EX. US-11 Response Spectrum Analysis of a Frame
Dynamic analysis (Response Spectrum) is performed for a steel structure. Results of a static and dynamic analysis are combined. The combined results are then used for steel design.
This problem is installed with the program by default to C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\Sample Models\US\US-11 Response Spectrum Analysis of a Frame.STD when you install the program.
- L1 = 10 ft, L2 = 20 ft
- w = 1.5 k/ft
- P1 = 5.0 kips, P2 = 7.5 kips
Actual input is shown in bold lettering followed by explanation.
STAAD PLANE RESPONSE SPECTRUM ANALYSIS
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 FEET KIPS
Defines the input units for the data that follows.
JOINT COORDINATES
1 0 0 0 ; 2 20 0 0
3 0 10 0 ; 4 20 10 0
5 0 20 0 ; 6 20 20 0
Joint number followed by X, Y and Z coordinates are provided above. Since this is a plane structure, the Z coordinates are all the same, in this case, zeros.
MEMBER INCIDENCES
1 1 3 ; 2 2 4 ; 3 3 5 ; 4 4 6
5 3 4 ; 6 5 6
Defines the members by the joints to which they are connected.
MEMBER PROPERTIES AMERICAN
1 TO 4 TA ST W10X33
5 TA ST W12X40
6 TA ST W8X40
Properties for all members are assigned from the American (AISC) steel table. The word ST stands for standard single section.
SUPPORTS
1 2 FIXED
Fixed supports are specified at joints 1 and 2.
UNIT INCH
DEFINE MATERIAL START
ISOTROPIC STEEL
E 29000.
POISSON 0.3
DENSITY 283e-006
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 36 FU 58 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANT
MATERIAL STEEL ALL
Material constants such as E (modulus of elasticity), Poisson’s ratio and density (DEN) are specified above. Length unit is changed from FT to INCH to facilitate the input.
CUT OFF MODE SHAPE 2
The number of mode shapes to be considered in dynamic analysis is set to 2. Without the above command, this will be set to the default. See TR.30.1 Cut-Off Frequency, Mode Shapes, or Time .
* LOAD 1 WILL BE STATIC LOAD
UNIT FEET
LOAD 1 DEAD AND LIVE LOADS
Load case 1 is initiated followed by a title. Prior to this, the length unit is changed to METER for specifying distributed member loads. A line starting with an asterisk (*) mark indicates a comment line.
SELFWEIGHT Y -1.0
The above command indicates that the selfweight of the structure acting in the global Y direction is part of this load case. The factor of -1.0 is meant to indicate that the load acts opposite to the positive direction of global Y, hence downwards.
MEMBER LOADS
5 CON GY -5.0 6.0
5 CON GY -7.5 10.0
5 CON GY -5.0 14.0
5 6 UNI Y -1.5
Load 1 contains member loads also. GY indicates that the load is in the global Y direction while Y indicates local Y direction. The word UNI stands for uniformly distributed load while CON stands for concentrated load. GY is followed by the value of the load and the distance at which it is applied.
* NEXT LOAD WILL BE RESPONSE SPECTRUM LOAD
* WITH MASSES PROVIDED IN TERMS OF LOAD.
LOAD 2 SEISMIC LOADING
The two lines which begin with the asterisk are comment lines which tell us the purpose of the next load case. Load case 2 is then initiated along with an optional title. This will be a dynamic load case. Permanent masses will be provided in the form of loads. These masses (in terms of loads) will be considered for the eigensolution. Internally, the program converts these loads to masses, hence it is best to specify them as absolute values (without a negative sign). Also, the direction (X, Y, Z etc.) of the loads will correspond to the dynamic degrees of freedom in which the masses are capable of vibrating. In a PLANE frame, only X and Y directions need to be considered. In a SPACE frame, masses (loads) should be provided in all three (X, Y and Z) directions if they are active along all three. The user has the freedom to restrict one or more directions.
SELFWEIGHT X 1.0
SELFWEIGHT Y 1.0
The above commands indicate that the selfweight of the structure acting in the global X and Y directions with a factor of 1.0 is taken into consideration for the mass matrix.
MEMBER LOADS
5 CON GX 5.0 6.0
5 CON GY 5.0 6.0
5 CON GX 7.5 10.0
5 CON GY 7.5 10.0
5 CON GX 5.0 14.0
5 CON GY 5.0 14.0
The mass matrix will also consist of terms derived from the above member loads. GX and GY indicate that the load, and hence the resulting mass, is capable of vibration along the global X and Y directions. The word CON stands for concentrated load. Concentrated forces of 5, 7.5, and 5 kips are located at 6ft, 10ft and 14ft from the start of member 5.
