; 23 13 5; 24 5 14
25 14 6; 26 6 15; 27 15 7; 28 7 16; 29 16 8; 30 8 17; 31 17 9; 32 9 18
UNIT INCHES KIP
MEMBER PROPERTY AMERICAN
1 TO 32 PRI AX 100.
* MEMBER TRUSS
* 1 TO 32
CONSTANTS
E 30000. ALL
1 Static Trusses

SUPPORTS
1 PINNED
4 9 FIXED BUT FX MZ
LOAD 1 POINT LOADS AT SPECIFIC JOINTS
JOINT LOAD
6 TO 8 FY -60.
3 FY -80.
2 FY -40.
PERFORM ANALYSIS
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:30:21 *
* *
****************************************************
1. STAAD TRUSS :A PLANE TRUSS
3. *
4. * REFERENCE: MCCORMAC, J.C.,"STRUCTURAL ANALYSIS", INTEXT
5. * EDUCATIONAL PUBLISHERS, NEW YORK, 3RD EDITION, 1975.
6. *
7. INPUT WIDTH 72
8. UNIT FEET KIP
10. 1 0. 0. 0.; 2 30. 0. 0.; 3 60. 0. 0.; 4 90. 0. 0.; 5 120. 0. 0.
11. 6 150. 0. 0.; 7 180. 0. 0.; 8 210. 0. 0.; 9 240. 0. 0.; 10 0. 20. 0.
12. 11 30. 20. 0.; 12 60. 20. 0.; 13 90. 20. 0.; 14 120. 20. 0.
13. 15 150. 20. 0.; 16 180. 20. 0.; 17 210. 20. 0.; 18 240. 20. 0.
15. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 10 11
16. 10 11 12; 11 12 13; 12 13 14; 13 14 15; 14 16 17; 15 17 18; 16 1 10
17. 17 10 2; 18 2 11; 19 11 3; 20 3 12; 21 12 4; 22 4 13; 23 13 5; 24 5 14
18. 25 14 6; 26 6 15; 27 15 7; 28 7 16; 29 16 8; 30 8 17; 31 17 9; 32 9 18
19. UNIT INCHES KIP
20. MEMBER PROPERTY AMERICAN
21. 1 TO 32 PRI AX 100.
22. * MEMBER TRUSS
23. * 1 TO 32
24. CONSTANTS
25. E 30000. ALL
26. SUPPORTS
27. 1 PINNED
28. 4 9 FIXED BUT FX MZ
29. LOAD 1 POINT LOADS AT SPECIFIC JOINTS
30. JOINT LOAD
31. 6 TO 8 FY -60.
32. 3 FY -80.
33. 2 FY -40.
* FILE: TRUSS05.STD
18 — STAAD.Pro
1 Static Trusses
Static Truss 5

-----------------------------------
SUPPORT REACTION
* FILE: TRUSS05.STD
SUPPORT REACTIONS -UNIT KIP INCH STRUCTURE TYPE = TRUSS
-----------------
1 1 0.00 -76.67 0.00 0.00 0.00 0.00
4 1 0.00 346.67 0.00 0.00 0.00 0.00
9 1 0.00 30.00 0.00 0.00 0.00 0.00
36. FINISH
**** DATE= DEC 13,2013 TIME= 12:30:24 ****
* FILE: TRUSS05.STD
************************************************************
* *
* *
************************************************************
Static Truss 6
Objective
To find support reactions due to joint loads in a plane truss.
Reference
McCormack, J.C., Structural Analysis, Intext Educational Publishers, 3rd Edition, 1975.
Problem
Find the vertical and horizontal reactions at the supports of the truss.
E = 30,000.0 ksi. A = 100 in2. Loads as shown.
1 Static Trusses

Comparison
Horizontal, R1
34.3 34.29 none
Vertical, R1
11.5 11.49 none
Horizontal, R2
36.0 36.0 none
Vertical, R2
-31.7 -31.67 none
STAAD Input
* FILE TRUSS06.STD
*
* REFERENCE: MCCORMAC, J.C.,"STRUCTURAL ANALYSIS", INTEXT
* EDUCATIONAL PUBLISHERS, NEW YORK, 3RD EDITION, 1975.
*
INPUT WIDTH 72
UNIT FEET KIP
JOINT COORDINATES
1 0. 0. 0.; 2 0. 60. 0.; 3 12.5 60. 0.; 4 0. 15. 0.; 5 0. 30. 0.
6 0. 45. 0.; 7 9.375 45. 0.; 8 6.25 30. 0.; 9 3.125 15. 0.
10 50. 90. 0.; 11 100. 90. 0.; 12 50. 75. 0.; 13 25. 75. 0.
14 66.667 90. 0.; 15 83.333 90. 0.; 16 83.333 85. 0.; 17 66.667 80. 0.
18 31.25 67.5 0.; 19 200. 0. 0.; 20 200. 60. 0.; 21 187.5 60. 0.
22 200. 15. 0.; 23 200. 30. 0.; 24 200. 45. 0.; 25 190.625 45. 0.
26 193.75 30. 0.; 27 196.875 15. 0.; 28 150. 90. 0.; 29 150. 75. 0.
30 175. 75. 0.; 31 133.333 90. 0.; 32 116.667 90. 0.; 33 116.667 85. 0.
34 133.333 80. 0.; 35 168.75 67.5 0.
20 — STAAD.Pro
1 Static Trusses
Static Truss 6

MEMBER INCIDENCES
1 1 4; 2 2 3; 3 3 7; 4 4 5; 5 5 6; 6 6 2; 7 7 8; 8 8 9; 9 9 1; 10 4 9
11 9 5; 12 5 8; 13 8 6; 14 6 7; 15 7 2; 16 2 13; 17 10 14; 18 11 16
19 12 18; 20 13 10; 21 14 15; 22 15 11; 23 16 17; 24 17 12; 25 18 3
26 3 13; 27 13 18; 28 13 12; 29 12 10; 30 10 17; 31 17 14; 32 14 16
33 16 15; 34 19 22; 35 20 21; 36 21 25; 37 22 23; 38 23 24; 39 24 20
40 25 26; 41 26 27; 42 27 19; 43 22 27; 44 27 23; 45 23 26; 46 26 24
47 24 25; 48 25 20; 49 20 30; 50 28 31; 51 11 33; 52 29 35; 53 30 28
54 31 32; 55 32 11; 56 33 34; 57 34 29; 58 35 21; 59 21 30; 60 30 35
61 30 29; 62 29 28; 63 28 34; 64 34 31; 65 31 33; 66 33 32
UNIT INCHES KIP
1 TO 66 PRI AX 100.
CONSTANTS
E 30000. ALL
SUPPORTS
1 19 PINNED
UNIT FEET KIP
LOAD 1 JOINT LOADS AT SPECIFIC NODES
JOINT LOAD
11 14 15 31 32 FY -10.
10 28 FY -5.
4 TO 6 FX 4.
2 FX 2.0
2 10 FX 1.5435
13 FX 3.0870
2 10 FY -2.5725
13 FY -5.145
PERFORM ANALYSIS
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:30:24 *
* *
****************************************************
3. *
4. * REFERENCE: MCCORMAC, J.C.,"STRUCTURAL ANALYSIS", INTEXT
5. * EDUCATIONAL PUBLISHERS, NEW YORK, 3RD EDITION, 1975.
6. *
7. INPUT WIDTH 72
8. UNIT FEET KIP
10. 1 0. 0. 0.; 2 0. 60. 0.; 3 12.5 60. 0.; 4 0. 15. 0.; 5 0. 30. 0.
11. 6 0. 45. 0.; 7 9.375 45. 0.; 8 6.25 30. 0.; 9 3.125 15. 0.
12. 10 50. 90. 0.; 11 100. 90. 0.; 12 50. 75. 0.; 13 25. 75. 0.
13. 14 66.667 90. 0.; 15 83.333 90. 0.; 16 83.333 85. 0.; 17 66.667 80. 0.
14. 18 31.25 67.5 0.; 19 200. 0. 0.; 20 200. 60. 0.; 21 187.5 60. 0.
15. 22 200. 15. 0.; 23 200. 30. 0.; 24 200. 45. 0.; 25 190.625 45. 0.
16. 26 193.75 30. 0.; 27 196.875 15. 0.; 28 150. 90. 0.; 29 150. 75. 0.
17. 30 175. 75. 0.; 31 133.333 90. 0.; 32 116.667 90. 0.; 33 116.667 85. 0.
1 Static Trusses

