# EX. US-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\US\US-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 FEET KIP
```

Defines the input units for the data that follows.

```    JOINT COORDINATES
1 0 0 0 4 30 0 0
REPEAT 3 0 0 10
REPEAT ALL 3 0 10 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.

```    UNIT INCH
MEMBER PROPERTIES AMERICAN
101 TO 136 201 TO 236 PRIS YD 15 ZD 15
301 TO 348 TA ST W18X35
```

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 American (AISC) steel table.

```    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
ISOTROPIC CONCRETE
E 3150
POISSON 0.17
DENSITY 8.7e-005
ALPHA 5e-006
DAMP 0.05
G 1346.15
TYPE CONCRETE
STRENGTH FCU 4
END DEFINE MATERIAL
CONSTANT
MATERIAL STEEL MEMB 301 TO 348
MATERIAL CONCRETE MEMB 101 TO 136 201 TO 236
```

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.

```    UNIT FEET
ZIP 92806 RX 9 RZ 9 I 1.0 TL 12.0 SCLASS 4 CT 0.032
SELFWEIGHT
JOINT WEIGHT
17 TO 48 WEIGHT 2.5
49 TO 64 WEIGHT 1.25
```

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 -2.5
49 TO 64 FY -1.25
```

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 -2.5
49 TO 64 FY -1.25
```

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 IBC LOAD
UNIT FEET KIP
JOINT COORDINATES
1 0 0 0 4 30 0 0
REPEAT 3 0 0 10
REPEAT ALL 3 0 10 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
UNIT INCH
MEMBER PROPERTIES AMERICAN
101 TO 136 201 TO 236 PRIS YD 15 ZD 15
301 TO 348 TA ST W18X35
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
ISOTROPIC CONCRETE
E 3150
POISSON 0.17
DENSITY 8.7e-005
ALPHA 5e-006
DAMP 0.05
G 1346.15
TYPE CONCRETE
STRENGTH FCU 4
END DEFINE MATERIAL
CONSTANT
MATERIAL STEEL MEMB 301 TO 348
MATERIAL CONCRETE MEMB 101 TO 136 201 TO 236
SUPPORT
1 TO 16 FIXED
UNIT FEET
ZIP 92806 RX 9 RZ 9 I 1.0 TL 12.0 SCLASS 4 CT 0.032
SELFWEIGHT
JOINT WEIGHT
17 TO 48 WEIGHT 2.5
49 TO 64 WEIGHT 1.25
SELFWEIGHT Y -1.0
17 TO 48 FY -2.5
49 TO 64 FY -1.25
SELFWEIGHT Y -1.0
17 TO 48 FY -2.5
49 TO 64 FY -1.25
PRINT SUPPORT REACTIONS
FINISH
``````