SPECTRUM CQC IBC 2012 X 1.0 ACC DAMP 0.05
ZIP 92806 SITE CLASS D TL 12.0
The SPECTRUM command specifies a 2012 International Buidling Code / ASCE 7-10 seismic response spectrum load. The modal responses will be combined using the CQC method. Here, the spectrum effect is in the global X direction with a factor of 1.0. IBC 2012 response spectra are always given in terms of acceleration (ACC). A damping ratio of 0.05 (5%) is used. The second line then gives the location and site class values (using the US ZIP postal code and IBC/ASCE site class) along with the long period transition time.
LOAD LIST 1 3 4
PARAMETER
CODE AISC UNIFIED
SELECT ALL
A steel design in the form of a member selection is performed based on the rules of the American Code. Only the member forces resulting from load cases 1, 3 and 4 will be considered for these calculations.
FINISH
This command terminates the STAAD run.
Input File
STAAD PLANE RESPONSE SPECTRUM ANALYSIS
UNIT FEET KIPS
JOINT COORDINATES
1 0 0 0 ; 2 20 0 0
3 0 10 0 ; 4 20 10 0
5 0 20 0 ; 6 20 20 0
MEMBER INCIDENCES
1 1 3 ; 2 2 4 ; 3 3 5 ; 4 4 6
5 3 4 ; 6 5 6
MEMBER PROPERTIES AMERICAN
1 TO 4 TA ST W10X33
5 TA ST W12X40
6 TA ST W8X40
SUPPORTS
1 2 FIXED
UNIT INCH
DEFINE MATERIAL START
ISOTROPIC STEEL
E 29000.
POISSON 0.3
DENSITY 283e-006
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 36 FU 58 RY 1.5 RT 1.2
END DEFINE MATERIAL
CONSTANT
MATERIAL STEEL ALL
CUT OFF MODE SHAPE 2
*LOAD 1 WILL BE STATIC LOAD
UNIT FEET
LOAD 1 DEAD AND LIVE LOADS
SELFWEIGHT Y -1.0
MEMBER LOADS
5 CON GY -5.0 6.0
5 CON GY -7.5 10.0
5 CON GY -5.0 14.0
5 6 UNI Y -1.5
* NEXT LOAD WILL BE RESPONSE SPECTRUM LOAD
* WITH MASSES PROVIDED IN TERMS OF LOAD.
LOAD 2 SEISMIC LOADING
SELFWEIGHT X 1.0
SELFWEIGHT Y 1.0
MEMBER LOADS
5 CON GX 5.0 6.0
5 CON GY 5.0 6.0
5 CON GX 7.5 10.0
5 CON GY 7.5 10.0
5 CON GX 5.0 14.0
5 CON GY 5.0 14.0
SPECTRUM CQC IBC 2012 X 1.0 ACC DAMP 0.05
ZIP 92806 SITE CLASS D TL 12.0
LOAD COMBINATION 3
1 0.75 2 0.75
LOAD COMBINATION 4
1 0.75 2 -0.75
PERFORM ANALYSIS PRINT MODE SHAPES
PRINT ANALYSIS RESULTS
LOAD LIST 1 3 4
PARAMETER
CODE AISC UNIFIED
SELECT ALL
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: 8:50 * * * * Licensed to: Bentley Systems Inc * **************************************************** 1. STAAD PLANE RESPONSE SPECTRUM ANALYSIS INPUT FILE: US-11 Response Spectrum Analysis of a Frame.STD 2. UNIT FEET KIPS 3. JOINT COORDINATES 4. 1 0 0 0 ; 2 20 0 0 5. 3 0 10 0 ; 4 20 10 0 6. 5 0 20 0 ; 6 20 20 0 7. MEMBER INCIDENCES 8. 1 1 3 ; 2 2 4 ; 3 3 5 ; 4 4 6 9. 5 3 4 ; 6 5 6 10. MEMBER PROPERTIES AMERICAN 11. 1 TO 4 TA ST W10X33 12. 5 TA ST W12X40 13. 6 TA ST W8X40 14. SUPPORTS 15. 1 2 FIXED 16. UNIT INCH 17. DEFINE MATERIAL START 18. ISOTROPIC STEEL 19. E 29000. 20. POISSON 0.3 21. DENSITY 283E-006 22. ALPHA 6E-006 23. DAMP 0.03 24. TYPE STEEL 25. STRENGTH FY 36 FU 58 RY 1.5 RT 1.2 26. END DEFINE MATERIAL 27. CONSTANT 28. MATERIAL STEEL ALL 29. CUT OFF MODE SHAPE 2 30. *LOAD 1 WILL BE STATIC LOAD 31. UNIT FEET 32. LOAD 1 DEAD AND LIVE LOADS 33. SELFWEIGHT Y -1.0 34. MEMBER LOADS 35. 5 CON GY -5.0 6.0 36. 5 CON GY -7.5 10.0 37. 5 CON GY -5.0 14.0 38. 