18. 34 133.333 80. 0.; 35 168.75 67.5 0.
20. 1 1 4; 2 2 3; 3 3 7; 4 4 5; 5 5 6; 6 6 2; 7 7 8; 8 8 9; 9 9 1; 10 4 9
21. 11 9 5; 12 5 8; 13 8 6; 14 6 7; 15 7 2; 16 2 13; 17 10 14; 18 11 16
22. 19 12 18; 20 13 10; 21 14 15; 22 15 11; 23 16 17; 24 17 12; 25 18 3
23. 26 3 13; 27 13 18; 28 13 12; 29 12 10; 30 10 17; 31 17 14; 32 14 16
24. 33 16 15; 34 19 22; 35 20 21; 36 21 25; 37 22 23; 38 23 24; 39 24 20
25. 40 25 26; 41 26 27; 42 27 19; 43 22 27; 44 27 23; 45 23 26; 46 26 24
26. 47 24 25; 48 25 20; 49 20 30; 50 28 31; 51 11 33; 52 29 35; 53 30 28
27. 54 31 32; 55 32 11; 56 33 34; 57 34 29; 58 35 21; 59 21 30; 60 30 35
28. 61 30 29; 62 29 28; 63 28 34; 64 34 31; 65 31 33; 66 33 32
29. UNIT INCHES KIP
31. 1 TO 66 PRI AX 100.
32. CONSTANTS
33. E 30000. ALL
34. SUPPORTS
35. 1 19 PINNED
36. UNIT FEET KIP
37. LOAD 1 JOINT LOADS AT SPECIFIC NODES
38. JOINT LOAD
* FILE TRUSS06.STD
39. 11 14 15 31 32 FY -10.
40. 10 28 FY -5.
41. 4 TO 6 FX 4.
42. 2 FX 2.0
43. 2 10 FX 1.5435
44. 13 FX 3.0870
45. 2 10 FY -2.5725
46. 13 FY -5.145
-----------------------------------
SUPPORT REACTION
* FILE TRUSS06.STD
SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = TRUSS
-----------------
1 1 11.49 34.29 0.00 0.00 0.00 0.00
19 1 -31.67 36.00 0.00 0.00 0.00 0.00
49. FINISH
**** DATE= DEC 13,2013 TIME= 12:30:27 ****
* FILE TRUSS06.STD
************************************************************
22 — STAAD.Pro
1 Static Trusses
Static Truss 6

* *
* *
************************************************************
Plane Truss: Support Reactions Due to a Joint Load
Objective
To find the support reactions due to a joint load in a plane truss.
Reference
Timoshenko, S., Strength of Materials, Part 1, D. Van Nostrand Co., Inc., 3rd edition, 1956, p.346,
problem 3.
Problem
Determine the horizontal reaction at support 4 of the system.
Comparison
Result Type Theory
STAAD
Basic Solver
STAAD
Advanced Solver
R4
8.77 8.77 8.77
Table 1-8: Comparison of Support Reaction, in kips, for verification problem
no. 1
1 Static Trusses

STAAD Input
STAAD TRUSS VERIFICATION PROBLEM NO. 1
*
* REFERENCE `STRENGTH OF MATERIALS' PART-1 BY S. TIMOSHENKO
* PAGE 346 PROBLEM NO. 3. THE ANSWER IS REACTION = 0.877P.
* THEREFORE IF P=10, REACTION = 8.77
*
UNITS INCH KIP
JOINT COORD
1 0. 0. ; 2 150. 100. ; 3 150. 50. ; 4 300. 0.
MEMBER INCI
1 1 2 ; 2 1 3 ; 3 2 3 ; 4 2 4 ; 5 3 4
MEMB PROP
1 4 PRIS AX 5.0 ; 2 5 PRIS AX 3.0 ; 3 PRIS AX 2
CONSTANT
E 30000. ALL
POISSON STEEL ALL
SUPPORT ; 1 4 PINNED
LOADING 1
JOINT LOAD ; 2 FY -10.
PERFORM ANALYSIS
PRINT REACTION
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:30:30 *
* *
****************************************************
1. STAAD TRUSS VERIFICATION PROBLEM NO. 1
INPUT FILE: VER01.STD
2. *
3. * REFERENCE `STRENGTH OF MATERIALS' PART-1 BY S. TIMOSHENKO
4. * PAGE 346 PROBLEM NO. 3. THE ANSWER IS REACTION = 0.877P.
5. * THEREFORE IF P=10, REACTION = 8.77
6. *
7. UNITS INCH KIP
8. JOINT COORD
9. 1 0. 0. ; 2 150. 100. ; 3 150. 50. ; 4 300. 0.
10. MEMBER INCI
11. 1 1 2 ; 2 1 3 ; 3 2 3 ; 4 2 4 ; 5 3 4
12. MEMB PROP
13. 1 4 PRIS AX 5.0 ; 2 5 PRIS AX 3.0 ; 3 PRIS AX 2
14. CONSTANT
15. E 30000. ALL
16. POISSON STEEL ALL
17. SUPPORT ; 1 4 PINNED
18. LOADING 1
19. JOINT LOAD ; 2 FY -10.
-----------------------------------
24 — STAAD.Pro
1 Static Trusses
Static Truss 6

VERIFICATION PROBLEM NO. 1 -- PAGE NO. 2
*
21. PRINT REACTION
REACTION
*
SUPPORT REACTIONS -UNIT KIP INCH STRUCTURE TYPE = TRUSS
-----------------
1 1 8.77 5.00 0.00 0.00 0.00 0.00
4 1 -8.77 5.00 0.00 0.00 0.00 0.00
22. FINISH
**** DATE= DEC 13,2013 TIME= 12:30:33 ****
*
************************************************************
* *
* *
************************************************************
Plane Truss Joint Deflection
Objective
To find the joint deflection due to joint loads in a plane truss.
Reference
McCormack, J. C., “Structural Analysis,” Intext Educational Publishers, 3rd edition, 1975, page 271,
example 18 - 2.
Problem
Determine the vertical deflection at point 5 of plane truss structure shown in the figure.
1 Static Trusses

Figure 1-8: Plane truss model
Given
P = 20 kip
Truss width = 4 spaces at 15 ft = 60 ft
Truss height = 15 ft
AX 1-4
= 1 in2, AX 5-6
= 2 in2, AX 7-8
=1.5 in2,
AX 9-11B
= 3 in2P, AX 12-13
= 4 in2
E = 30E3 ksi
Comparison
Result Type Theory
STAAD
Basic Solver
STAAD
Advanced Solver
δ5
(in.) 2.63 2.63 2.63
Table 1-9: Comparison of deflection (δ) for verification problem no. 7
STAAD Input
STAAD TRUSS VERIFICATION PROBLEM NO. 7
*
* REFERENCE 'STRUCTURAL ANALYSIS' BY JACK McCORMACK, PAGE
* 271 EXAMPLE 18-2. ANSWER - Y-DISP AT JOINT 5 = 2.63 INCH
*
UNIT FT KIP
JOINT COORD
1 0 0 0 5 60 0 0
6 15. 7.5 ; 7 30. 15. ; 8 45. 7.5
MEMB INCI
1 2 6 ; 2 3 4 ; 3 4 8 ; 4 4 5 ; 5 1 2
6 2 3 ; 7 3 6 ; 8 3 8 ; 9 3 7
10 1 6 ; 11 5 8 ; 12 6 7 13
UNIT INCH
MEMB PROP
1 TO 4 PRI AX 1.0
26 — STAAD.Pro
1 Static Trusses
Static Truss 6

5 6 PRIS AX 2.
7 8 PRI AX 1.5
9 10 11 PRI AX 3.
12 13 PRI AX 4.
CONSTANT
E 30E3 ALL
POISSON STEEL ALL
SUPPORT
1 PINNED ; 3 FIXED BUT FX MZ
LOAD 1 VERTICAL LOAD
JOINT LOAD
2 4 5 FY -20.0
PERFORM ANALYSIS
PRINT DISPLACEMENTS
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:30:48 *
* *
****************************************************
1. STAAD TRUSS VERIFICATION PROBLEM NO. 7
2. *
3. * REFERENCE 'STRUCTURAL ANALYSIS' BY JACK MCCORMACK, PAGE
4. * 271 EXAMPLE 18-2. ANSWER - Y-DISP AT JOINT 5 = 2.63 INCH
5. *
6. UNIT FT KIP
7. JOINT COORD
8. 1 0 0 0 5 60 0 0
9. 6 15. 7.5 ; 7 30. 15. ; 8 45. 7.5
10. MEMB INCI
11. 1 2 6 ; 2 3 4 ; 3 4 8 ; 4 4 5 ; 5 1 2
12. 6 2 3 ; 7 3 6 ; 8 3 8 ; 9 3 7
13. 10 1 6 ; 11 5 8 ; 12 6 7 13
14. UNIT INCH
15. MEMB PROP
16. 1 TO 4 PRI AX 1.0
17. 5 6 PRIS AX 2.
18. 7 8 PRI AX 1.5
19. 9 10 11 PRI AX 3.
20. 12 13 PRI AX 4.
21. CONSTANT
22. E 30E3 ALL
23. POISSON STEEL ALL
24. SUPPORT
25. 1 PINNED ; 3 FIXED BUT FX MZ
26. LOAD 1 VERTICAL LOAD
27. JOINT LOAD
28. 2 4 5 FY -20.0
*
1 Static Trusses

