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 2024\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.
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
PAGE NO. 1
****************************************************
* *
* STAAD.Pro 2023 *
* Version 23.00.03.** *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= JUL 4, 2024 *
* Time= 11:19:29 *
* *
* Licensed to: Bentley Systems Inc *
****************************************************
1. STAAD SPACE EXAMPLE PROBLEM FOR UBC LOAD
INPUT FILE: D:\Documentation\STAAD.Pro\_Automated_Py\output\2024-07-04\SPro_Output_Input_Files\Sample .. .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= JUL 4,2024 TIME= 11:19:30 ****
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