EX. UK-1 Plane Frame with Steel Design
After one analysis, member selection is requested. Since member sizes change during the member selection, another analysis is done followed by final code checking to verify that the final sizes meet the requirements of the code based on the latest analysis results.
This problem is installed with the program by default to C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\Sample Models\UK\UK-1 Plane Frame with Steel Design.STD when you install the program.
where:
- L = 4.5 m, H1 = 6.0 m, H2 = 4.5 m, and H 3 = 2.7 m
- WLx = 9.0 KN/m, WLy = 15 KN/m, RL = 13.5 KN/m, LL = 17.5 KN/m, P1 = 135 KN, P2 = 35 KN
- Members 1, 3, & 4 are a UC356X368X129, Members 5, 6, & 7 are a UB533X210X82, Member 2 is a UC254X254X73, Members 8 through 13 are a UB457X152X52. All other members comprising the truss are a UA100X100X8
Actual input is shown in bold lettering followed by explanation.
STAAD PLANE EXAMPLE PROBLEM NO. 1
Every input has to start with the term STAAD. The term PLANE signifies that the structure is a plane frame structure and the geometry is defined through X and Y axes.
UNIT METER KN
Defines the input units for the data that follows.
JOINT COORDINATES 1 0 0 ; 2 9 0 ; 3 0 6 ; 4 3 6 5 6 6 ; 6 9 6 ; 7 0 10.5 8 9 10.5 ; 9 2.25 10.5 ; 10 6.75 10.5 11 4.5 10.5 ; 12 1.5 11.4 ; 13 7.5 11.4 14 3 12.3 ; 15 6 12.3 ; 16 4.5 13.2
Joint number followed by X and Y coordinates are provided above. Since this is a plane structure, the Z coordinates need not be provided.
Note: Semicolons (;) are used as line separators to allow for input of multiple sets of data on one line.
MEMBER INCIDENCE 1 1 3 ; 2 3 7 ; 3 2 6 ; 4 6 8 ; 5 3 4 6 4 5 ; 7 5 6 ; 8 7 12 ; 9 12 14 10 14 16 ; 11 15 16 ; 12 13 15 ; 13 8 13 14 9 12 ; 15 9 14 ; 16 11 14 ; 17 11 15 18 10 15 ; 19 10 13 ; 20 7 9 21 9 11 ; 22 10 11 ; 23 8 10
Defines the members by the joints to which they are connected.
MEMBER PROPERTY BRITISH 1 3 4 TA ST UC356X368X129 ; 2 TA ST UC254X254X73 5 6 7 TA ST UB533X210X82 ; 8 TO 13 TA ST UB457X152X52 14 TO 23 TA ST UA100X100X8
Member properties are from the British steel table. The term ST stands for standard single section.
MEMB TRUSS 14 TO 23
The above command defines that members 14 through 23 are of type truss. This means that these members can carry only axial tension/compression and no moments.
MEMB RELEASE 5 START MZ
Member 5 has local moment-z (MZ) released at the start joint. This means that the member cannot carry any moment-z (i.e., strong axis moment) at node 3.
UNIT KNS MMS DEFINE MATERIAL START ISOTROPIC STEEL E 210 POISSON 0.3 DENSITY 7.68191e-008 ALPHA 6e-006 DAMP 0.03 TYPE STEEL STRENGTH FY 0.24821 FU 0.399894 RY 1.5 RT 1.2 END DEFINE MATERIAL
The DEFINE MATERAL START initiates input for a material definition, which can later be assigned to all members. STAAD.Pro has several built-in material definitions, including the ISOTROPIC STEEL material used here. The length unit is changed to MMS (millimeters) to facilitate the input in familiar units.
CONSTANTS BETA 90.0 MEMB 3 4 MATERIAL STEEL ALL UNIT METER
The CONSTANT command initiates input for material constants or material definition references. The BETA command specifies that members 3 and 4 are rotated by 90 degrees around their own longitudinal axis. See G.4.3 Relationship Between Global and Local Coordinates for the definition of the beta angle.
SUPPORT 1 FIXED ; 2 PINNED
A fixed support is located at joint 1 and a pinned support at joint 2.
PRINT MEMBER INFORMATION LIST 1 5 14 PRINT MEMBER PROPERTY LIST 1 2 5 8 14
The above PRINT commands are self-explanatory. The LIST option restricts the print output to the members listed.
LOADING 1 DEAD AND LIVE LOAD
Load case 1 is initiated followed by a title.
SELFWEIGHT Y -1.0
One of the components of load case 1 is the selfweight of the structure acting in the global Y direction with a factor of -1.0. Since global Y is vertically upward, the factor of -1.0 indicates that this load will act downwards.
JOINT LOAD 4 5 FY -65. ; 11 FY -155.
Load 1 contains joint loads also. FY indicates that the load is a force in the global Y direction.
MEMB LOAD 8 TO 13 UNI Y -13.5 ; 6 UNI GY -17.5
Load 1 contains member loads also. GY indicates that the load is in the global Y direction while Y indicates local Y direction. The term UNI stands for uniformly distributed load. Loads are applied on members 6, and 8 to 13.