-----------------------------------
30. PRINT DISPLACEMENTS
DISPLACE
*
JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = TRUSS
------------------
JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN
1 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
2 1 -0.12000 0.18000 0.00000 0.00000 0.00000 0.00000
3 1 -0.24000 0.00000 0.00000 0.00000 0.00000 0.00000
4 1 -0.48000 -0.89516 0.00000 0.00000 0.00000 0.00000
5 1 -0.72000 -2.63033 0.00000 0.00000 0.00000 0.00000
6 1 -0.00820 0.24000 0.00000 0.00000 0.00000 0.00000
7 1 0.29758 -0.12000 0.00000 0.00000 0.00000 0.00000
8 1 0.06578 -0.83516 0.00000 0.00000 0.00000 0.00000
31. FINISH
**** DATE= DEC 13,2013 TIME= 12:30:51 ****
*
************************************************************
* *
* *
************************************************************
Deflection and stress of a truss system
Objective
To find the joint deflection and member stress due to a joint load in a plane truss.
Reference
Timoshenko, S., Strength of Materials, Part 1, D. Van Nostrand Co., Inc., 3rd edition, 1956, page 10,
problem 2.
Problem
Determine the vertical deflection at point A and the member stresses
AX
= 0.5 in2
E = 30E6 psi
P = 5000 lbf
28 — STAAD.Pro
1 Static Trusses
Static Truss 6

L = 180 in.
angle = 30°
Figure 1-9: Model of two member truss
Comparison
Result Type Theory
STAAD
Basic Solver
STAAD
Advanced Solver
σA
(psi) 10,000. 10,000. 10,000.
δA
(in) 0.12 0.12 0.12
Table 1-10: Comparison of stress (σ) and Deflection (δ) for verification
problem 12
STAAD Input
STAAD TRUSS VERIFICATION PROBLEM NO 12
*
* THIS EXAMPLE IS TAKEN FROM 'STRENGTH OF MATERIALS'
* (PART 1) BY TIMOSHENKO, PAGE 10 PROB 2.
* THE ANSWER IN THE BOOK , DEFLECTION = 0.12 INCH
* AND STRESS =10000 PSI
*
UNIT INCH POUND
JOINT COORD
1 0. 0. ; 2 155.88457 -90. ; 3 311.76914 0.
MEMB INCI ; 1 1 2 2
MEMB PROP
1 2 PRIS AX 0.5
CONSTANT
E 30E6
POISSON 0.15 ALL
SUPPORT ; 1 3 PINNED
LOAD 1 VERT LOAD
JOINT LOAD ; 2 FY -5000.
PERFORM ANALYSIS
PRINT DISPLACEMENTS
PRINT STRESSES
FINISH
1 Static Trusses

STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:31: 4 *
* *
****************************************************
1. STAAD TRUSS VERIFICATION PROBLEM NO 12
2. *
3. * THIS EXAMPLE IS TAKEN FROM 'STRENGTH OF MATERIALS'
4. * (PART 1) BY TIMOSHENKO, PAGE 10 PROB 2.
5. * THE ANSWER IN THE BOOK , DEFLECTION = 0.12 INCH
6. * AND STRESS =10000 PSI
7. *
8. UNIT INCH POUND
9. JOINT COORD
10. 1 0. 0. ; 2 155.88457 -90. ; 3 311.76914 0.
11. MEMB INCI ; 1 1 2 2
12. MEMB PROP
13. 1 2 PRIS AX 0.5
14. CONSTANT
15. E 30E6
16. POISSON 0.15 ALL
17. SUPPORT ; 1 3 PINNED
18. LOAD 1 VERT LOAD
19. JOINT LOAD ; 2 FY -5000.
-----------------------------------
VERIFICATION PROBLEM NO 12 -- PAGE NO. 2
*
21. PRINT DISPLACEMENTS
DISPLACE
*
JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = TRUSS
------------------
1 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
2 1 0.00000 -0.12000 0.00000 0.00000 0.00000 0.00000
3 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
22. PRINT STRESSES
STRESSES
30 — STAAD.Pro
1 Static Trusses
Static Truss 6

*
MEMBER STRESSES
---------------
1 1 .0 10000.0 T 0.0 0.0 10000.0 0.0 0.0
1.0 10000.0 T 0.0 0.0 10000.0 0.0 0.0
2 1 .0 10000.0 T 0.0 0.0 10000.0 0.0 0.0
1.0 10000.0 T 0.0 0.0 10000.0 0.0 0.0
23. FINISH
**** DATE= DEC 13,2013 TIME= 12:31: 6 ****
*
************************************************************
* *
* *
************************************************************
Static Truss 7
Objective
To find member forces due to a thermal load in a plane truss.
Reference
Gere J. M., and Timoshenko, S. P., Mechanics of Materials, 2nd Edition, PWS Engineering, p.21,
Problem 2.6 - 23.
Problem
A symmetric, three-bar truss ABCD undergoes a temperature increase of 20°C in the two outer
bars and 70°C in the middle bar. Calculate the forces F1
and F2
in the bars.
E = 200 GPa
α = 14( 10)-6 / °C
A = 900 mm2
1 Static Trusses

Figure 1-10: Plane truss subject to differential thermal loading
Comparison
F1
22,100 22,143 0.2% (negligible)
F2
-31,300 -31,315 0.1% (negligible)
Table 1-11: Comparison of member forces, in N, for static truss no. 7
STAAD Input
* FILE: TRUSS10.STD
* REFERENCE: MECHANICS OF MATERIALS, GERE AND TIMOSHENKO, 2ND EDITION
* PWS ENGINEERING, PAGE 121, PROBLEM 2.6-23
*
UNITS NEWTON METER
JOINT COORDINATES
1 -2.12132 2.12132
2 0.0 2.12132
3 2.12132 2.12132
4 0.0 0.0
*
MEMBER INCIDENCES
1 1 4
2 2 4
3 3 4
UNIT NEWTON MMS
MEMBER PROPERTIES
1 TO 3 PRI AX 900
UNIT NEWTON METER
CONSTANTS
E 200.0E9 ALL
ALPHA 14.0E-6 ALL
32 — STAAD.Pro
1 Static Trusses
Static Truss 7

*
SUPPORTS
1 2 3 PINNED
*
LOADING 1 TEMPERATURE LOAD
TEMPERATURE LOAD
1 3 TEMP 20 800
2 TEMP 70
PERFORM ANALYSIS
PRINT MEMBER FORCES
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:30:27 *
* *
****************************************************
3. * REFERENCE: MECHANICS OF MATERIALS, GERE AND TIMOSHENKO, 2ND EDITION
4. * PWS ENGINEERING, PAGE 121, PROBLEM 2.6-23
5. *
6. UNITS NEWTON METER
8. 1 -2.12132 2.12132
9. 2 0.0 2.12132
10. 3 2.12132 2.12132
11. 4 0.0 0.0
12. *
14. 1 1 4
15. 2 2 4
16. 3 3 4
17. UNIT NEWTON MMS
19. 1 TO 3 PRI AX 900
21. CONSTANTS
22. E 200.0E9 ALL
23. ALPHA 14.0E-6 ALL
24. *
25. SUPPORTS
26. 1 2 3 PINNED
27. *
28. LOADING 1 TEMPERATURE LOAD
29. TEMPERATURE LOAD
30. 1 3 TEMP 20 800
31. 2 TEMP 70
* FILE: TRUSS10.STD
1 Static Trusses

-----------------------------------
33. PRINT MEMBER FORCES
MEMBER FORCES
* FILE: TRUSS10.STD
MEMBER END FORCES STRUCTURE TYPE = TRUSS
-----------------
ALL UNITS ARE -- NEWT METE (LOCAL )
1 1 1 -22142.72 0.00 0.00 0.00 0.00 0.00
4 22142.72 0.00 0.00 0.00 0.00 0.00
2 1 2 31314.54 0.00 0.00 0.00 0.00 0.00
4 -31314.54 0.00 0.00 0.00 0.00 0.00
3 1 3 -22142.72 0.00 0.00 0.00 0.00 0.00
4 22142.72 0.00 0.00 0.00 0.00 0.00
34. FINISH
**** DATE= DEC 13,2013 TIME= 12:30:30 ****
* FILE: TRUSS10.STD
************************************************************
* *
* *
************************************************************
34 — STAAD.Pro
1 Static Trusses
Static Truss 7

2
Static Beams
Static Beam 1 35
Static Beam 2 39
Static Beam 3 43
Static Beam 4 47
Static Beam 5 53
Static Beam 6 56
Static Beam 7 59
Static Beam 8 62
Static Beam 9 65
Static Beam 11 72
Static Beam 12 75
Static Beam 13 78
Static Beam 15 87
Static Beam 1
Objective
To find the deflection and support reactions due to a trapezoidally varying load applied on part
of the span of a pinned-fixed beam.
Reference
Hand calculation using the following reference:
Roark's Formulas for Stress and Strain, Warren C. Young, 6th edition, McGraw-Hill, Table 3, Case
(2c), p.103
Problem
The beam in the following geometric, load, and section properties: a = 3 m, b =4.5 m, wa
= 4
KN/m, wl
= 7 KN/m, IZ
=5,000 cm4, E = 200 KN/mm2.

