EX. UK-14 P-Delta Analysis of a Frame Under Seismic Loads
A space frame is analyzed for seismic loads. The seismic loads are generated using the procedures of the building code. A P-Delta analysis is performed to obtain the secondary effects of the lateral and vertical loads acting simultaneously.
This problem is installed with the program by default to C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\Sample Models\UK\UK-14 P-Delta Analysis of a Frame Under Seismic Loads.STD when you install the program.
STAAD SPACE EXAMPLE PROBLEM FOR UBC LOAD
Every input has to start with the term STAAD. The word SPACE signifies that the structure is a space frame.
UNIT METER KNS
Defines the input units for the data that follows.
JOINT COORDINATES
1 0 0 0 4 10.5 0 0
REPEAT 3 0 0 3.5
REPEAT ALL 3 0 3.5 0
The X, Y and Z coordinates of the joints are specified here. First, coordinates of joints 1 through 4 are generated by taking advantage of the fact that they are equally spaced. Then, this pattern is REPEATed 3 times with a Z increment of 3.5 m for each repetition to generate joints 5 to 16. The REPEAT ALL command will then repeat 3 times, the pattern of joints 1 to 16 to generate joints 17 to 64.
MEMBER INCIDENCES
* beams in x direction
101 17 18 103
104 21 22 106
107 25 26 109
110 29 30 112
REPEAT ALL 2 12 16
* beams in z direction
201 17 21 204
205 21 25 208
209 25 29 212
REPEAT ALL 2 12 16
* columns
301 1 17 348
Defines the members by the joints to which they are connected. Following the specification of incidences for members 101 to 112, the REPEAT ALL command is used to repeat the pattern and generate incidences for members 113 through 136. A similar logic is used in specification of incidences of members 201 through 212 and generation of incidences for members 213 to 236. Finally, members incidences of columns 301 to 348 are specified.
MEMBER PROPERTIES BRITISH
101 TO 136 201 TO 236 PRIS YD 0.40 ZD 0.30
301 TO 348 TA ST UB457X152X52
The beam members have prismatic member property specification (YD & ZD) while the columns (members 301 to 348) have their properties called from the built-in British steel table.
UNIT MMS
DEFINE MATERIAL START
ISOTROPIC STEEL
E 210
POISSON 0.3
DENSITY 7.6977e-008
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 0.25 FU 0.4 RY 1.5 RT 1.2
ISOTROPIC CONCRETE
E 21.0
POISSON 0.17
DENSITY 2.36158e-008
ALPHA 5e-006
DAMP 0.05
G 9.25
TYPE CONCRETE
STRENGTH FCU 0.0275
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL MEMB 301 TO 348
MATERIAL CONCRETE MEMB 101 TO 136 201 TO 236
UNIT METER
The DEFINE MATERIAL command is used to specify material properties and the CONSTANT is used to assign the material to all members.
Tip: You may see these values with the help of the command PRINT MATERIAL PROPERTIES following the preceding commands.
SUPPORT
1 TO 16 FIXED
Indicates the joints where the supports are located as well as the type of support restraints.
DEFINE UBC LOAD
ZONE 0.2 I 1.0 RWX 9 RWZ 9 S 1.5 CT 0.032
SELFWEIGHT
JOINT WEIGHT
17 TO 48 WEIGHT 7.0
49 TO 64 WEIGHT 3.5
There are two stages in a static seismic load. The first stage is to define the code-specified load parameters along witht he vertical loads (weights) from whic the base shear will be calculated. The vertical loads may be specified in the form of selfweight, joint weights and/or member weights. Member weights are not shown in this example. It is important to note that these vertical loads are used purely in the determination of the horizontal base shear only. In other words, the structure is not analyzed for these vertical loads.
LOAD 1
UBC LOAD X 0.75
SELFWEIGHT Y -1.0
JOINT LOADS
17 TO 48 FY -7.0
49 TO 64 FY -3.5
This is the second stage in which the static seimsic load is applied with the help of a load case number, corresponding direction (X in the above case) and a factor by which the generated horizontal loads should be multiplied. Along with the seismic lateral load, deadweight is also added to the same load case. Since we will be doing second-order (PDELTA) analysis, it is important that we include horizontal and vertical loads in the same load case.
LOAD 2
UBC LOAD Z 0.75
SELFWEIGHT Y -1.0
JOINT LOADS
17 TO 48 FY –7.0
49 TO 64 FY –3.5
In load case 2, the static seimsic load is being applied in the Z direction. Vertical loads are part of this case, also.