CALCULATE RAYLEIGH FREQUENCY
The above command at the end of load case 1, is an instruction to perform a natural frequency calculation based on the Rayleigh method using the data in the above load case.
LOADING 2 WIND FROM LEFT MEMBER LOAD 1 2 UNI GX 9.0 ; 8 TO 10 UNI Y -15.0
Load case 2 is initiated and contains several member loads.
* 1/3 RD INCREASE IS ACCOMPLISHED BY 75% LOAD LOAD COMB 3 75 PERCENT DL LL WL 1 0.75 2 0.75
The above command identifies a combination load (case no. 3) with a title. The second line provides the load cases and their respective factors used for the load combination.
PERFORM ANALYSIS
This command instructs the program to proceed with the analysis.
LOAD LIST 1 3
The above command activates load cases 1 and 3 only for the commands to follow. This also means that load case 2 will be made inactive.
PRINT MEMBER FORCES PRINT SUPPORT REACTION
The above PRINT commands are self-explanatory. Also note that all the forces and reactions will be printed for load cases 1 and 3 only.
PARAMETER CODE EN 1993-1-1:2005 NA 1 NSF 0.85 ALL BEAM 1 ALL KY 1.2 MEMB 3 4 RATIO 0.9 ALL
The PARAMETER command is used to specify steel design parameters such as net section factor (NSF), effective length factor for bending about the minor axis (KY), etc. Information on these parameters can be obtained from the manual where the implementation of the code is explained. The BEAM parameter is specified to perform design at every 1/12th point along the member length, which is also the default. The RATIO parameter specifies that the ratio of actual loading over section capacity should not exceed 0.9.
SELECT ALL
The above command instructs the program to select the most economic section for all the members based on the results of the analysis.
GROUP MEMB 1 3 4 GROUP MEMB 5 6 7 GROUP MEMB 8 TO 13 GROUP MEMB 14 TO 23
Although the program selects the most economical section for all members, it is not always practical to use many different sizes in one structure. Grouping is a procedure by which the cross section which has the largest value for the specified attribute, which in this case is the default and hence the AREA, from among the associated member list, is assigned to all members in the list. Hence, the cross sections for members 1, 3 and 4 are replaced with the one with the largest area from among the three.
PERFORM ANALYSIS
As a result of the selection and grouping, the member sizes are no longer the same as the ones used in the original analysis. Hence, it is necessary to reanalyze the structure using the new properties to get new values of forces in the members.
PARAMETER BEAM 1.0 ALL RATIO 1.0 ALL TRACK 1.0 ALL
A new set of values are now provided for the above parameters. The actual load to member capacity RATIO has been redefined as 1.0. The TRACK parameter tells the program to print out the design results to the intermediate level of descriptively.
CHECK CODE ALL
With the above command, the latest member sizes with the latest analysis results are checked to verify that they satisfy the CODE specifications.
STEEL TAKE OFF
This command instructs the program to list the length and weight of all the different member sizes.
FINISH
This command terminates the STAAD run.
Input File
STAAD PLANE EXAMPLE PROBLEM NO. 1
UNIT METER KN
JOINT COORDINATES
1 0. 0. ; 2 9. 0. ; 3 0. 6. ; 4 3. 6.
5 6. 6. ; 6 9. 6. ; 7 0 10.5
8 9. 10.5 ; 9 2.25 10.5 ; 10 6.75 10.5
11 4.5 10.5 ; 12 1.5 11.4 ; 13 7.5 11.4
14 3. 12.3 ; 15 6. 12.3 ; 16 4.5 13.2
MEMBER INCIDENCE
1 1 3 ; 2 3 7 ; 3 2 6 ; 4 6 8 ; 5 3 4
6 4 5 ; 7 5 6 ; 8 7 12 ; 9 12 14
10 14 16 ; 11 15 16 ; 12 13 15 ; 13 8 13
14 9 12 ; 15 9 14 ; 16 11 14 ; 17 11 15
18 10 15 ; 19 10 13 ; 20 7 9
21 9 11 ; 22 10 11 ; 23 8 10
MEMBER PROPERTY BRITISH
1 3 4 TA ST UC356X368X129 ; 2 TA ST UC254X254X73
5 6 7 TA ST UB533X210X82 ; 8 TO 13 TA ST UB457X152X52
14 TO 23 TA RA UA100X100X8
*MEMB TRUSS
*14 TO 23
MEMB RELEASE
5 START MZ
14 to 23 start MPY 0.99 MPZ 0.99
14 to 23 end MPY 0.99 MPZ 0.99
UNIT KNS MMS
DEFINE MATERIAL START
ISOTROPIC STEEL
E 210
POISSON 0.3
DENSITY 7.68191e-008
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 0.24821 FU 0.399894 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL ALL
BETA 90.0 MEMB 3 4
UNIT METER
SUPPORT
1 FIXED ; 2 PINNED
PRINT MEMBER INFORMATION LIST 1 5 14
PRINT MEMBER PROPERTY LIST 1 2 5 8 14
LOADING 1 DEAD AND LIVE LOAD
SELFWEIGHT Y -1.0
JOINT LOAD
4 5 FY -65. ; 11 FY -155.