Figure 2-1: Simple supported beam with partial, trapezoidal load
Comparison
OA
(radians) 0.0020 0.0020 none
RA
(kN) 3.2886 3.2886 none
RB
(kN) 21.461 21.461 none
MB
(kN·m) 25.9605 25.9605 none
Table 2-1: Comparison of results for static beam no. 1
Where
RA
= Vertical reaction at A
OA
= Rotation at A
RB
= Vertical reaction at B
MB
= Moment at B
Note: In the STAAD model, two load cases are used. In case 1, the load is applied using the
"MEMBER LOAD - TRAP" option. In case 2, the load is applied using a combination of
"MEMBER LOAD - UNI" and "MEMBER LOAD - LIN" options. Both cases yield identical results.
Theoretical Solution
( ) ( )
R l a l a l a l a
= ( − ) 3 + + ( − ) 4 +
A
W
l
W W
l
8
3 −
40
3
a l a
3 3
( ) ( )
O l a l a l a l a
= ( − ) + 3 − ( − ) 2 + 3
A
W
EIl
W W
EIl
−
48
3 −
240
3
a l a
( )
R l a R
= − −
B
W W
A
−
2
a l
M R l l a l a
= − ( − ) − ( − )
B A
W W W
2
2 −
6
2
a l a
Where
l = a + b
36 — STAAD.Pro
2 Static Beams
Static Beam 1

STAAD Input
STAAD PLANE REACTIONS AND DISPLACEMENTS OF A PINNED-FIXED BEAM
*
* FILE : BEAM01.STD
*
* REFERENCE : ROARK'S FORMULAS FOR STRESS & STRAIN
* WARREN C. YOUNG, 6TH EDITION, MCGRAW-HILL
*
* TABLE 3, CASE (2C), LOAD ON PARTIAL SPAN
*
UNIT KNS METER
JOINT COORD
1 0 0 0 ; 2 3 0 0 ; 3 7.5 0 0
*
MEMBER INCI
1 1 2 2
*
UNIT CMS
MEMBER PROP
1 2 PRIS AX 50 IZ 5000
*
UNIT METER
CONSTANT
E 200E6 ALL
POISS STEEL ALL
*
SUPPORT
1 PINNED
3 FIXED
*
LOAD 1
MEMBER LOAD
2 TRAP GY -4.0 -7.0
*
LOAD 2
MEMBER LOAD
2 UNI GY -4
2 LIN GY 0 -3
*
PERFORM ANALYSIS
*
PRINT JOINT DISP
*
UNIT NEWTON
PRINT SUPP REAC
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:27:32 *
* *
****************************************************
1. STAAD PLANE REACTIONS AND DISPLACEMENTS OF A PINNED-FIXED BEAM
2 Static Beams

INPUT FILE: BEAM01.STD
2. *
3. * FILE : BEAM01.STD
4. *
5. * REFERENCE : ROARK'S FORMULAS FOR STRESS &AMP; STRAIN
6. * WARREN C. YOUNG, 6TH EDITION, MCGRAW-HILL
7. *
8. * TABLE 3, CASE (2C), LOAD ON PARTIAL SPAN
9. *
10. UNIT KNS METER
11. JOINT COORD
12. 1 0 0 0 ; 2 3 0 0 ; 3 7.5 0 0
13. *
14. MEMBER INCI
15. 1 1 2 2
16. *
17. UNIT CMS
18. MEMBER PROP
19. 1 2 PRIS AX 50 IZ 5000
20. *
21. UNIT METER
22. CONSTANT
23. E 200E6 ALL
24. POISS STEEL ALL
25. *
26. SUPPORT
27. 1 PINNED
28. 3 FIXED
29. *
30. LOAD 1
31. MEMBER LOAD
32. 2 TRAP GY -4.0 -7.0
33. *
34. LOAD 2
35. MEMBER LOAD
36. 2 UNI GY -4
37. 2 LIN GY 0 -3
38. *
REACTIONS AND DISPLACEMENTS OF A PINNED-FIXED BEAM -- PAGE NO. 2
*
-----------------------------------
40. *
41. PRINT JOINT DISP
JOINT DISP
*
JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = PLANE
------------------
1 1 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0020
2 0.0000 0.0000 0.0000 0.0000 0.0000 -0.0020
2 1 0.0000 -0.4626 0.0000 0.0000 0.0000 -0.0006
2 0.0000 -0.4626 0.0000 0.0000 0.0000 -0.0006
38 — STAAD.Pro
2 Static Beams
Static Beam 1

3 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
42. *
43. UNIT NEWTON
44. PRINT SUPP REAC
SUPP REAC
*
SUPPORT REACTIONS -UNIT NEWT METE STRUCTURE TYPE = PLANE
-----------------
1 1 0.00 3288.60 0.00 0.00 0.00 0.00
2 0.00 3288.60 0.00 0.00 0.00 0.00
3 1 0.00 21461.40 0.00 0.00 0.00 -25960.50
2 0.00 21461.40 0.00 0.00 0.00 -25960.50
45. FINISH
**** DATE= DEC 13,2013 TIME= 12:27:35 ****
*
************************************************************
* *
* *
************************************************************
Static Beam 2
Objective
To find the support reactions due to a temperature loads applied on a fixed-fixed beam.
Reference
Matrix Analysis of Framed Structures, 3rd edition, W.Weaver Jr. & J.M.Gere, Van Nostrand Reinhold,
Table B2, Appendix B, p.500
Problem
The beam in the following geometric, load, and section properties: L = 7.5 m, T = 40° F, T2
, T1
=
50° F, α = 11.7(10)-6/°F, d = 30 cm, IZ
= 5,000 cm4, E =200 KN/mm2.
2 Static Beams

Figure 2-2: Fixed support beam with temperature load
Comparison
Horizontal Reaction at Node A (kN) 468 468 none
Moment at Node A (kN·m) 19.5 19.5 none
Note: In the STAAD model, two load cases are used. In case 1, the uniform expansion is
applied. In case 2, the temperature change between top and bottom flanges is applied.
Horizontal reactions due to case 1 loads:
RA
= - RB
= EAαΔT = [200(10)6]· [50(10)-4]· [11.7(10)-6]· (40) = 468 kN
Moment reactions due to case 2 loads:
⋅






⋅





⋅




( )
M M kN m
= − = = = 19.5
A B
αEI T
d
∆
11.7(10) 200(10) 5, 000(10) 50
0.3
−6 −6 −8
STAAD Input
STAAD PLANE TEMPERATURE LOAD ON A FIXED-FIXED BEAM
*
* FILE : BEAM02.STD
*
* REFERENCE : MATRIX ANALYSIS OF FRAMED STRUCTURES
* GERE & WEAVER, 3RD EDITION, VAN NOSTRAND REINHOLD
*
* TABLE B-2, APPENDIX B, PAGE 500
*
UNIT KNS METER
40 — STAAD.Pro
2 Static Beams
Static Beam 2

JOINT COORD
1 0 0 0 ; 2 3 0 0 ; 3 7.5 0 0
*
MEMBER INCI
1 1 2 2
*
UNIT CMS
MEMBER PROP
1 2 PRIS AX 50 IZ 5000 YD 30
*
UNIT METER
CONSTANT
E 200E6 ALL
POISS STEEL ALL
ALPHA 11.7E-6 ALL
*
SUPPORT
1 FIXED
3 FIXED
*
LOAD 1
TEMPERATURE LOAD
1 2 TEMP 40
*
LOAD 2
TEMPERATURE LOAD
1 2 TEMP 0 50
*
PERFORM ANALYSIS
*
PRINT SUPP REAC
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:27:35 *
* *
****************************************************
1. STAAD PLANE TEMPERATURE LOAD ON A FIXED-FIXED BEAM
2. *
4. *
5. * REFERENCE : MATRIX ANALYSIS OF FRAMED STRUCTURES
6. * GERE &AMP; WEAVER, 3RD EDITION, VAN NOSTRAND REINHOLD
7. *
8. * TABLE B-2, APPENDIX B, PAGE 500
9. *
10. UNIT KNS METER
11. JOINT COORD
12. 1 0 0 0 ; 2 3 0 0 ; 3 7.5 0 0
13. *
14. MEMBER INCI
15. 1 1 2 2
16. *
2 Static Beams