5 6 UNI Y -1.5 RESPONSE SPECTRUM ANALYSIS -- PAGE NO. 2 39. * NEXT LOAD WILL BE RESPONSE SPECTRUM LOAD 40. * WITH MASSES PROVIDED IN TERMS OF LOAD. 41. LOAD 2 SEISMIC LOADING 42. SELFWEIGHT X 1.0 43. SELFWEIGHT Y 1.0 44. MEMBER LOADS 45. 5 CON GX 5.0 6.0 46. 5 CON GY 5.0 6.0 47. 5 CON GX 7.5 10.0 48. 5 CON GY 7.5 10.0 49. 5 CON GX 5.0 14.0 50. 5 CON GY 5.0 14.0 51. SPECTRUM CQC IBC 2012 X 1.0 ACC DAMP 0.05 52. ZIP 92806 SITE CLASS D TL 12.0 53. LOAD COMBINATION 3 54. 1 0.75 2 0.75 55. LOAD COMBINATION 4 56. 1 0.75 2 -0.75 57. PERFORM ANALYSIS PRINT MODE SHAPES P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 6 NUMBER OF MEMBERS 6 NUMBER OF PLATES 0 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2 Using 64-bit analysis engine. SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 12 TOTAL LOAD COMBINATION CASES = 2 SO FAR. ***NOTE: MASSES DEFINED UNDER LOAD# 2 WILL FORM THE FINAL MASS MATRIX FOR DYNAMIC ANALYSIS. EIGEN METHOD : SUBSPACE ------------------------- NUMBER OF MODES REQUESTED = 2 NUMBER OF EXISTING MASSES IN THE MODEL = 8 NUMBER OF MODES THAT WILL BE USED = 2 *** EIGENSOLUTION : ADVANCED METHOD *** RESPONSE SPECTRUM ANALYSIS -- PAGE NO. 3 CALCULATED FREQUENCIES FOR LOAD CASE 2 MODE FREQUENCY(CYCLES/SEC) PERIOD(SEC) 1 4.493 0.22258 2 16.308 0.06132 RESPONSE SPECTRUM ANALYSIS -- PAGE NO. 4 MODE SHAPES ----------- JOINT MODE X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 1 0.00000 0.00000 0.00000 0.000E+00 0.000E+00 0.000E+00 2 1 0.00000 0.00000 0.00000 0.000E+00 0.000E+00 0.000E+00 3 1 0.67185 0.00308 0.00000 0.000E+00 0.000E+00 -3.367E-03 4 1 0.67185 -0.00308 0.00000 0.000E+00 0.000E+00 -3.367E-03 5 1 1.00000 0.00360 0.00000 0.000E+00 0.000E+00 -1.467E-03 6 1 1.00000 -0.00360 0.00000 0.000E+00 0.000E+00 -1.467E-03 MODE SHAPES ----------- JOINT MODE X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 1 2 0.00000 0.00000 0.00000 0.000E+00 0.000E+00 0.000E+00 2 2 0.00000 0.00000 0.00000 0.000E+00 0.000E+00 0.000E+00 3 2 -0.08832 0.00516 0.00000 0.000E+00 0.000E+00 -2.620E-03 4 2 -0.08832 -0.00516 0.00000 0.000E+00 0.000E+00 -2.620E-03 5 2 1.00000 0.00780 0.00000 0.000E+00 0.000E+00 -7.148E-03 6 2 1.00000 -0.00780 0.00000 0.000E+00 0.000E+00 -7.148E-03 RESPONSE SPECTRUM LOAD 2 RESPONSE LOAD CASE 2 MODAL WEIGHT (MODAL MASS TIMES g) IN KIPS GENERALIZED MODE X Y Z WEIGHT 1 1.984110E+01 2.545506E-33 0.000000E+00 9.680166E+00 2 2.373892E-01 2.473935E-28 0.000000E+00 1.272852E+00 CQC MODAL COMBINATION METHOD USED. DYNAMIC WEIGHT X Y Z 2.007858E+01 2.007858E+01 0.000000E+00 KIPS MISSING WEIGHT X Y Z -9.338434E-05 -2.007858E+01 0.000000E+00 KIPS MODAL WEIGHT X Y Z 2.007849E+01 2.473961E-28 0.000000E+00 KIPS RESPONSE SPECTRUM ANALYSIS -- PAGE NO. 5 MODE ACCELERATION-G DAMPING ---- -------------- ------- 1 1.03090 0.05000 2 0.74526 0.05000 MODAL BASE ACTIONS MODAL BASE ACTIONS FORCES IN KIPS LENGTH IN FEET ----------------------------------------------------------- MOMENTS ARE ABOUT THE ORIGIN MODE PERIOD FX FY FZ MX MY MZ 1 0.223 20.45 -0.00 0.00 0.00 0.00 -222.06 2 0.061 0.18 -0.00 0.00 0.00 0.00 2.19 PARTICIPATION FACTORS MASS PARTICIPATION FACTORS IN PERCENT BASE SHEAR IN KIPS -------------------------------------- ------------------ MODE X Y Z SUMM-X SUMM-Y SUMM-Z X Y Z 1 98.82 0.00 0.00 98.817 0.000 0.000 20.45 0.00 0.00 2 1.18 0.00 0.00 99.999 0.000 0.000 0.18 0.00 0.00 --------------------------- TOTAL SRSS SHEAR 20.46 0.00 0.00 TOTAL 10PCT SHEAR 20.46 0.00 0.00 TOTAL ABS SHEAR 20.63 0.00 0.00 TOTAL CQC SHEAR 20.46 0.00 0.00 58. PRINT ANALYSIS RESULTS ANALYSIS RESULTS RESPONSE SPECTRUM ANALYSIS -- PAGE NO. 6 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE ------------------ 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 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 2 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3 1 -0.00151 -0.01706 0.00000 0.00000 0.00000 -0.00248 2 0.48043 0.00220 0.00000 0.00000 0.00000 0.00241 3 0.35919 -0.01115 0.00000 0.00000 0.00000 -0.00005 4 -0.36146 -0.01445 0.00000 0.00000 0.00000 -0.00366 4 1 0.00151 -0.01706 0.00000 0.00000 0.00000 0.00248 2 0.48043 0.00220 0.00000 0.00000 0.00000 0.00241 3 0.36146 -0.01115 0.00000 0.00000 0.00000 0.00366 4 -0.35919 -0.01445 0.00000 0.00000 0.00000 0.00005 5 1 0.00313 -0.02369 0.00000 0.00000 0.00000 -0.00244 2 0.71519 0.00258 0.00000 0.00000 0.00000 0.00105 3 0.53874 -0.01584 0.00000 0.00000 0.00000 -0.00104 4 -0.53404 -0.01970 0.00000 0.00000 0.00000 -0.00262 6 1 -0.00313 -0.02369 0.00000 0.00000 0.00000 0.00244 2 0.71519 0.00258 0.00000 0.00000 0.00000 0.00105 3 0.53404 -0.01584 0.00000 0.00000 0.00000 0.00262 4 -0.53874 -0.01970 0.00000 0.00000 0.00000 0.00104 RESPONSE SPECTRUM ANALYSIS -- PAGE NO. 7 SUPPORT REACTIONS -UNIT KIPS FEET STRUCTURE TYPE = PLANE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 4.57 40.20 0.00 0.00 0.00 -14.33 2 10.23 5.16 0.00 0.00 0.00 59.43 3 11.10 34.02 0.00 0.00 0.00 33.83 4 -4.24 26.28 0.00 0.00 0.00 -55.32 2 1 -4.57 40.20 0.00 0.00 0.00 14.33 2 10.23 5.16 0.00 0.00 0.00 59.43 3 4.24 34.02 0.00 0.00 0.00 55.32 4 -11.10 26.28 0.00 0.00 0.00 -33.83 RESPONSE SPECTRUM ANALYSIS -- PAGE NO. 8 MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KIPS FEET (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 1 1 1 40.20 -4.57 0.00 0.00 0.00 -14.33 3 -39.87 4.57 0.00 0.00 0.00 -31.39 2 1 5.16 10.23 0.00 0.00 0.00 59.43 3 5.16 10.23 0.00 0.00 0.00 42.85 3 1 34.02 4.24 0.00 0.00 0.00 33.83 3 -33.78 -4.24 0.00 0.00 0.00 -55.68 4 1 26.28 -11.10 0.00 0.00 0.00 -55.32 3 -26.03 11.10 0.00 0.00 0.00 8.59 2 1 2 40.20 4.57 0.00 0.00 0.00 14.33 4 -39.87 -4.57 0.00 0.00 0.00 31.39 2 2 5.16 10.23 0.00 0.00 0.00 59.43 4 5.16 10.23 0.00 0.00 0.00 42.85 3 2 34.02 11.10 0.00 0.00 0.00 55.32 4 -33.78 -11.10 0.00 0.00 0.00 -8.59 4 2 26.28 -4.24 0.00 0.00 0.00 -33.83 4 -26.03 4.24 0.00 0.00 0.00 55.68 3 1 3 15.73 -8.85 0.00 0.00 0.00 -44.36 5 -15.40 8.85 0.00 0.00 0.00 -44.14 2 3 0.89 0.85 0.00 0.00 0.00 1.21 5 0.89 0.85 0.00 0.00 0.00 8.86 3 3 12.46 -6.00 0.00 0.00 0.00 -32.36 5 -12.21 6.00 0.00 0.00 0.00 -39.74 4 3 11.13 -7.27 0.00 0.00 0.00 -34.18 5 -10.88 7.27 0.00 0.00 0.00 -26.46 4 1 4 15.73 8.85 0.00 0.00 0.00 44.36 6 -15.40 -8.85 0.00 0.00 0.00 44.14 2 4 0.89 0.85 0.00 0.00 0.00 1.21 6 0.89 0.85 0.00 0.00 0.00 8.86 3 4 12.46 7.27 0.00 0.00 0.00 34.18 6 -12.21 -7.27 0.00 0.00 0.00 26.46 4 4 