MEMB LOAD
8 TO 13 UNI Y -13.5 ; 6 UNI GY -17.5
CALCULATE RAYLEIGH FREQUENCY
LOADING 2 WIND FROM LEFT
MEMBER LOAD
1 2 UNI GX 9.0 ; 8 TO 10 UNI Y -15.0
* 1/3 RD INCREASE IS ACCOMPLISHED BY 75% LOAD
LOAD COMB 3 75 PERCENT DL LL WL
1 0.75 2 0.75
PERFORM ANALYSIS
LOAD LIST 1 3
PRINT MEMBER FORCES
PRINT SUPPORT REACTION
PARAMETER
CODE EN 1993-1-1:2005
NA 1
NSF 0.85 ALL
BEAM 3 ALL
KY 1.2 MEMB 3 4
RATIO 0.9 ALL
SELECT ALL
GROUP MEMB 1 3 4
GROUP MEMB 5 6 7
GROUP MEMB 8 TO 13
GROUP MEMB 14 TO 23
PERFORM ANALYSIS
PARAMETER
BEAM 3 ALL
RATIO 1.0 ALL
TRACK 1.0 ALL
CHECK CODE ALL
STEEL TAKE OFF
FINISH
STAAD Output File
PAGE NO. 1 **************************************************** * * * STAAD.Pro CONNECT Edition * * Version 22.12.00.*** * * Proprietary Program of * * Bentley Systems, Inc. * * Date= OCT 27, 2022 * * Time= 15: 6:55 * * * * Licensed to: Bentley Systems Inc * **************************************************** 1. STAAD PLANE EXAMPLE PROBLEM NO. 1 INPUT FILE: UK-1 Plane Frame with Steel Design.STD 2. UNIT METER KN 3. JOINT COORDINATES 4. 1 0. 0. ; 2 9. 0. ; 3 0. 6. ; 4 3. 6. 5. 5 6. 6. ; 6 9. 6. ; 7 0 10.5 6. 8 9. 10.5 ; 9 2.25 10.5 ; 10 6.75 10.5 7. 11 4.5 10.5 ; 12 1.5 11.4 ; 13 7.5 11.4 8. 14 3. 12.3 ; 15 6. 12.3 ; 16 4.5 13.2 9. MEMBER INCIDENCE 10. 1 1 3 ; 2 3 7 ; 3 2 6 ; 4 6 8 ; 5 3 4 11. 6 4 5 ; 7 5 6 ; 8 7 12 ; 9 12 14 12. 10 14 16 ; 11 15 16 ; 12 13 15 ; 13 8 13 13. 14 9 12 ; 15 9 14 ; 16 11 14 ; 17 11 15 14. 18 10 15 ; 19 10 13 ; 20 7 9 15. 21 9 11 ; 22 10 11 ; 23 8 10 16. MEMBER PROPERTY BRITISH 17. 1 3 4 TA ST UC356X368X129 ; 2 TA ST UC254X254X73 18. 5 6 7 TA ST UB533X210X82 ; 8 TO 13 TA ST UB457X152X52 19. 14 TO 23 TA RA UA100X100X8 20. *MEMB TRUSS 21. *14 TO 23 22. MEMB RELEASE 23. 5 START MZ 24. 14 TO 23 START MPY 0.99 MPZ 0.99 25. 14 TO 23 END MPY 0.99 MPZ 0.99 26. UNIT KNS MMS 27. DEFINE MATERIAL START 28. ISOTROPIC STEEL 29. E 210 30. POISSON 0.3 31. DENSITY 7.68191E-008 32. ALPHA 6E-006 33. DAMP 0.03 34. TYPE STEEL 35. STRENGTH FY 0.24821 FU 0.399894 RY 1.5 RT 1.2 36. END DEFINE MATERIAL 37. CONSTANTS 38. MATERIAL STEEL ALL EXAMPLE PROBLEM NO. 1 -- PAGE NO. 2 39. BETA 90.0 MEMB 3 4 40. UNIT METER 41. SUPPORT 42. 1 FIXED ; 2 PINNED 43. PRINT MEMBER INFORMATION LIST 1 5 14 MEMBER INFORMAT LIST 1 EXAMPLE PROBLEM NO. 1 -- PAGE NO. 3 MEMBER INFORMATION ------------------ MEMBER START END LENGTH BETA JOINT JOINT (METE) (DEG) RELEASES 1 1 3 6.000 0.00 5 3 4 3.000 0.00 000001000000 14 9 12 1.172 0.00 000011000011 ************ END OF DATA FROM INTERNAL STORAGE ************ 44. PRINT MEMBER PROPERTY LIST 1 2 5 8 14 MEMBER PROPERTY LIST 1 EXAMPLE PROBLEM NO. 1 -- PAGE NO. 4 MEMBER PROPERTIES. UNIT - CM ----------------- MEMB PROFILE AX/ IZ/ IY/ IX/ AY AZ SZ SY 1 ST UC356X368X129 164.00 40200.00 14600.00 152.61 36.98 116.11 2260.97 792.19 2 ST UC254X254X73 93.10 11400.00 3910.00 57.62 21.85 65.07 897.28 307.15 5 ST UB533X210X82 105.00 47500.00 2010.00 51.52 50.72 49.61 1798.22 192.53 8 ST UB457X152X52 66.60 21400.00 645.00 21.37 34.18 29.90 951.53 84.65 14 RA UA100X100X8 15.50 236.82 59.54 3.31 5.33 5.33 33.49 15.20 ************ END OF DATA FROM INTERNAL STORAGE ************ 45. LOADING 1 DEAD AND LIVE LOAD 46. SELFWEIGHT Y -1.0 47. JOINT LOAD 48. 4 5 FY -65. ; 11 FY -155. 49. MEMB LOAD 50. 8 TO 13 UNI Y -13.5 ; 6 UNI GY -17.5 51. CALCULATE RAYLEIGH FREQUENCY 52. LOADING 2 WIND FROM LEFT 53. MEMBER LOAD 54. 1 2 UNI GX 9.0 ; 8 TO 10 UNI Y -15.0 55. * 1/3 RD INCREASE IS ACCOMPLISHED BY 75% LOAD 56. LOAD COMB 3 75 PERCENT DL LL WL 57. 1 0.75 2 0.75 58. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 16 NUMBER OF MEMBERS 23 NUMBER OF PLATES 0 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2 Using 64-bit analysis engine. EXAMPLE PROBLEM NO. 1 -- PAGE NO. 5 SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 43 TOTAL LOAD COMBINATION CASES = 1 SO FAR. ********************************************************** * * * RAYLEIGH FREQUENCY FOR LOADING 1 = 3.48541 CPS * * MAX DEFLECTION = 2.54900 CM GLO X, AT JOINT 7 * * * ********************************************************** 59. LOAD LIST 1 3 60. PRINT MEMBER FORCES MEMBER FORCES EXAMPLE PROBLEM NO. 1 -- PAGE NO. 6 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 1 1 1 239.70 -7.78 0.00 0.00 0.00 -72.75 3 -232.14 7.78 0.00 0.00 0.00 26.08 3 1 179.63 85.56 0.00 0.00 0.00 334.46 3 -173.96 -45.06 0.00 0.00 0.00 57.40 2 1 3 150.33 -22.49 0.00 0.00 0.00 -26.08 7 -147.12 22.49 0.00 0.00 0.00 -75.14 3 3 128.83 -0.18 0.00 0.00 0.00 -57.40 7 -126.42 30.56 0.00 0.00 0.00 -11.77 3 1 2 258.31 0.00 -7.78 0.00 0.00 0.00 6 -250.75 0.00 7.78 0.00 46.67 0.00 3 2 244.50 0.00 -15.69 0.00 0.00 0.00 6 -238.83 0.00 15.69 0.00 94.14 0.00 4 1 6 142.80 0.00 -22.49 0.00 71.03 0.00 8 -137.13 0.00 22.49 0.00 30.19 0.00 3 6 141.64 0.00 -60.93 0.00 140.17 0.00 8 -137.39 0.00 60.93 0.00 134.03 0.00 5 1 3 -14.72 81.80 0.00 0.00 0.00 0.00 4 14.72 -79.38 0.00 0.00 0.00 241.78 3 3 -45.24 45.12 0.00 0.00 0.00 0.00 4 45.24 -43.31 0.00 0.00 0.00 132.65 6 1 4 -14.72 14.38 0.00 0.00 0.00 -241.78 5 14.72 40.54 0.00 0.00 0.00 202.55 3 4 -45.24 -5.44 0.00 0.00 0.00 -132.65 5 45.24 46.63 0.00 0.00 0.00 54.55 7 1 5 -14.72 -105.54 0.00 0.00 0.00 -202.55 6 14.72 107.96 0.00 0.00 0.00 -117.70 3 5 -45.24 -95.38 0.00 0.00 0.00 -54.55 6 45.24 97.19 0.00 0.00 0.00 -234.31 8 1 7 167.81 70.72 0.00 0.00 0.00 75.13 12 -167.35 -46.34 0.00 0.00 0.00 27.25 3 7 172.82 43.62 0.00 0.00 0.00 11.77 12 -172.47 -5.65 0.00 0.00 0.00 31.33 9 1 12 168.29 40.04 0.00 0.00 0.00 -27.24 14 -167.83 -15.66 0.00 0.00 0.00 75.96 EXAMPLE PROBLEM NO. 1 -- PAGE NO. 7 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 12 167.89 34.90 0.00 0.00 0.00 -31.32 14 -167.55 3.06 0.00 0.00 0.00 59.17 10 1 14 188.07 -88.15 0.00 0.00 0.00 -75.98 16 -187.61 112.53 0.00 0.00 0.00 -99.54 3 14 154.06 -61.65 0.00 0.00 0.00 -59.19 16 -153.71 99.62 0.00 0.00 0.00 -81.86 11 1 15 188.04 -88.20 0.00 0.00 0.00 -76.06 16 -187.58 112.58 0.00 0.00 0.00 -99.54 3 15 160.58 -70.47 0.00 0.00 0.00 -57.40 16 -160.23 88.75 0.00 0.00 0.00 -81.86 12 1 13 182.56 36.30 0.00 0.00 0.00 -33.87 15 -182.10 -11.92 0.00 0.00 0.00 76.05 3 13 123.15 38.74 0.00 0.00 0.00 -5.61 15 -122.80 -20.45 0.00 0.00 0.00 57.39 13 1 8 184.91 48.81 0.00 0.00 0.00 30.19 13 -184.45 -24.43 0.00 0.00 0.00 33.87 3 8 118.55 88.96 0.00 0.00 0.00 134.01 13 -118.21 -70.68 0.00 0.00 0.00 5.62 14 1 9 -6.25 0.05 0.00 0.00 0.00 0.00 12 6.36 0.04 0.00 0.00 0.00 0.01 3 9 29.69 0.04 0.00 0.00 0.00 -0.00 12 -29.61 0.03 0.00 0.00 0.00 0.01 15 1 9 4.86 0.05 0.00 0.00 0.00 -0.00 14 -4.64 0.04 0.00 0.00 0.00 0.01 3 9 -24.97 0.04 0.00 0.00 0.00 -0.00 14 25.13 0.03 0.00 0.00 0.00 0.01 16 1 11 -107.59 0.08 0.00 0.00 0.00 -0.01 14 107.80 0.10 0.00 0.00 0.00 -0.01 3 11 -44.00 0.06 0.00 0.00 0.00 -0.01 14 44.16 0.07 0.00 0.00 0.00 -0.01 17 1 11 -94.66 0.08 0.00 0.00 0.00 -0.01 15 94.87 0.10 0.00 0.00 0.00 -0.01 3 11 -107.68 0.06 0.00 0.00 0.00 -0.01 15 107.84 0.07 0.00 0.00 0.00 -0.01 18 1 10 -10.44 0.05 0.00 0.00 0.00 -0.00 15 10.66 0.04 0.00 0.00 0.00 0.01 EXAMPLE PROBLEM NO. 1 -- PAGE NO. 8 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 10 26.57 0.04 0.00 0.00 0.00 -0.00 15 -26.41 0.03 0.00 0.00 0.00 0.01 19 1 10 12.13 0.05 0.00 0.00 0.00 0.00 13 -12.02 0.04 0.00 0.00 0.00 0.01 3 10 -32.23 0.04 0.00 0.00 0.00 0.00 13 32.31 0.03 0.00 0.00 0.00 0.01 20 1 7 -85.02 0.14 0.00 0.00 0.00 0.01 9 85.02 0.13 0.00 0.00 0.00 0.00 3 7 -95.19 0.10 0.00 0.00 0.00 -0.00 9 95.19 0.10 0.00 0.00 0.00 0.00 21 1 9 -90.88 0.14 0.00 0.00 0.00 0.00 11 90.88 0.13 0.00 0.00 0.00 0.01 3 9 -66.58 0.10 0.00 0.00 0.00 -0.00 11 66.58 0.10 0.00 0.00 0.00 0.01 22 1 10 -99.16 0.14 0.00 0.00 0.00 -0.00 11 99.16 0.13 0.00 0.00 0.00 0.01 3 10 -25.81 0.10 0.00 0.00 0.00 0.00 11 25.81 0.10 0.00 0.00 0.00 0.01 23 1 8 -110.95 0.14 0.00 0.00 0.00 0.00 10 110.95 0.13 0.00 0.00 0.00 0.00 3 8 5.05 0.11 0.00 0.00 0.00 0.02 10 -5.05 0.09 0.00 0.00 0.00 -0.00 ************** END OF LATEST ANALYSIS RESULT ************** 61. PRINT SUPPORT REACTION SUPPORT REACTION EXAMPLE PROBLEM NO. 1 -- PAGE NO. 9 SUPPORT REACTIONS -UNIT KNS METE STRUCTURE TYPE = PLANE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 7.78 239.70 0.00 0.00 0.00 -72.75 3 -85.56 179.63 0.00 0.00 0.00 334.46 2 1 -7.78 258.31 0.00 0.00 0.00 0.00 3 -15.69 244.50 0.00 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** 62. PARAMETER 63. CODE EN 1993-1-1:2005 64. NA 1 65. NSF 0.85 ALL 66. BEAM 3 ALL 67. KY 1.2 MEMB 3 4 68. RATIO 0.9 ALL 69. SELECT ALL STEEL DESIGN STAAD.PRO MEMBER SELECTION - BS EN 1993-1-1:2005 ******************************************** NATIONAL ANNEX - NA to BS EN 1993-1-1:2005 PROGRAM CODE REVISION V1.14 BS_EC3_2005/1 EXAMPLE PROBLEM NO. 1 -- PAGE NO. 10 ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 1 ST UC305X305X118(BRITISH SECTIONS) PASS EC-6.3.3-662 0.868 3 179.63 C 0.00 334.46 0.00 2 ST UC203X203X46 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.882 1 147.12 C 0.00 -75.14 4.50 3 ST UC254X254X89 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.736 3 238.83 C 94.14 0.00 6.00 4 ST UC305X305X97 (BRITISH SECTIONS) PASS EC-6.2.9.1 0.822 3 141.64 C 140.17 0.00 0.00 5 ST UB457X191X67 (BRITISH SECTIONS) PASS EC-6.3.2 LTB 0.863 1 14.72 T 0.00 241.78 3.00 6 ST UB457X191X67 (BRITISH SECTIONS) PASS EC-6.3.2 LTB 0.883 1 14.72 T 0.00 -247.42 0.75 7 ST UB457X191X67 (BRITISH SECTIONS) PASS EC-6.3.2 LTB 0.836 3 45.24 T 0.00 -234.31 3.00 8 ST UB356X127X33 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.844 1 167.81 C 0.00 75.13 0.00 9 ST UB254X146X37 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.855 1 167.83 C 0.00 75.96 1.75 10 ST UB406X140X39 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.803 1 187.61 C 0.00 -99.54 1.75 EXAMPLE PROBLEM NO. 1 -- PAGE NO. 11 ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 11 ST UB406X140X39 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.803 1 187.58 C 0.00 -99.54 1.75 12 ST UB254X146X37 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.870 1 182.10 C 0.00 76.05 1.75 13 ST UB356X171X45 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.851 3 118.55 C 0.00 134.01 0.00 14 RA UA50x50x4 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.782 3 29.68 C 0.00 -0.00 0.10 15 RA UA35x35x4 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.865 1 4.75 C 0.00 -0.03 0.98 16 RA UA65x50x5 (BRITISH SECTIONS) PASS EC-6.2.9.2/3 0.871 1 107.69 T 0.00 -0.05 1.17 17 RA UA65x50x5 (BRITISH SECTIONS) PASS EC-6.2.9.2/3 0.862 3 107.76 T 0.00 -0.04 1.17 18 RA UA60x60x5 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.783 3 26.57 C 0.00 -0.00 0.00 19 RA UA35x35x4 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.832 1 12.07 C 0.00 -0.02 0.68 20 RA UA60x40x5 (BRITISH SECTIONS) PASS EC-6.2.9.2/3 0.897 3 95.19 T 0.00 -0.06 1.12 EXAMPLE PROBLEM NO. 1 -- PAGE NO. 12 ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 21 RA UA60x40x5 (BRITISH SECTIONS) PASS EC-6.2.9.2/3 0.875 1 90.88 T 0.00 -0.08 1.12 22 RA UA65x50x5 (BRITISH SECTIONS) PASS EC-6.2.9.2/3 0.826 1 99.16 T 0.00 -0.08 1.13 23 RA UA60x40x6 (BRITISH SECTIONS) PASS EC-6.2.9.2/3 0.888 1 110.95 T 0.00 -0.08 1.12 ************** END OF TABULATED RESULT OF DESIGN ************** 70. GROUP MEMB 1 3 4 GROUPING BASED ON MEMBER 1 (ST UC305X305X118 ) LIST= 1.... 71. GROUP MEMB 5 6 7 GROUPING BASED ON MEMBER 7 (ST UB457X191X67 ) LIST= 5.... 72. GROUP MEMB 8 TO 13 GROUPING BASED ON MEMBER 13 (ST UB356X171X45 ) LIST= 8.... 73. GROUP MEMB 14 TO 23 GROUPING BASED ON MEMBER 18 (RA UA60x60x5 ) LIST= 14.... 