PDELTA ANALYSIS PRINT LOAD DATA
We are requesting a second-order analysis by specifying the command PDELTA ANALYSIS. PRINT LOAD DATA is used to obtain a report of all the applied and generated loadings.
PRINT SUPPORT REACTIONS
FINISH
The above commands are self-explanatory.
Input File
STAAD SPACE EXAMPLE PROBLEM FOR UBC LOAD
UNIT METER KNS
JOINT COORDINATES
1 0 0 0 4 10.5 0 0
REPEAT 3 0 0 3.5
REPEAT ALL 3 0 3.5 0
MEMBER INCIDENCES
* beams in x direction
101 17 18 103
104 21 22 106
107 25 26 109
110 29 30 112
REPEAT ALL 2 12 16
* beams in z direction
201 17 21 204
205 21 25 208
209 25 29 212
REPEAT ALL 2 12 16
* columns
301 1 17 348
MEMBER PROPERTIES BRITISH
101 TO 136 201 TO 236 PRIS YD 0.40 ZD 0.30
301 TO 348 TA ST UB457X152X52
UNIT MMS
DEFINE MATERIAL START
ISOTROPIC STEEL
E 210
POISSON 0.3
DENSITY 7.6977e-008
ALPHA 6e-006
DAMP 0.03
TYPE STEEL
STRENGTH FY 0.25 FU 0.4 RY 1.5 RT 1.2
ISOTROPIC CONCRETE
E 21.0
POISSON 0.17
DENSITY 2.36158e-008
ALPHA 5e-006
DAMP 0.05
G 9.25
TYPE CONCRETE
STRENGTH FCU 0.0275
END DEFINE MATERIAL
CONSTANTS
MATERIAL STEEL MEMB 301 TO 348
MATERIAL CONCRETE MEMB 101 TO 136 201 TO 236
UNIT METER
SUPPORT
1 TO 16 FIXED
DEFINE UBC LOAD
ZONE 0.2 I 1.0 RWX 9 RWZ 9 S 1.5 CT 0.032
SELFWEIGHT
JOINT WEIGHT
17 TO 48 WEIGHT 7.0
49 TO 64 WEIGHT 3.5
LOAD 1
UBC LOAD X 0.75
SELFWEIGHT Y -1.0
JOINT LOAD
17 TO 48 FY -7.0
49 TO 64 FY -3.5
LOAD 2
UBC LOAD Z 0.75
SELFWEIGHT Y -1.0
JOINT LOAD
17 TO 48 FY -7.0
49 TO 64 FY -3.5
PDELTA ANALYSIS PRINT LOAD DATA
PRINT SUPPORT REACTIONS
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: 7:13 * * * * Licensed to: Bentley Systems Inc * **************************************************** 1. STAAD SPACE EXAMPLE PROBLEM FOR UBC LOAD INPUT FILE: UK-14 P-Delta Analysis of a Frame Under Seismic Loads.STD 2. UNIT METER KNS 3. JOINT COORDINATES 4. 1 0 0 0 4 10.5 0 0 5. REPEAT 3 0 0 3.5 6. REPEAT ALL 3 0 3.5 0 7. MEMBER INCIDENCES 8. * BEAMS IN X DIRECTION 9. 101 17 18 103 10. 104 21 22 106 11. 107 25 26 109 12. 110 29 30 112 13. REPEAT ALL 2 12 16 14. * BEAMS IN Z DIRECTION 15. 201 17 21 204 16. 205 21 25 208 17. 209 25 29 212 18. REPEAT ALL 2 12 16 19. * COLUMNS 20. 301 1 17 348 21. MEMBER PROPERTIES BRITISH 22. 101 TO 136 201 TO 236 PRIS YD 0.40 ZD 0.30 23. 301 TO 348 TA ST UB457X152X52 24. UNIT MMS 25. DEFINE MATERIAL START 26. ISOTROPIC STEEL 27. E 210 28. POISSON 0.3 29. DENSITY 7.6977E-008 30. ALPHA 6E-006 31. DAMP 0.03 32. TYPE STEEL 33. STRENGTH FY 0.25 FU 0.4 RY 1.5 RT 1.2 34. ISOTROPIC CONCRETE 35. E 21.0 36. POISSON 0.17 37. DENSITY 2.36158E-008 38. ALPHA 5E-006 EXAMPLE PROBLEM FOR UBC LOAD -- PAGE NO. 2 39. DAMP 0.05 40. G 9.25 41. TYPE CONCRETE 42. STRENGTH FCU 0.0275 43. END DEFINE MATERIAL 44. CONSTANTS 45. MATERIAL STEEL MEMB 301 TO 348 46. MATERIAL CONCRETE MEMB 101 TO 136 201 TO 236 47. UNIT METER 48. SUPPORT 49. 