17. UNIT CMS
18. MEMBER PROP
19. 1 2 PRIS AX 50 IZ 5000 YD 30
20. *
21. UNIT METER
22. CONSTANT
23. E 200E6 ALL
24. POISS STEEL ALL
25. ALPHA 11.7E-6 ALL
26. *
27. SUPPORT
28. 1 FIXED
29. 3 FIXED
30. *
31. LOAD 1
33. 1 2 TEMP 40
34. *
35. LOAD 2
37. 1 2 TEMP 0 50
38. *
TEMPERATURE LOAD ON A FIXED-FIXED BEAM -- PAGE NO. 2
*
-----------------------------------
40. *
41. PRINT SUPP REAC
SUPP REAC
*
SUPPORT REACTIONS -UNIT KNS METE STRUCTURE TYPE = PLANE
-----------------
1 1 468.00 0.00 0.00 0.00 0.00 0.00
2 0.00 0.00 0.00 0.00 0.00 -19.50
3 1 -468.00 0.00 0.00 0.00 0.00 0.00
2 0.00 0.00 0.00 0.00 0.00 19.50
42. FINISH
**** DATE= DEC 13,2013 TIME= 12:27:38 ****
*
************************************************************
* *
* *
42 — STAAD.Pro
2 Static Beams
Static Beam 2

************************************************************
Static Beam 3
Objective
To find the twist at the free end of a hollow tapered shaft of uniform thickness.
Reference
Mechanics of Materials, F.P.Beer & E.R.Johnston, 1981, McGraw-Hill Review Problem 3.120, Page
149.
Problem
The beam in the following figure which has the following geometric, load, and section properties:
L = 2 m, outside diameter at fixed end = 80 mm, outside diameter at free end = 40 mm, uniform
wall thickness of 10 mm, , IZ
= 5,000 cm4, E = 200 KN/mm2, T = 2.0 KNm, and Poisson's ratio =
0.3.
2 Static Beams

Figure 2-3: Cantilevered member with a tapered, hollow shaft cross section
Comparison
Twist at free end (radians) 0.0751 0.0751 none
According to the reference, the twist at the free end is
44 — STAAD.Pro
2 Static Beams
Static Beam 3







( )
Φ =
A
TL
πGt
C C
C C
4
+
A B
A B
2 2
where:
CA
= centerline radius at free end = 40 mm/2 - 10 mm/2 = 15 mm
CB
= center line radius at fixed end = 80 mm/2 - 10 mm/2 = 35 mm
G= = = 76.9
E
ν
kN mm
2(1 + )
200 /
2(1 + 0.3)
2






⋅
( )
Φ = = 0.0751 rad.
A
kN m m
π kN mm mm
mm mm
mm mm
2, 000 ×2, 000
4 × 76.9 / × 10
15 + 35
(15 ) (35 )
2 2 2
STAAD Input File
STAAD SPACE TORSION ON CONICAL SHAFT
*
* FILE : BEAM03.STD
*
* REFERENCE : MECHANICS OF MATERIALS, F.P.BEER & E.R.JOHNSTON
* 1981, MCGRAW-HILL
*
* REVIEW PROBLEM 3.120, PAGE 149. TWIST AT FREE END SHOULD BE
* ABOUT 0.0751 RADIAN
*
UNIT KNS METER
JOINT COORD
1 0 0 0 ; 2 0 2 0
MEMBER INCI
1 1 2
UNIT MMS
MEMBER PROP
1 PRIS ROUND START 80 END 40 THICK 10
CONST
E 200 ALL
POISSON 0.3 ALL
SUPPORT
1 FIXED
UNIT KNS METER
LOAD 1
JOINT LOAD
2 MY 2.0
PERFORM ANALYSIS
PRINT JOINT DISP
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:27:38 *
* *
****************************************************
1. STAAD SPACE TORSION ON CONICAL SHAFT
2 Static Beams

2. *
4. *
5. * REFERENCE : MECHANICS OF MATERIALS, F.P.BEER &AMP; E.R.JOHNSTON
6. * 1981, MCGRAW-HILL
7. *
8. * REVIEW PROBLEM 3.120, PAGE 149. TWIST AT FREE END SHOULD BE
9. * ABOUT 0.0751 RADIAN
10. *
11. UNIT KNS METER
12. JOINT COORD
13. 1 0 0 0 ; 2 0 2 0
14. MEMBER INCI
15. 1 1 2
16. UNIT MMS
17. MEMBER PROP
18. 1 PRIS ROUND START 80 END 40 THICK 10
19. CONST
20. E 200 ALL
21. POISSON 0.3 ALL
22. SUPPORT
23. 1 FIXED
24. UNIT KNS METER
25. LOAD 1
26. JOINT LOAD
27. 2 MY 2.0
TORSION ON CONICAL SHAFT -- PAGE NO. 2
*
-----------------------------------
29. PRINT JOINT DISP
JOINT DISP
*
JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = SPACE
------------------
1 1 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000
2 1 0.0000 0.0000 0.0000 0.0000 0.0751 0.0000
30. FINISH
**** DATE= DEC 13,2013 TIME= 12:27:40 ****
*
************************************************************
* *
* *
46 — STAAD.Pro
2 Static Beams
Static Beam 3

************************************************************
Static Beam 4
Objective
To find the deflection and member forces due to an applied load on a propped cantilever beam
with a compression only support.
Reference
Manual of Steel Construction, Load and Resistance Factor Design, Second Edition, American
Institute of Steel Construction, 1998, pp. 4-194, 4-197.
Problem
A cantilever beam with an end support capable of resisting only a compressive force is analyzed
for two concentrated loads at 0.6xL 1) +0.5 lb (up) and 2) -0.5 lb (down). E = 10(10)6 psi, width =
0.6 in, depth = 0.3 in. L = 4 ft.
Note: A dummy member is used to represent a compression only support
Figure 2-4: Cantilevered member with a compression only support
Comparison
Load Case
1
Moment at fixed end (in-lb) -14.4 -14.4 none
Shear at fixed end (lb) 0.50 0.50 none
Deflection at load (.in) 0.295 0.295 none
2 Static Beams

Load Case
2
Moment at fixed end (in-lb) 4.032 4.03 none
Shear at fixed end (lb) 0.284 0.28 1.4%
Deflection at load (.in) -0.040 -.0401 none
Load Case 1:
General solution equations found on p.2-121 of the reference.
M x b P b x lb x
( < ) = − ( − ) = −0.5 (28.8 − )
At the rigid support, M = 14.4 in-lb.
By inspection, fixed end shear is equal to load value = 0.50 lb.












x b x b
∆ < = 3 −
Px
EI
6
2
















( )( )
in in in
= 3 28.8 . − 28.8 . = 0.295 .
lb in
psi in
0.5 (28.8 .)
6 10, 000, 000 0.00135 .
2
4
Load Case 2:
General solution equations found on p.2-118 of the reference
















( )
R in in lb
= = 19.2 + 2 48 = 0.216 .
Pb a
lb in
in
1
+ 2 ℓ
2 ℓ
0.5 (48 .)
2(48 .)
2
3
2
3
R2
= P - R1
= 0.50lb - 0.216lb = 0.284lb.
Moment at rigid support:
M x b R x P x a
( < ) = (ℓ − ) − (ℓ − − )
1 lb in lb in in
= 0.216 (48 − 0) − 0.5 (48 − 0 − 19.2 ) = −4.032 in lb
Deflection at point of load:












x b x a a x
∆ < = 3ℓ − 3ℓ − 3 ℓ +
Pax
EI
−
12 ℓ
3 2 2 2
2
3
































( )
( )( )
in in in in in in in in
= 3(48 .) − 3(48 .) 28.8 − 3(19.2 .) 48 + (19.2 .) 28.8 = −0.040 .
lb in in
psi in in
−0.5 19.2 (28.8 )
12 10, 000, 000 0.00135 . (48 .)
3 2 2 2
3
4 3
STAAD Input File
STAAD PLANE :A PROPPED CANTILEVER WITH COMPRESSION ONLY SUPPORT
START JOB INFORMATION
ENGINEER DATE 06-Mar-12
END JOB INFORMATION
* FILE: BEAM04.STD
*
* STARDYNE VERIFICATION PROBLEM #16
*********************************************
* THE END SUPPORT IS TO BE DEFINED AS A *
* COMPRESSION ONLY SUPPORT. A DUMMY MEMBER,*
* #7, IS SET AS COMPRESSION ONLY TO MODEL *
* THIS. *
48 — STAAD.Pro
2 Static Beams
Static Beam 4