74. PERFORM ANALYSIS ** ALL CASES BEING MADE ACTIVE BEFORE RE-ANALYSIS. ** ********************************************************** * * * RAYLEIGH FREQUENCY FOR LOADING 1 = 2.68348 CPS * * MAX DEFLECTION = 4.57423 CM GLO X, AT JOINT 7 * * * ********************************************************** 75. PARAMETER 76. BEAM 3 ALL 77. RATIO 1.0 ALL 78. TRACK 1.0 ALL 79. CHECK CODE ALL STEEL DESIGN STAAD.PRO CODE CHECKING - BS EN 1993-1-1:2005 ******************************************** NATIONAL ANNEX - NA to BS EN 1993-1-1:2005 PROGRAM CODE REVISION V1.14 BS_EC3_2005/1 EXAMPLE PROBLEM NO. 1 -- PAGE NO. 13 ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 1 ST UC305X305X118(BRITISH SECTIONS) PASS EC-6.3.3-662 0.910 3 178.79 C 0.00 351.35 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 1 UNIT - kN,m SECTION CLASS 1 | |MCZ= 460.6 MCY= 210.3 PC= 2285.0 PT= 3525.0 MB= 410.5 PV= 582.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.127 K = 1.000 | | PZ= 3525.00 FX/PZ = 0.05 MRZ= 460.6 MRY= 210.3 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 2 ST UC203X203X46 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.802 1 144.94 C 0.00 -68.59 4.50 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 2 UNIT - kN,m SECTION CLASS 1 | |MCZ= 116.8 MCY= 54.3 PC= 800.0 PT= 1379.5 MB= 98.9 PV= 229.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.127 K = 1.000 | | PZ= 1379.45 FX/PZ = 0.11 MRZ= 116.8 MRY= 54.3 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 3 ST UC305X305X118(BRITISH SECTIONS) PASS EC-6.2.9.1 0.438 3 235.25 C 92.19 0.00 6.00 EXAMPLE PROBLEM NO. 1 -- PAGE NO. 14 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 3 UNIT - kN,m SECTION CLASS 1 | |MCZ= 460.6 MCY= 210.3 PC= 1930.8 PT= 3525.0 MB= 410.5 PV= 582.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.127 K = 1.000 | | PZ= 3525.00 FX/PZ = 0.07 MRZ= 460.6 MRY= 210.3 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 4 ST UC305X305X118(BRITISH SECTIONS) PASS EC-6.2.9.1 0.659 3 138.96 C 138.54 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 4 UNIT - kN,m SECTION CLASS 1 | |MCZ= 460.6 MCY= 210.3 PC= 2466.9 PT= 3525.0 MB= 438.0 PV= 582.9| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.127 K = 1.000 | | PZ= 3525.00 FX/PZ = 0.04 MRZ= 460.6 MRY= 210.3 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 5 ST UB457X191X67 (BRITISH SECTIONS) PASS EC-6.3.2 LTB 0.861 1 14.61 T 0.00 241.23 3.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 5 UNIT - kN,m SECTION CLASS 1 | |MCZ= 345.5 MCY= 55.7 PC= 1485.4 PT= 2009.3 MB= 280.1 PV= 555.4| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.127 K = 1.000 | | PZ= 2009.25 FX/PZ = 0.01 MRZ= 345.5 MRY= 55.7 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= EXAMPLE PROBLEM NO. 1 -- PAGE NO. 15 6 ST UB457X191X67 (BRITISH SECTIONS) PASS EC-6.3.2 LTB 0.882 1 14.61 T 0.00 -246.94 0.75 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 6 UNIT - kN,m SECTION CLASS 1 | |MCZ= 345.5 MCY= 55.7 PC= 1485.4 PT= 2009.3 MB= 280.1 PV= 555.4| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.127 K = 1.000 | | PZ= 2009.25 FX/PZ = 0.01 MRZ= 345.5 MRY= 55.7 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 7 ST UB457X191X67 (BRITISH SECTIONS) PASS EC-6.3.2 LTB 0.824 3 44.31 T 0.00 -230.73 3.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 7 UNIT - kN,m SECTION CLASS 1 | |MCZ= 345.5 MCY= 55.7 PC= 1485.4 PT= 2009.3 MB= 280.1 PV= 555.4| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.127 K = 1.000 | | PZ= 2009.25 FX/PZ = 0.02 MRZ= 345.5 MRY= 55.7 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 8 ST UB356X171X45 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.512 1 165.72 C 0.00 68.59 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 8 UNIT - kN,m SECTION CLASS 1 | |MCZ= 182.1 MCY= 34.5 PC= 1193.5 PT= 1346.6 MB= 175.5 PV= 363.