1 TO 16 FIXED 50. DEFINE UBC LOAD 51. ZONE 0.2 I 1.0 RWX 9 RWZ 9 S 1.5 CT 0.032 52. SELFWEIGHT 53. JOINT WEIGHT 54. 17 TO 48 WEIGHT 7.0 55. 49 TO 64 WEIGHT 3.5 56. LOAD 1 57. UBC LOAD X 0.75 58. SELFWEIGHT Y -1.0 59. JOINT LOAD 60. 17 TO 48 FY -7.0 61. 49 TO 64 FY -3.5 62. LOAD 2 63. UBC LOAD Z 0.75 64. SELFWEIGHT Y -1.0 65. JOINT LOAD 66. 17 TO 48 FY -7.0 67. 49 TO 64 FY -3.5 68. PDELTA ANALYSIS PRINT LOAD DATA P R O B L E M S T A T I S T I C S ----------------------------------- NUMBER OF JOINTS 64 NUMBER OF MEMBERS 120 NUMBER OF PLATES 0 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 16 Using 64-bit analysis engine. SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 288 TOTAL LOAD COMBINATION CASES = 0 SO FAR. EXAMPLE PROBLEM FOR UBC LOAD -- PAGE NO. 3 EXAMPLE PROBLEM FOR UBC LOAD -- PAGE NO. 4 LOADING 1 ----------- SELFWEIGHT Y -1.000 ACTUAL WEIGHT OF THE STRUCTURE = 800.269 KNS JOINT LOAD - UNIT KNS METE JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 17 0.00 -7.00 0.00 0.00 0.00 0.00 18 0.00 -7.00 0.00 0.00 0.00 0.00 19 0.00 -7.00 0.00 0.00 0.00 0.00 20 0.00 -7.00 0.00 0.00 0.00 0.00 21 0.00 -7.00 0.00 0.00 0.00 0.00 22 0.00 -7.00 0.00 0.00 0.00 0.00 23 0.00 -7.00 0.00 0.00 0.00 0.00 24 0.00 -7.00 0.00 0.00 0.00 0.00 25 0.00 -7.00 0.00 0.00 0.00 0.00 26 0.00 -7.00 0.00 0.00 0.00 0.00 27 0.00 -7.00 0.00 0.00 0.00 0.00 28 0.00 -7.00 0.00 0.00 0.00 0.00 29 0.00 -7.00 0.00 0.00 0.00 0.00 30 0.00 -7.00 0.00 0.00 0.00 0.00 31 0.00 -7.00 0.00 0.00 0.00 0.00 32 0.00 -7.00 0.00 0.00 0.00 0.00 33 0.00 -7.00 0.00 0.00 0.00 0.00 34 0.00 -7.00 0.00 0.00 0.00 0.00 35 0.00 -7.00 0.00 0.00 0.00 0.00 36 0.00 -7.00 0.00 0.00 0.00 0.00 37 0.00 -7.00 0.00 0.00 0.00 0.00 38 0.00 -7.00 0.00 0.00 0.00 0.00 39 0.00 -7.00 0.00 0.00 0.00 0.00 40 0.00 -7.00 0.00 0.00 0.00 0.00 41 0.00 -7.00 0.00 0.00 0.00 0.00 42 0.00 -7.00 0.00 0.00 0.00 0.00 43 0.00 -7.00 0.00 0.00 0.00 0.00 44 0.00 -7.00 0.00 0.00 0.00 0.00 45 0.00 -7.00 0.00 0.00 0.00 0.00 46 0.00 -7.00 0.00 0.00 0.00 0.00 47 0.00 -7.00 0.00 0.00 0.00 0.00 48 0.00 -7.00 0.00 0.00 0.00 0.00 49 0.00 -3.50 0.00 0.00 0.00 0.00 50 0.00 -3.50 0.00 0.00 0.00 0.00 51 0.00 -3.50 0.00 0.00 0.00 0.00 52 0.00 -3.50 0.00 0.00 0.00 0.00 53 0.00 -3.50 0.00 0.00 0.00 0.00 54 0.00 -3.50 