# 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.

### Example Problem No. 14

`    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
SELFWEIGHT Y -1.0
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
SELFWEIGHT Y -1.0
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
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
SELFWEIGHT Y -1.0
17 TO 48 FY -7.0
49 TO 64 FY -3.5
SELFWEIGHT Y -1.0
17 TO 48 FY -7.0
49 TO 64 FY -3.5
PRINT SUPPORT REACTIONS
FINISH
``````

```                                                                  PAGE NO.    1
****************************************************
*                                                  *
*           Version  22.08.00.***                  *
*           Proprietary Program of                 *
*           Bentley Systems, Inc.                  *
*           Date=    OCT 19, 2021                  *
*           Time=    17:53:36                      *
*                                                  *
*  Licensed to: Bentley Systems Inc                *
****************************************************
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
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
58. SELFWEIGHT Y -1.0
60. 17 TO 48 FY -7.0
61. 49 TO 64 FY -3.5
64. SELFWEIGHT Y -1.0
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
-----------
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
-----------
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
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 19,2021   TIME= 17:53:37 ****
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