*********************************************
SET NL 2
***********************************************
* STAAD.Pro Generated Comment *
***********************************************
*1 0. 0. 0. 6 48.0 0. 0.
***********************************************
UNIT INCHES POUND
JOINT COORDINATES
1 0 0 0; 2 9.6 0 0; 3 19.2 0 0; 4 28.8 0 0; 5 38.4 0 0; 6 48 0 0;
7 48 -4 0;
*7 48. -.01 0.
***********************************************
* STAAD.Pro Generated Comment *
***********************************************
*1 1 2 6
************************************************
MEMBER INCIDENCES
1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7;
1 TO 5 PRIS YD 0.3 ZD 0.6
*6 PRISMATIC YD 2.
6 PRIS YD 40
MEMBER COMPRESSION
6
DEFINE MATERIAL START
ISOTROPIC MATERIAL1
E 1e+007
POISSON 0.33
END DEFINE MATERIAL
CONSTANTS
MATERIAL MATERIAL1 ALL
SUPPORTS
1 FIXED
7 PINNED
LOAD 1 UPWARD
JOINT LOAD
4 FY 0.5
PERFORM ANALYSIS
PRINT MEMBER FORCES LIST 1 TO 5
PRINT JOINT DISPLACEMENTS LIST 1 TO 6
PRINT SUPPORT REACTION
CHANGE
LOAD 2 DOWNWARD
JOINT LOAD
4 FY -0.5
PERFORM ANALYSIS
PRINT SUPPORT REACTION
PRINT MEMBER FORCES LIST 1 TO 5
PRINT JOINT DISPLACEMENTS LIST 1 TO 6
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:27:41 *
* *
2 Static Beams

****************************************************
1. STAAD PLANE :A PROPPED CANTILEVER WITH COMPRESSION ONLY SUPPORT
2. START JOB INFORMATION
3. ENGINEER DATE 06-MAR-12
4. END JOB INFORMATION
5. * FILE: BEAM04.STD
6. *
7. * STARDYNE VERIFICATION PROBLEM #16
8. *********************************************
9. * THE END SUPPORT IS TO BE DEFINED AS A *
10. * COMPRESSION ONLY SUPPORT. A DUMMY MEMBER,*
11. * #7, IS SET AS COMPRESSION ONLY TO MODEL *
12. * THIS. *
13. *********************************************
14. SET NL 2
15. ***********************************************
16. * STAAD.PRO GENERATED COMMENT *
17. ***********************************************
18. *1 0. 0. 0. 6 48.0 0. 0.
19. ***********************************************
20. UNIT INCHES POUND
22. 1 0 0 0; 2 9.6 0 0; 3 19.2 0 0; 4 28.8 0 0; 5 38.4 0 0; 6 48 0 0
23. 7 48 -4 0
24. *7 48. -.01 0.
25. ***********************************************
26. * STAAD.PRO GENERATED COMMENT *
27. ***********************************************
28. *1 1 2 6
29. ************************************************
31. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7
33. 1 TO 5 PRIS YD 0.3 ZD 0.6
34. *6 PRISMATIC YD 2.
35. 6 PRIS YD 40
36. MEMBER COMPRESSION
37. 6
38. DEFINE MATERIAL START
:A PROPPED CANTILEVER WITH COMPRESSION ONLY SUPPORT -- PAGE NO. 2
39. ISOTROPIC MATERIAL1
40. E 1E+007
41. POISSON 0.33
42. END DEFINE MATERIAL
43. CONSTANTS
44. MATERIAL MATERIAL1 ALL
45. SUPPORTS
46. 1 FIXED
47. 7 PINNED
48. LOAD 1 UPWARD
49. JOINT LOAD
50. 4 FY 0.5
-----------------------------------
50 — STAAD.Pro
2 Static Beams
Static Beam 4

**START ITERATION NO. 2
**NOTE-Tension/Compression converged after 2 iterations, Case= 1
52. PRINT MEMBER FORCES LIST 1 TO 5
-----------------
ALL UNITS ARE -- POUN INCH (LOCAL )
1 1 1 0.00 -0.50 0.00 0.00 0.00 -14.40
2 0.00 0.50 0.00 0.00 0.00 9.60
2 1 2 0.00 -0.50 0.00 0.00 0.00 -9.60
3 0.00 0.50 0.00 0.00 0.00 4.80
3 1 3 0.00 -0.50 0.00 0.00 0.00 -4.80
4 0.00 0.50 0.00 0.00 0.00 0.00
4 1 4 0.00 0.00 0.00 0.00 0.00 0.00
5 0.00 0.00 0.00 0.00 0.00 0.00
5 1 5 0.00 0.00 0.00 0.00 0.00 0.00
6 0.00 0.00 0.00 0.00 0.00 0.00
53. PRINT JOINT DISPLACEMENTS LIST 1 TO 6
JOINT DISPLACE LIST 1
JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE
------------------
1 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
2 1 0.00000 0.04370 0.00000 0.00000 0.00000 0.00853
3 1 0.00000 0.15293 0.00000 0.00000 0.00000 0.01365
4 1 0.00000 0.29494 0.00000 0.00000 0.00000 0.01536
5 1 0.00000 0.44239 0.00000 0.00000 0.00000 0.01536
6 1 0.00000 0.58985 0.00000 0.00000 0.00000 0.01536
54. PRINT SUPPORT REACTION
SUPPORT REACTION
SUPPORT REACTIONS -UNIT POUN INCH STRUCTURE TYPE = PLANE
-----------------
1 1 0.00 -0.50 0.00 0.00 0.00 -14.40
7 1 0.00 0.00 0.00 0.00 0.00 0.00
55. CHANGE
56. LOAD 2 DOWNWARD
57. JOINT LOAD
58. 4 FY -0.5
**NOTE-Tension/Compression converged after 1 iterations, Case= 2
2 Static Beams

60. PRINT SUPPORT REACTION
SUPPORT REACTION
-----------------
1 2 0.00 0.28 0.00 0.00 0.00 4.03
7 2 0.00 0.22 0.00 0.00 0.00 0.00
61. PRINT MEMBER FORCES LIST 1 TO 5
-----------------
1 2 1 0.00 0.28 0.00 0.00 0.00 4.03
2 0.00 -0.28 0.00 0.00 0.00 -1.31
2 2 2 0.00 0.28 0.00 0.00 0.00 1.31
3 0.00 -0.28 0.00 0.00 0.00 1.42
3 2 3 0.00 0.28 0.00 0.00 0.00 -1.42
4 0.00 -0.28 0.00 0.00 0.00 4.15
4 2 4 0.00 -0.22 0.00 0.00 0.00 -4.15
5 0.00 0.22 0.00 0.00 0.00 2.07
5 2 5 0.00 -0.22 0.00 0.00 0.00 -2.07
6 0.00 0.22 0.00 0.00 0.00 0.00
62. PRINT JOINT DISPLACEMENTS LIST 1 TO 6
------------------
1 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
2 2 0.00000 -0.01066 0.00000 0.00000 0.00000 -0.00190
3 2 0.00000 -0.03024 0.00000 0.00000 0.00000 -0.00186
4 2 0.00000 -0.04012 0.00000 0.00000 0.00000 0.00012
5 2 0.00000 -0.02714 0.00000 0.00000 0.00000 0.00233
6 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00307
63. FINISH
**** DATE= DEC 13,2013 TIME= 12:27:44 ****
************************************************************
* *
* *
************************************************************
52 — STAAD.Pro
2 Static Beams
Static Beam 4

Static Beam 5
Objective
To find end rotation due to torques on a stepped cantilever shaft.
Reference
Gere J. M., and Timoshenko, S. P., Mechanics of Materials, 2nd Edition, PWS Engineering, Page 171,
Problem 3.3 - 1.
Problem
A stepped shaft is subjected to torques as shown in the figure. The material has shear modulus of
elasticity G = 80 Gpa. Determine the angle of twist θx
in degrees at the free end.
Figure 2-5: Cantilevered member subject to torsional loads
Comparison
Result Theory STAAD.Pro Difference
Angle of twist (rad.) 0.0427 0.0427 none
Moment of Inertia:
I mm
= = 4.021(10)
p
π mm
1
(80 / 2)
2
6 4
4
I mm
= = 1.272(10)
p
π mm
2
(60 / 2)
2
6 4
4
I mm
= = 0.251(10)
p
π mm
2
(40 / 2)
2
6 4
4
2 Static Beams