11.13 6.00 0.00 0.00 0.00 32.36 6 -10.88 -6.00 0.00 0.00 0.00 39.74 5 1 3 -4.28 24.15 0.00 0.00 0.00 75.75 4 4.28 24.15 0.00 0.00 0.00 -75.75 2 3 0.00 4.23 0.00 0.00 0.00 42.32 4 0.00 4.23 0.00 0.00 0.00 42.32 3 3 -3.21 21.28 0.00 0.00 0.00 88.55 4 3.21 14.94 0.00 0.00 0.00 -88.55 RESPONSE SPECTRUM ANALYSIS -- PAGE NO. 9 MEMBER END FORCES STRUCTURE TYPE = PLANE ----------------- ALL UNITS ARE -- KIPS FEET (LOCAL ) MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 4 3 -3.21 14.94 0.00 0.00 0.00 25.08 4 3.21 21.28 0.00 0.00 0.00 -25.08 6 1 5 8.85 15.40 0.00 0.00 0.00 44.14 6 -8.85 15.40 0.00 0.00 0.00 -44.14 2 5 0.00 0.89 0.00 0.00 0.00 8.86 6 0.00 0.89 0.00 0.00 0.00 8.86 3 5 6.64 12.21 0.00 0.00 0.00 39.74 6 -6.64 10.88 0.00 0.00 0.00 -39.74 4 5 6.64 10.88 0.00 0.00 0.00 26.46 6 -6.64 12.21 0.00 0.00 0.00 -26.46 ************** END OF LATEST ANALYSIS RESULT ************** 59. LOAD LIST 1 3 4 60. PARAMETER 61. CODE AISC UNIFIED 62. SELECT ALL PARAMETER 1 RESPONSE SPECTRUM ANALYSIS -- PAGE NO. 10 STAAD.PRO MEMBER SELECTION - AISC 360-16 LRFD (V1.2) ******************************************************** ALL UNITS ARE - KIPS FEET (UNLESS OTHERWISE Noted). ***NOTE : AISC 360-16 Design Statement for STAAD.Pro. *** AXIS CONVENTION ***: ======================== The capacity results and intermediate results in the report follow the notations and axes labels as defined in the AISC 360-16 code. The analysis results are reported in STAAD.Pro axis convention and the AISC 360:16 design results are reported in AISC 360-16 code axis convention. AISC Spec. STAAD.Pro Description ------------ ----------- ------------- X Z Axis typically parallel to the sections principal major axis. Y Y Axis typically parallel to the sections principal minor axis. Z X Longitudinal axis perpendicular to the cross section. SECTION FORCES AXIS MAPPING: - AISC Spec. STAAD.Pro Description ------------ ----------- ------------- Pz FX Axial force. Vy FY Shear force along minor axis. Vx FZ Shear force along major axis. Tz MX Torsional moment. My MY Bending moment about minor axis. Mx MZ Bending moment about major axis. *** DESIGN MESSAGES ***: ======================= 1. Section classification reported is for the cross section and loadcase that produced the worst case design ratio for flexure/compression Capacity results. 2. Results for any Capacity/Check that is not relevant for a section/loadcase based on the code clause in AISC 360-16 will not be shown in the report. 3. Bending results are reported as being �about� the relevant axis (X/Y), while the results for shear are reported as being for shear forces �along� the axis. E.g : Mx indicates bending about the X axis, while Vx indicates shear along the X axis. *** ABBREVIATIONS ***: ====================== F-T-B = Flexural-Torsional Buckling L-T-B = Lateral-Torsional Buckling F-L-B = Flange Local Buckling W-L-B = Web Local Buckling L-L-B = Leg Local Buckling C-F-Y = Compression Flange Yielding T-F-Y = Tension Flange Yielding RESPONSE SPECTRUM ANALYSIS -- PAGE NO. 11 STAAD.PRO MEMBER SELECTION - AISC 360-16 LRFD (V1.2) ******************************************************** ALL UNITS ARE - KIPS