0.00 0.00 0.00 0.00 55 0.00 -3.50 0.00 0.00 0.00 0.00 56 0.00 -3.50 0.00 0.00 0.00 0.00 57 0.00 -3.50 0.00 0.00 0.00 0.00 58 0.00 -3.50 0.00 0.00 0.00 0.00 EXAMPLE PROBLEM FOR UBC LOAD -- PAGE NO. 5 59 0.00 -3.50 0.00 0.00 0.00 0.00 60 0.00 -3.50 0.00 0.00 0.00 0.00 61 0.00 -3.50 0.00 0.00 0.00 0.00 62 0.00 -3.50 0.00 0.00 0.00 0.00 63 0.00 -3.50 0.00 0.00 0.00 0.00 64 0.00 -3.50 0.00 0.00 0.00 0.00 LOADING 2 ----------- SELFWEIGHT Y -1.000 ACTUAL WEIGHT OF THE STRUCTURE = 800.269 KNS JOINT LOAD - UNIT KNS METE JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 17 0.00 -7.00 0.00 0.00 0.00 0.00 18 0.00 -7.00 0.00 0.00 0.00 0.00 19 0.00 -7.00 0.00 0.00 0.00 0.00 20 0.00 -7.00 0.00 0.00 0.00 0.00 21 0.00 -7.00 0.00 0.00 0.00 0.00 22 0.00 -7.00 0.00 0.00 0.00 0.00 23 0.00 -7.00 0.00 0.00 0.00 0.00 24 0.00 -7.00 0.00 0.00 0.00 0.00 25 0.00 -7.00 0.00 0.00 0.00 0.00 26 0.00 -7.00 0.00 0.00 0.00 0.00 27 0.00 -7.00 0.00 0.00 0.00 0.00 28 0.00 -7.00 0.00 0.00 0.00 0.00 29 0.00 -7.00 0.00 0.00 0.00 0.00 30 0.00 -7.00 0.00 0.00 0.00 0.00 31 0.00 -7.00 0.00 0.00 0.00 0.00 32 0.00 -7.00 0.00 0.00 0.00 0.00 33 0.00 -7.00 0.00 0.00 0.00 0.00 34 0.00 -7.00 0.00 0.00 0.00 0.00 35 0.00 -7.00 0.00 0.00 0.00 0.00 36 0.00 -7.00 0.00 0.00 0.00 0.00 37 0.00 -7.00 0.00 0.00 0.00 0.00 38 0.00 -7.00 0.00 0.00 0.00 0.00 39 0.00 -7.00 0.00 0.00 0.00 0.00 40 0.00 -7.00 0.00 0.00 0.00 0.00 41 0.00 -7.00 0.00 0.00 0.00 0.00 42 0.00 -7.00 0.00 0.00 0.00 0.00 43 0.00 -7.00 0.00 0.00 0.00 0.00 44 0.00 -7.00 0.00 0.00 0.00 0.00 45 0.00 -7.00 0.00 0.00 0.00 0.00 46 0.00 -7.00 0.00 0.00 0.00 0.00 47 0.00 -7.00 0.00 0.00 0.00 0.00 48 0.00 -7.00 0.00 0.00 0.00 0.00 49 0.00 -3.50 0.00 0.00 0.00 0.00 50 0.00 -3.50 0.00 0.00 0.00 0.00 51 0.00 -3.50 0.00 0.00 0.00 0.00 52 0.00 -3.50 0.00 0.00 0.00 0.00 EXAMPLE PROBLEM FOR UBC LOAD -- PAGE NO. 6 53 0.00 -3.50 0.00 0.00 0.00 0.00 54 0.00 -3.50 0.00 0.00 0.00 0.00 55 0.00 -3.50 0.00 0.00 0.00 0.00 56 0.00 -3.50 0.00 0.00 0.00 0.00 57 0.00 -3.50 0.00 0.00 0.00 0.00 58 0.00 -3.50 0.00 0.00 0.00 0.00 59 0.00 -3.50 0.00 0.00 0.00 0.00 60 0.00 -3.50 0.00 0.00 0.00 0.00 61 0.00 -3.50 0.00 0.00 0.00 0.00 62 0.00 -3.50 0.00 0.00 0.00 0.00 63 0.00 -3.50 0.00 0.00 0.00 0.00 64 0.00 -3.50 0.00 0.00 0.00 0.00 **WARNING: IF THIS UBC/IBC ANALYSIS HAS TENSION/COMPRESSION OR REPEAT LOAD OR RE-ANALYSIS OR SELECT OPTIMIZE, THEN EACH UBC/IBC CASE SHOULD BE FOLLOWED BY PERFORM ANALYSIS & CHANGE. *********************************************************** * * * X DIRECTION : Ta = 0.455 Tb = 0.285 Tuser = 