Angle of twist is given by:
θ = ∑i
L T
GI
i i
p
= + +
mm
mm GPa
mm
mm GPa
mm
mm GPa
5, 800N-mm(500 )
4.021(10) 80
2, 800N-mm(500 )
1.272(10) 80
, 800N-mm(500 )
0.251(10) 80
6 4 6 4 6 4
= 0.0090 + 0.0138 + 0.0199 = 0.0427
which is equal to 2.446°.
STAAD Input File
STAAD SPACE :A STEPPED CANTILEVER SHAFT
* FILE: BEAM05.STD
*
* REFERENCE: MECHANICS OF MATERIALS, GERE AND TIMOSHENKO, 2ND EDITION
* PROBLEM 3.3-1 PAGE 171
*
UNIT KN METER
JOINT COORDINATES
1 0.0 0.0
2 0.5 0.0
3 1.0 0.0
4 1.5 0.0
MEMBER INCIDENCES
1 1 2 3
UNIT MMS
MEMBER PROPERTIES
1 TA ST PIPE OD 80 ID 0.0
UNIT METER
CONSTANTS
E 200.0E6 ALL
POISSONS .25 ALL
*
SUPPORTS
1 FIXED
UNIT MMS
LOADING 1 TORSIONAL MOMENT
JOINT LOADS
2 MX 3000.0
3 MX 2000.0
4 MX 800.0
PERFORM ANALYSIS
PRINT JOINT DISPLACEMENTS LIST 4
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:27:44 *
* *
****************************************************
1. STAAD SPACE :A STEPPED CANTILEVER SHAFT
3. *
54 — STAAD.Pro
2 Static Beams
Static Beam 5

4. * REFERENCE: MECHANICS OF MATERIALS, GERE AND TIMOSHENKO, 2ND EDITION
5. * PROBLEM 3.3-1 PAGE 171
6. *
7. UNIT KN METER
9. 1 0.0 0.0
10. 2 0.5 0.0
11. 3 1.0 0.0
12. 4 1.5 0.0
14. 1 1 2 3
15. UNIT MMS
17. 1 TA ST PIPE OD 80 ID 0.0
20. UNIT METER
21. CONSTANTS
22. E 200.0E6 ALL
23. POISSONS .25 ALL
24. *
25. SUPPORTS
26. 1 FIXED
27. UNIT MMS
28. LOADING 1 TORSIONAL MOMENT
29. JOINT LOADS
30. 2 MX 3000.0
31. 3 MX 2000.0
32. 4 MX 800.0
:A STEPPED CANTILEVER SHAFT -- PAGE NO. 2
* FILE: BEAM05.STD
-----------------------------------
34. PRINT JOINT DISPLACEMENTS LIST 4
* FILE: BEAM05.STD
JOINT DISPLACEMENT (CM RADIANS) STRUCTURE TYPE = SPACE
------------------
4 1 0.0000 0.0000 0.0000 0.0427 0.0000 0.0000
35. FINISH
**** DATE= DEC 13,2013 TIME= 12:27:47 ****
* FILE: BEAM05.STD
************************************************************
* *
2 Static Beams

* *
************************************************************
Static Beam 6
Objective
To find deflections, stress and support reactions due to a uniform load on a beam with one end
fixed and the other end supported by a roller.
Reference
Roark, R.J., and Young, W.C., Formulas for Stress and Strain, 5th Edition, Page 109, Problem 23.
Problem
A horizontal beam of length 100 in, area 4 in2, height 2 in, and moment of inertia 1.3333 in4 is
simply supported at one end and fixed at the other end. The beam is subjected to a uniform
loading. Determine the deflection δ at x = 42.15 in., the slope θ at end A, the maximum bending
stress σbend
in the beam and the support reactions.
E = 30(10)6 psi
Density = 0.2821 lbs/in3
Figure 2-6: Beam A) problem sketch and B) mathematical model
56 — STAAD.Pro
2 Static Beams
Static Beam 6

Comparison
Reaction at Node 1 (lb) 42.31 42.31 none
Reaction at Node 3 (lb) 70.52 70.52 none
Moment at Node 3 (in-lb) 1,410.4 1410.4 none
Bending Stress, σbend
at Node 2 (psi) 585.9 585.9 none
Rotation at Node 1 (rad.) -.000588 -.00059 none
Deflection at Node 2 (in.) -0.01528 -0.01528 none
STAAD Input File
STAAD PLANE :A FIXED-ROLLER BEAM
* FILE: BEAM06.STD
*
* REFERENCE: ROARK AND YOUNG, PAGE 109, NO. 23.
*
INPUT WIDTH 72
UNIT INCHES POUND
JOINT COORDINATES
1 0. 0. 0.; 2 42.15 0. 0.; 3 100. 0. 0.
MEMBER INCIDENCES
1 1 2; 2 2 3
1 2 PRI AX 4. IZ 1.3333 YD 2.
CONSTANTS
E 30000000. ALL
DENSITY 0.282072 ALL
SUPPORTS
3 FIXED
1 PINNED
LOAD 1 SELF WEIGHT
SELFWEIGHT Y -1.
PERFORM ANALYSIS
PRINT ANALYSIS RESULTS
PRINT MEMBER STRESSES ALL
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:27:48 *
* *
****************************************************
1. STAAD PLANE :A FIXED-ROLLER BEAM
2 Static Beams

3. *
4. * REFERENCE: ROARK AND YOUNG, PAGE 109, NO. 23.
5. *
6. INPUT WIDTH 72
9. 1 0. 0. 0.; 2 42.15 0. 0.; 3 100. 0. 0.
11. 1 1 2; 2 2 3
13. 1 2 PRI AX 4. IZ 1.3333 YD 2.
14. CONSTANTS
15. E 30000000. ALL
16. DENSITY 0.282072 ALL
17. SUPPORTS
18. 3 FIXED
19. 1 PINNED
20. LOAD 1 SELF WEIGHT
21. SELFWEIGHT Y -1.
:A FIXED-ROLLER BEAM -- PAGE NO. 2
* FILE: BEAM06.STD
-----------------------------------
23. PRINT ANALYSIS RESULTS
ANALYSIS RESULTS
* FILE: BEAM06.STD
------------------
1 1 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00059
2 1 0.00000 -0.01528 0.00000 0.00000 0.00000 0.00000
3 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000
* FILE: BEAM06.STD
-----------------
3 1 0.00 70.52 0.00 0.00 0.00 -1410.36
1 1 0.00 42.31 0.00 0.00 0.00 0.00
* FILE: BEAM06.STD
-----------------
58 — STAAD.Pro
2 Static Beams
Static Beam 6

1 1 1 0.00 42.31 0.00 0.00 0.00 0.00
2 0.00 5.25 0.00 0.00 0.00 781.13
2 1 2 0.00 -5.25 0.00 0.00 0.00 -781.13
3 0.00 70.52 0.00 0.00 0.00 -1410.36
24. PRINT MEMBER STRESSES ALL
MEMBER STRESSES ALL
* FILE: BEAM06.STD
MEMBER STRESSES
---------------
1 1 .0 0.0 0.0 0.0 0.0 15.9 0.0
1.0 0.0 C 0.0 585.9 585.9 2.0 0.0
2 1 .0 0.0 0.0 585.9 585.9 2.0 0.0
1.0 0.0 C 0.0 1057.8 1057.8 26.4 0.0
25. FINISH
**** DATE= DEC 13,2013 TIME= 12:27:50 ****
* FILE: BEAM06.STD
************************************************************
* *
* *
************************************************************
Static Beam 7
Objective
To find support reactions due to an axial load applied at two locations on a column with both
ends pinned.
Reference
Timoshenko, S., Strength of Materials, Part I, D. Van Nostrand Co., Inc., 3rd Edition, 1956. Page 26,
Problem 10.
Problem
Find the support reactions at the end joints 1 and 4.
E = 30(10)6 psi
2 Static Beams

Figure 2-7: Column A) problem sketch and B) mathematical model
Comparison
Reaction at Node 1 (lb) 600 600 none
Reaction at Node 4 (lb) 900 900 none
STAAD Input File
STAAD TRUSS :A PINNED-PINNED COLUMN
* FILE: BEAM07.STD
*
* REFERENCE: TIMOSHENKO, STRENGTH OF MATERIALS, PART 1
* PROBLEM 10, PAGE 26
*
INPUT WIDTH 79
UNIT INCHES POUND
JOINT COORDINATES
1 48.000 72.000 0.000
2 48.000 76.000 0.000
3 48.000 79.000 0.000
4 48.000 82.000 0.000
MEMBER INCIDENCES
60 — STAAD.Pro
2 Static Beams
Static Beam 7

1 1 2
2 2 3
3 3 4
1 TO 3 PRISMATIC AX 1.
CONSTANTS
E 30000000. ALL
SUPPORTS
1 4 PINNED
LOAD 1 AXIAL LOAD
JOINT LOAD
3 FY -1000.
2 FY -500.
PERFORM ANALYSIS
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:27:51 *
* *
****************************************************
1. STAAD TRUSS :A PINNED-PINNED COLUMN
3. *
4. * REFERENCE: TIMOSHENKO, STRENGTH OF MATERIALS, PART 1
5. * PROBLEM 10, PAGE 26
6. *
7. INPUT WIDTH 79
10. 1 48.000 72.000 0.000
11. 2 48.000 76.000 0.000
12. 3 48.000 79.000 0.000
13. 4 48.000 82.000 0.000
15. 1 1 2
16. 2 2 3
17. 3 3 4
19. 1 TO 3 PRISMATIC AX 1.
20. CONSTANTS
21. E 30000000. ALL
22. SUPPORTS
23. 1 4 PINNED
24. LOAD 1 AXIAL LOAD
25. JOINT LOAD
26. 3 FY -1000.
27. 2 FY -500.
2 Static Beams