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.127 K = 1.000 | | PZ= 1346.55 FX/PZ = 0.12 MRZ= 182.1 MRY= 34.5 | |---------------------------------------------------------------------| EXAMPLE PROBLEM NO. 1 -- PAGE NO. 16 ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 9 ST UB356X171X45 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.573 1 166.04 C 0.00 77.15 1.75 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 9 UNIT - kN,m SECTION CLASS 1 | |MCZ= 182.1 MCY= 34.5 PC= 1193.5 PT= 1346.6 MB= 175.5 PV= 363.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.127 K = 1.000 | | PZ= 1346.55 FX/PZ = 0.12 MRZ= 182.1 MRY= 34.5 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 10 ST UB356X171X45 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.682 1 186.60 C 0.00 -97.18 1.75 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 10 UNIT - kN,m SECTION CLASS 1 | |MCZ= 182.1 MCY= 34.5 PC= 1193.5 PT= 1346.6 MB= 175.5 PV= 363.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.127 K = 1.000 | | PZ= 1346.55 FX/PZ = 0.14 MRZ= 182.1 MRY= 34.5 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 11 ST UB356X171X45 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.682 1 186.46 C 0.00 -97.18 1.75 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 11 UNIT - kN,m SECTION CLASS 1 | |MCZ= 182.1 MCY= 34.5 PC= 1193.5 PT= 1346.6 MB= 175.5 PV= 363.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.127 K = 1.000 | | PZ= 1346.55 FX/PZ = 0.14 MRZ= 182.1 MRY= 34.5 | |---------------------------------------------------------------------| EXAMPLE PROBLEM NO. 1 -- PAGE NO. 17 ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 12 ST UB356X171X45 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.584 1 175.61 C 0.00 77.56 1.75 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 12 UNIT - kN,m SECTION CLASS 1 | |MCZ= 182.1 MCY= 34.5 PC= 1193.5 PT= 1346.6 MB= 175.5 PV= 363.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.127 K = 1.000 | | PZ= 1346.55 FX/PZ = 0.13 MRZ= 182.1 MRY= 34.5 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 13 ST UB356X171X45 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.831 3 121.12 C 0.00 130.01 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 13 UNIT - kN,m SECTION CLASS 1 | |MCZ= 182.1 MCY= 34.5 PC= 1193.5 PT= 1346.6 MB= 175.5 PV= 363.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.127 K = 1.000 | | PZ= 1346.55 FX/PZ = 0.09 MRZ= 182.1 MRY= 34.5 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 14 RA UA60x60x5 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.285 3 19.99 C 0.00 0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 14 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 0.8 PC= 75.6 PT= 136.8 MB= 1.9 PV= 27.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 136.77 FX/PZ = 0.15 MRZ= 1.5 MRY= 0.8 | |---------------------------------------------------------------------| EXAMPLE PROBLEM NO. 1 -- PAGE NO. 18 ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 15 RA UA60x60x5 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.174 1 5.91 C 0.00 -0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 15 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 0.8 PC= 35.3 PT= 136.8 MB= 1.6 PV= 27.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 136.77 FX/PZ = 0.04 MRZ= 1.5 MRY= 0.8 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 16 RA UA60x60x5 (BRITISH SECTIONS) PASS EC-6.2.9.2/3 0.797 1 105.96 T 0.00 -0.02 1.17 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 16 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 0.8 PC= 25.5 PT= 136.8 MB= 1.5 PV= 27.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 136.77 FX/PZ = 0.77 MRZ= 1.5 MRY= 0.8 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 17 RA UA60x60x5 (BRITISH SECTIONS) PASS EC-6.2.9.2/3 0.781 3 104.19 T 0.00 -0.01 1.17 EXAMPLE PROBLEM NO. 1 -- PAGE NO. 19 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 17 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 0.8 PC= 25.5 PT= 136.8 MB= 1.5 PV= 27.