0.000 * * C = 2.7500, LOAD FACTOR = 0.750 * * UBC TYPE = 94 * * UBC FACTOR V = 0.0611 x 1080.27 = 66.02 KNS * * * *********************************************************** *********************************************************** * * * Z DIRECTION : Ta = 0.455 Tb = 1.092 Tuser = 0.000 * * C = 2.7500, LOAD FACTOR = 0.750 * * UBC TYPE = 94 * * UBC FACTOR V = 0.0611 x 1080.27 = 66.02 KNS * * * *********************************************************** JOINT LATERAL TORSIONAL LOAD - 1 LOAD (KNS ) MOMENT (KNS -METE) FACTOR - 0.750 ----- ------- --------- 17 FX 0.449 MY 0.000 18 FX 0.569 MY 0.000 19 FX 0.569 MY 0.000 20 FX 0.449 MY 0.000 21 FX 0.569 MY 0.000 22 FX 0.688 MY 0.000 23 FX 0.688 MY 0.000 24 FX 0.569 MY 0.000 25 FX 0.569 MY 0.000 26 FX 0.688 MY 0.000 27 FX 0.688 MY 0.000 28 FX 0.569 MY 0.000 29 FX 0.449 MY 0.000 EXAMPLE PROBLEM FOR UBC LOAD -- PAGE NO. 7 30 FX 0.569 MY 0.000 31 FX 0.569 MY 0.000 32 FX 0.449 MY 0.000 ----------- ----------- TOTAL = 9.097 0.000 AT LEVEL 3.500 METE 33 FX 0.899 MY 0.000 34 FX 1.137 MY 0.000 35 FX 1.137 MY 0.000 36 FX 0.899 MY 0.000 37 FX 1.137 MY 0.000 38 FX 1.375 MY 0.000 39 FX 1.375 MY 0.000 40 FX 1.137 MY 0.000 41 FX 1.137 MY 0.000 42 FX 1.375 MY 0.000 43 FX 1.375 MY 0.000 44 FX 1.137 MY 0.000 45 FX 0.899 MY 0.000 46 FX 1.137 MY 0.000 47 FX 1.137 MY 0.000 48 FX 0.899 MY 0.000 ----------- ----------- TOTAL = 18.194 0.000 AT LEVEL 7.000 METE 49 FX 1.032 MY 0.000 50 FX 1.389 MY 0.000 51 FX 1.389 MY 0.000 52 FX 1.032 MY 0.000 53 FX 1.389 MY 0.000 54 FX 1.746 MY 0.000 55 FX 1.746 MY 0.000 56 FX 1.389 MY 0.000 57 FX 1.389 MY 0.000 58 FX 1.746 MY 0.000 59 FX 1.746 MY 0.000 60 FX 1.389 MY 0.000 61 FX 1.032 MY 0.000 62 FX 1.389 MY 0.000 63 FX 1.389 MY 0.000 64 FX 1.032 MY 0.000 ----------- ----------- TOTAL = 22.222 0.000 AT LEVEL 10.500 METE JOINT LATERAL TORSIONAL LOAD - 2 LOAD (KNS ) MOMENT (KNS -METE) FACTOR - 0.750 ----- ------- --------- 17 FZ 0.449 MY 0.000 18 FZ 0.569 MY 0.000 19 FZ 0.569 MY 0.000 20 FZ 0.449 MY 0.000 21 FZ 0.569 MY 0.000 22 FZ 0.688 MY 0.000 23 FZ 0.688 MY 0.000 EXAMPLE PROBLEM FOR UBC LOAD -- PAGE NO. 8 24 FZ 0.569 MY 0.000 25 FZ 0.569 MY 0.000 26 FZ 0.688 MY 0.000 27 FZ 0.688 MY 0.000 28 FZ 0.569 MY 0.000 29 FZ 0.449 MY 0.000 30 FZ 0.569 MY 0.000 31 FZ 0.569 MY 0.000 32 FZ 0.449 MY 0.000 ----------- ----------- TOTAL = 9.097 0.000 AT LEVEL 3.500 METE 33 FZ 0.899 MY 0.000 34 FZ 1.137 MY 0.000 35 FZ 1.137 MY 0.000 36 FZ 0.899 MY 0.000 37 FZ 1.137 MY 0.000 38 FZ 1.375 MY 0.000 39 FZ 1.375 MY 0.000 40 FZ 1.137 MY 0.000 41 FZ 1.137 MY 0.000 