:A PINNED-PINNED COLUMN -- PAGE NO. 2
* FILE: BEAM07.STD
-----------------------------------
SUPPORT REACTION
* FILE: BEAM07.STD
SUPPORT REACTIONS -UNIT POUN INCH STRUCTURE TYPE = TRUSS
-----------------
1 1 0.00 600.00 0.00 0.00 0.00 0.00
4 1 0.00 900.00 0.00 0.00 0.00 0.00
30. FINISH
**** DATE= DEC 13,2013 TIME= 12:27:54 ****
* FILE: BEAM07.STD
************************************************************
* *
* *
************************************************************
Static Beam 8
Objective
To find the stress due to an applied moment at the free end of a cantilever beam with inverted
tee section.
Reference
Crandall, S.H., and Dahl, N.C., An Introduction to the Mechanics of Solids, McGraw-Hill, Inc., 1959,
Page 294, Problem 7.2..
62 — STAAD.Pro
2 Static Beams
Static Beam 8

Problem
Find the maximum bending stress in the beam.
E = 30(10)6 psi
b = 1.5 in., h = 8 in., L = 10 in.
M = 1,000,000 in. - lb.
Figure 2-8: Beam A) problem sketch and B) mathematical model
Comparison
Bending stress, σ (psi) 700 700 none
STAAD Input File
STAAD PLANE :A CANTILEVERED BEAM OF INVERTED TEE SECTION
* FILE: BEAM08.STD
*
* REFERENCE: CRANDALL & DAHL, AN INTRODUCTION TO THE MECHANICS
* OF SOLIDS, PAGE294, EX. 7.2
*
INPUT WIDTH 79
UNIT INCHES POUND
JOINT COORDINATES
1 0.000 0.000 0.000
2 10.000 0.000 0.000
MEMBER INCIDENCES
1 1 2
1 PRISMATIC YD 20. ZD 9. YB 16. ZB 1.5
CONSTANTS
E 30000000. ALL
BETA 180. ALL
SUPPORTS
2 Static Beams

1 FIXED
LOAD 1 CONSTANT MOMENT
JOINT LOAD
2 MZ 100000.0
PERFORM ANALYSIS
PRINT MEMBER PROPERTIES ALL
PRINT MEMBER STRESSES ALL
FINISH
STAAD Output
****************************************************
* *
* Version 20.07.08.20 *
* Date= MAR 6, 2012 *
* Time= 13:37:57 *
* *
* USER ID: Bentley Systems *
****************************************************
1. STAAD PLANE :A CANTILEVERED BEAM OF INVERTED TEE SECTION
INPUT FILE: beam8.STD
3. *
4. * REFERENCE: CRANDALL & DAHL, AN INTRODUCTION TO THE MECHANICS
5. * OF SOLIDS, PAGE294, EX. 7.2
6. *
7. INPUT WIDTH 79
10. 1 0.000 0.000 0.000
11. 2 10.000 0.000 0.000
13. 1 1 2
15. 1 PRISMATIC YD 20. ZD 9. YB 16. ZB 1.5
16. CONSTANTS
17. E 30000000. ALL
18. BETA 180. ALL
19. SUPPORTS
20. 1 FIXED
21. LOAD 1 CONSTANT MOMENT
22. JOINT LOAD
23. 2 MZ 100000.0
-----------------------------------
NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 2/ 1/ 1
25. PRINT MEMBER PROPERTIES ALL
MEMBER PROPERTIES. UNIT - INCH
-----------------
MEMB PROFILE AX/ IZ/ IY/ IX/
AY AZ SZ SY
1 PRISMATIC 60.00 2000.00 247.50 154.89
30.00 36.00 142.86 55.00
64 — STAAD.Pro
2 Static Beams
Static Beam 8

************ END OF DATA FROM INTERNAL STORAGE ************
26. PRINT MEMBER STRESSES ALL
MEMBER STRESSES
---------------
1 1 .0 0.0 0.0 700.0 700.0 0.0 0.0
1.00 0.0 0.0 700.0 700.0 0.0 0.0
27. FINISH
Static Beam 9
Objective
To find deflection and stress at the center due to a uniform, static load on a simply supported
beam on elastic foundation.
Reference
Peterson, F.E., Elastic Analysis for Structural Engineering (EASE2), Example Problem Manual,
Engineering Analysis Corporation, Berkeley, CA, 1981.
Problem
Find the vertical deflection and bending stress at the center of the beam.Spacing between
E = 30(10)6 psi
b = 1.0 in., h = 7.114 in., L = 240 in.
wu
= 43.3 lb/in.
Figure 2-9: One-half beam for mathematical model
Comparison
Bending stress, σ (psi) 18,052 18,053.29 none
Vertical deflection (in.) 1.0453 1.04549 none
2 Static Beams

STAAD Input File
STAAD SPACE :A SIMPLY SUPPORTED BEAM ON ELASTIC FOUNDATION
* FILE: BEAM09.STD
*
* REFERENCE: PETERSON, EASE2, EXAMPLE PROBLEM MANUAL
*
INPUT WIDTH 72
UNIT INCHES POUND
JOINT COORDINATES
1 0. 0. 0.; 2 0. 7.114 0.; 3 0. 0. 6.; 4 0. 7.114 6.; 5 0. 0. 12.
6 0. 7.114 12.; 7 0. 0. 18.; 8 0. 7.114 18.; 9 0. 0. 24.
10 0. 7.114 24.; 11 0. 0. 30.; 12 0. 7.114 30.; 13 0. 0. 36.
14 0. 7.114 36.; 15 0. 0. 42.; 16 0. 7.114 42.; 17 0. 0. 48.
18 0. 7.114 48.; 19 0. 0. 54.; 20 0. 7.114 54.; 21 0. 0. 60.
22 0. 7.114 60.; 23 0. 0. 66.; 24 0. 7.114 66.; 25 0. 0. 72.
26 0. 7.114 72.; 27 0. 0. 78.; 28 0. 7.114 78.; 29 0. 0. 84.
30 0. 7.114 84.; 31 0. 0. 90.; 32 0. 7.114 90.; 33 0. 0. 96.
34 0. 7.114 96.; 35 0. 0. 102.; 36 0. 7.114 102.; 37 0. 0. 108.
38 0. 7.114 108.; 39 0. 0. 114.; 40 0. 7.114 114.; 41 0. 0. 120.
42 0. 7.114 120.
ELEMENT INCIDENCES
1 1 2 4 3; 2 3 4 6 5; 3 5 6 8 7; 4 7 8 10 9; 5 9 10 12 11; 6 11 12 14 13
7 13 14 16 15; 8 15 16 18 17; 9 17 18 20 19; 10 19 20 22 21
11 21 22 24 23; 12 23 24 26 25; 13 25 26 28 27; 14 27 28 30 29
15 29 30 32 31; 16 31 32 34 33; 17 33 34 36 35; 18 35 36 38 37
19 37 38 40 39; 20 39 40 42 41
ELEMENT PROPERTY
1 TO 20 TH 1.
CONSTANTS
E 30000000. ALL
SUPPORTS
1 FIXED BUT KFY 78.125
41 FIXED BUT FZ MX
2 FIXED BUT FY
3 5 7 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 -
39 FIXED BUT FZ MX KFY 156.25
LOAD 1 UNIFORM LOAD OF 43.4 LBS/IN
JOINT LOAD
4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 FY 260.4
2 42 FY 130.2
PERFORM ANALYSIS
PRINT JOINT DISPLACEMENTS LIST 1 2
PRINT ELEMENT JOINT STRESSES LIST 1 2
FINISH
STAAD Output
PAGE NO. 1
****************************************************
* *
* Version 20.07.10.41 *
* Date= DEC 13, 2013 *
* Time= 12:27:57 *
* *
****************************************************
1. STAAD SPACE :A SIMPLY SUPPORTED BEAM ON ELASTIC FOUNDATION
66 — STAAD.Pro
2 Static Beams
Static Beam 9

STAADPro_V8i_Verification_Manual.pdf

STAADPro_V8i_Verification_Manual.pdf

Recommended

Recommended

More Related Content

Similar to STAADPro_V8i_Verification_Manual.pdf

Similar to STAADPro_V8i_Verification_Manual.pdf (20)

Recently uploaded

Recently uploaded (20)

STAADPro_V8i_Verification_Manual.pdf