FEET (UNLESS OTHERWISE Noted). - Member : 1 |-----------------------------------------------------------------------------| | Member No: 1 Profile: ST W10X26 (AISC SECTIONS)| | Status: PASS Ratio: 0.851 Loadcase: 3 | | Location: 10.00 Ref: Eq.H1-3b | | Pz: 33.78 C Vy: 4.242 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: 55.68 | |-----------------------------------------------------------------------------| - Member : 2 |-----------------------------------------------------------------------------| | Member No: 2 Profile: ST W10X26 (AISC SECTIONS)| | Status: PASS Ratio: 0.846 Loadcase: 3 | | Location: 0.00 Ref: Eq.H1-3b | | Pz: 34.02 C Vy: 11.10 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: 55.32 | |-----------------------------------------------------------------------------| - Member : 3 |-----------------------------------------------------------------------------| | Member No: 3 Profile: ST W12X22 (AISC SECTIONS)| | Status: PASS Ratio: 0.951 Loadcase: 1 | | Location: 0.00 Ref: Eq.H1-1a | | Pz: 15.73 C Vy: -8.850 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: -44.36 | |-----------------------------------------------------------------------------| - Member : 4 |-----------------------------------------------------------------------------| | Member No: 4 Profile: ST W12X22 (AISC SECTIONS)| | Status: PASS Ratio: 0.951 Loadcase: 1 | | Location: 0.00 Ref: Eq.H1-1a | | Pz: 15.73 C Vy: 8.850 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: 44.36 | |-----------------------------------------------------------------------------| - Member : 5 |-----------------------------------------------------------------------------| | Member No: 5 Profile: ST W12X35 (AISC SECTIONS)| | Status: PASS Ratio: 0.980 Loadcase: 3 | | Location: 0.00 Ref: Cl.F2.2 | | Pz: 3.209 T Vy: 21.28 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: 88.55 | |-----------------------------------------------------------------------------| - Member : 6 |-----------------------------------------------------------------------------| | Member No: 6 Profile: ST W12X26 (AISC SECTIONS)| | Status: PASS Ratio: 0.821 Loadcase: 1 | | Location: 0.00 Ref: Eq.H1-3b | | Pz: 8.850 C Vy: 15.40 Vx: 0.000 | | Tz: 0.000 My: 0.000 Mx: 44.14 | |-----------------------------------------------------------------------------| 63. FINISH **************************************************************************** **WARNING** SOME MEMBER SIZES HAVE CHANGED SINCE LAST ANALYSIS. IN THE POST PROCESSOR, MEMBER QUERIES WILL USE THE LAST ANALYSIS FORCES WITH THE UPDATED MEMBER SIZES. TO CORRECT THIS INCONSISTENCY, PLEASE DO ONE MORE ANALYSIS. FROM THE UPPER MENU, PRESS RESULTS, UPDATE PROPERTIES, THEN FILE SAVE; THEN ANALYZE AGAIN WITHOUT THE GROUP OR SELECT COMMANDS. **************************************************************************** *********** END OF THE STAAD.Pro RUN *********** **** DATE= OCT 27,2022 TIME= 15: 8:53 **** RESPONSE SPECTRUM ANALYSIS -- PAGE NO. 12 ************************************************************ * 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 * ************************************************************