42 FZ 1.375 MY 0.000 43 FZ 1.375 MY 0.000 44 FZ 1.137 MY 0.000 45 FZ 0.899 MY 0.000 46 FZ 1.137 MY 0.000 47 FZ 1.137 MY 0.000 48 FZ 0.899 MY 0.000 ----------- ----------- TOTAL = 18.194 0.000 AT LEVEL 7.000 METE 49 FZ 1.032 MY 0.000 50 FZ 1.389 MY 0.000 51 FZ 1.389 MY 0.000 52 FZ 1.032 MY 0.000 53 FZ 1.389 MY 0.000 54 FZ 1.746 MY 0.000 55 FZ 1.746 MY 0.000 56 FZ 1.389 MY 0.000 57 FZ 1.389 MY 0.000 58 FZ 1.746 MY 0.000 59 FZ 1.746 MY 0.000 60 FZ 1.389 MY 0.000 61 FZ 1.032 MY 0.000 62 FZ 1.389 MY 0.000 63 FZ 1.389 MY 0.000 64 FZ 1.032 MY 0.000 ----------- ----------- TOTAL = 22.222 0.000 AT LEVEL 10.500 METE ++ Adjusting Displacements. EXAMPLE PROBLEM FOR UBC LOAD -- PAGE NO. 9 ************ END OF DATA FROM INTERNAL STORAGE ************ 69. PRINT SUPPORT REACTIONS SUPPORT REACTION EXAMPLE PROBLEM FOR UBC LOAD -- PAGE NO. 10 SUPPORT REACTIONS -UNIT KNS METE STRUCTURE TYPE = SPACE ----------------- JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM Z 1 1 -2.21 43.45 0.06 0.07 -0.00 5.81 2 0.46 41.46 -3.04 -5.63 0.00 -0.50 2 1 -3.40 65.65 0.06 0.07 -0.00 7.09 2 0.01 56.21 -3.01 -5.63 0.00 -0.01 3 1 -3.43 64.48 0.06 0.07 -0.00 7.13 2 -0.01 56.21 -3.01 -5.63 -0.00 0.01 4 1 -3.13 57.17 0.06 0.07 -0.00 6.80 2 -0.46 41.46 -3.04 -5.63 -0.00 0.50 5 1 -2.31 62.90 -0.01 -0.01 -0.00 6.02 2 0.46 73.97 -3.14 -5.82 0.00 -0.50 6 1 -3.52 85.32 -0.01 -0.01 -0.00 7.33 2 0.01 88.73 -3.11 -5.83 0.00 -0.02 7 1 -3.54 84.12 -0.01 -0.01 -0.00 7.37 2 -0.01 88.73 -3.11 -5.83 -0.00 0.02 8 1 -3.22 77.05 -0.01 -0.01 -0.00 7.02 2 -0.46 73.97 -3.14 -5.82 -0.00 0.50 9 1 -2.31 62.90 0.01 0.01 0.00 6.02 2 0.46 65.97 -3.14 -5.81 0.00 -0.50 10 1 -3.52 85.32 0.01 0.01 0.00 7.33 2 0.01 80.72 -3.11 -5.81 0.00 -0.02 11 1 -3.54 84.12 0.01 0.01 0.00 7.37 2 -0.01 80.72 -3.11 -5.81 -0.00 0.02 12 1 -3.22 77.05 0.01 0.01 0.00 7.02 2 -0.46 65.97 -3.14 -5.81 -0.00 0.50 13 1 -2.21 43.45 -0.06 -0.07 0.00 5.81 2 0.46 59.15 -3.12 -5.76 0.00 -0.50 14 1 -3.40 65.65 -0.06 -0.07 0.00 7.09 2 0.01 73.91 -3.09 -5.76 0.00 -0.02 15 1 -3.43 64.48 -0.06 -0.07 0.00 7.13 2 -0.01 73.91 -3.09 -5.76 -0.00 0.02 16 1 -3.13 57.17 -0.06 -0.07 0.00 6.80 2 -0.46 59.15 -3.12 -5.76 -0.00 0.50 ************** END OF LATEST ANALYSIS RESULT ************** 70. FINISH EXAMPLE PROBLEM FOR UBC LOAD -- PAGE NO. 11 *********** END OF THE STAAD.Pro RUN *********** **** DATE= OCT 27,2022 TIME= 15: 7:14 **** ************************************************************ * 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 * ************************************************************