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 136.77 FX/PZ = 0.76 MRZ= 1.5 MRY= 0.8 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 18 RA UA60x60x5 (BRITISH SECTIONS) PASS EC-6.3.3-662 0.670 3 22.72 C 0.00 -0.00 0.00 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 18 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 0.8 PC= 35.3 PT= 136.8 MB= 1.6 PV= 27.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 136.77 FX/PZ = 0.17 MRZ= 1.5 MRY= 0.8 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 19 RA UA60x60x5 (BRITISH SECTIONS) PASS EC-6.2.9.2/3 0.206 3 27.43 T 0.00 -0.00 0.59 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 19 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 0.8 PC= 75.6 PT= 136.8 MB= 1.9 PV= 27.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 136.77 FX/PZ = 0.20 MRZ= 1.5 MRY= 0.8 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= EXAMPLE PROBLEM NO. 1 -- PAGE NO. 20 20 RA UA60x60x5 (BRITISH SECTIONS) PASS EC-6.2.9.2/3 0.639 1 83.85 T 0.00 -0.03 1.12 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 20 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 0.8 PC= 27.4 PT= 136.8 MB= 1.5 PV= 27.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 136.77 FX/PZ = 0.61 MRZ= 1.5 MRY= 0.8 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 21 RA UA60x60x5 (BRITISH SECTIONS) PASS EC-6.2.9.2/3 0.691 1 90.76 T 0.00 -0.03 1.12 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 21 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 0.8 PC= 27.4 PT= 136.8 MB= 1.5 PV= 27.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 136.77 FX/PZ = 0.66 MRZ= 1.5 MRY= 0.8 | |---------------------------------------------------------------------| ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 22 RA UA60x60x5 (BRITISH SECTIONS) PASS EC-6.2.9.2/3 0.738 1 97.10 T 0.00 -0.03 1.13 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 22 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 0.8 PC= 27.4 PT= 136.8 MB= 1.5 PV= 27.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 136.77 FX/PZ = 0.71 MRZ= 1.5 MRY= 0.8 | |---------------------------------------------------------------------| EXAMPLE PROBLEM NO. 1 -- PAGE NO. 21 ALL UNITS ARE - KNS METE (UNLESS OTHERWISE Noted) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION ======================================================================= 23 RA UA60x60x5 (BRITISH SECTIONS) PASS EC-6.2.9.2/3 0.774 1 101.92 T 0.00 -0.03 1.12 |---------------------------------------------------------------------| | CALCULATED CAPACITIES FOR MEMB 23 UNIT - kN,m SECTION CLASS 4 | |MCZ= 1.5 MCY= 0.8 PC= 27.4 PT= 136.8 MB= 1.5 PV= 27.1| | BUCKLING CO-EFFICIENTS C1 AND K : C1 = 1.132 K = 1.000 | | PZ= 136.77 FX/PZ = 0.75 MRZ= 1.5 MRY= 0.8 | |---------------------------------------------------------------------| ************** END OF TABULATED RESULT OF DESIGN ************** 80. STEEL TAKE OFF EXAMPLE PROBLEM NO. 1 -- PAGE NO. 22 STEEL TAKE OFF STEEL TAKE-OFF -------------- PROFILE LENGTH(METE) WEIGHT(KNS ) ST UC305X305X118 16.50 19.013 ST UC203X203X46 4.50 2.029 ST UB457X191X67 9.00 5.911 ST UB356X171X45 10.50 4.620 RA UA60x60x5 19.93 0.891 ---------------- TOTAL = 32.464 ************ END OF DATA FROM INTERNAL STORAGE ************ 81. FINISH *********** END OF THE STAAD.Pro RUN *********** **** DATE= OCT 27,2022 TIME= 15: 6:56 **** EXAMPLE PROBLEM NO. 1 -- PAGE NO. 23 ************************************************************ * For technical assistance on STAAD.Pro, please visit * * http://www.bentley.com/en/support/ * * * * Details about additional assistance from * * Bentley and Partners can be found at program menu * * Help->Technical Support * * * * Copyright (c) Bentley Systems, Inc. * * http://www.bentley.com * ************************************************************