```                                                                  PAGE NO.    1
****************************************************
*                                                  *
*           Version  22.08.00.***                  *
*           Proprietary Program of                 *
*           Bentley Systems, Inc.                  *
*           Date=    OCT 19, 2021                  *
*           Time=    17:54:54                      *
*                                                  *
*  Licensed to: Bentley Systems Inc                *
****************************************************
INPUT FILE: US-14 P-Delta Analysis of a Frame Under Seismic Loads.STD
2. UNIT FEET KIP
3. JOINT COORDINATES
4. 1 0 0 0 4 30 0 0
5. REPEAT 3 0 0 10
6. REPEAT ALL 3 0 10 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. UNIT INCH
22. MEMBER PROPERTIES AMERICAN
23. 101 TO 136 201 TO 236 PRIS YD 15 ZD 15
24. 301 TO 348 TA ST W18X35
25. DEFINE MATERIAL START
26. ISOTROPIC STEEL
27. E 29000
28. POISSON 0.3
29. DENSITY 283E-006
30. ALPHA 6E-006
31. DAMP 0.03
32. TYPE STEEL
33. STRENGTH FY 36 FU 58 RY 1.5 RT 1.2
34. ISOTROPIC CONCRETE
35. E 3150
36. POISSON 0.17
37. DENSITY 8.7E-005
38. ALPHA 5E-006
EXAMPLE PROBLEM FOR IBC LOAD                             -- PAGE NO.    2
39. DAMP 0.05
40. G 1346.15
41. TYPE CONCRETE
42. STRENGTH FCU 4
43. END DEFINE MATERIAL
44. CONSTANT
45. MATERIAL STEEL MEMB 301 TO 348
46. MATERIAL CONCRETE MEMB 101 TO 136 201 TO 236
47. SUPPORT
48. 1 TO 16 FIXED
49. UNIT FEET
51. ZIP 92806 RX 9 RZ 9 I 1.0 TL 12.0 SCLASS 4 CT 0.032
*****************************************************************************
* EQUIV. SEISMIC LOADS AS PER IBC 2012                                      *
* PARAMETERS CONSIDERED FOR SUBSEQUENT LOAD GENERATION                      *
*  SS =  1.546 S1 =  0.587 FA =  1.000 FV =  1.500                          *
*  SDS =  1.031 SD1 =  0.587                                                *
*****************************************************************************
52. SELFWEIGHT
53. JOINT WEIGHT
54. 17 TO 48 WEIGHT 2.5
55. 49 TO 64 WEIGHT 1.25
58. SELFWEIGHT Y -1.0
60. 17 TO 48 FY -2.5
61. 49 TO 64 FY -1.25
64. SELFWEIGHT Y -1.0
66. 17 TO 48 FY -2.5
67. 49 TO 64 FY -1.25
68. PDELTA ANALYSIS PRINT LOAD DATA
EXAMPLE PROBLEM FOR IBC LOAD                             -- PAGE NO.    3
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 IBC LOAD                             -- PAGE NO.    4
-----------
SELFWEIGHT  Y   -1.000
ACTUAL WEIGHT OF THE STRUCTURE =     185.918 KIP
JOINT LOAD - UNIT KIP  FEET
JOINT   FORCE-X   FORCE-Y     FORCE-Z     MOM-X     MOM-Y     MOM-Z
17      0.00     -2.50        0.00      0.00      0.00      0.00
18      0.00     -2.50        0.00      0.00      0.00      0.00
19      0.00     -2.50        0.00      0.00      0.00      0.00
20      0.00     -2.50        0.00      0.00      0.00      0.00
21      0.00     -2.50        0.00      0.00      0.00      0.00
22      0.00     -2.50        0.00      0.00      0.00      0.00
23      0.00     -2.50        0.00      0.00      0.00      0.00
24      0.00     -2.50        0.00      0.00      0.00      0.00
25      0.00     -2.50        0.00      0.00      0.00      0.00
26      0.00     -2.50        0.00      0.00      0.00      0.00
27      0.00     -2.50        0.00      0.00      0.00      0.00
28      0.00     -2.50        0.00      0.00      0.00      0.00
29      0.00     -2.50        0.00      0.00      0.00      0.00
30      0.00     -2.50        0.00      0.00      0.00      0.00
31      0.00     -2.50        0.00      0.00      0.00      0.00
32      0.00     -2.50        0.00      0.00      0.00      0.00
33      0.00     -2.50        0.00      0.00      0.00      0.00
34      0.00     -2.50        0.00      0.00      0.00      0.00
35      0.00     -2.50        0.00      0.00      0.00      0.00
36      0.00     -2.50        0.00      0.00      0.00      0.00
37      0.00     -2.50        0.00      0.00      0.00      0.00
38      0.00     -2.50        0.00      0.00      0.00      0.00
39      0.00     -2.50        0.00      0.00      0.00      0.00
40      0.00     -2.50        0.00      0.00      0.00      0.00
41      0.00     -2.50        0.00      0.00      0.00      0.00
42      0.00     -2.50        0.00      0.00      0.00      0.00
43      0.00     -2.50        0.00      0.00      0.00      0.00
44      0.00     -2.50        0.00      0.00      0.00      0.00
45      0.00     -2.50        0.00      0.00      0.00      0.00
46      0.00     -2.50        0.00      0.00      0.00      0.00
47      0.00     -2.50        0.00      0.00      0.00      0.00
48      0.00     -2.50        0.00      0.00      0.00      0.00
49      0.00     -1.25        0.00      0.00      0.00      0.00
50      0.00     -1.25        0.00      0.00      0.00      0.00
51      0.00     -1.25        0.00      0.00      0.00      0.00
52      0.00     -1.25        0.00      0.00      0.00      0.00
53      0.00     -1.25        0.00      0.00      0.00      0.00
54      0.00     -1.25        0.00      0.00      0.00      0.00
55      0.00     -1.25        0.00      0.00      0.00      0.00
56      0.00     -1.25        0.00      0.00      0.00      0.00
57      0.00     -1.25        0.00      0.00      0.00      0.00
58      0.00     -1.25        0.00      0.00      0.00      0.00
EXAMPLE PROBLEM FOR IBC LOAD                             -- PAGE NO.    5
59      0.00     -1.25        0.00      0.00      0.00      0.00
60      0.00     -1.25        0.00      0.00      0.00      0.00
61      0.00     -1.25        0.00      0.00      0.00      0.00
62      0.00     -1.25        0.00      0.00      0.00      0.00
63      0.00     -1.25        0.00      0.00      0.00      0.00
64      0.00     -1.25        0.00      0.00      0.00      0.00
-----------
SELFWEIGHT  Y   -1.000
ACTUAL WEIGHT OF THE STRUCTURE =     185.918 KIP
JOINT LOAD - UNIT KIP  FEET
JOINT   FORCE-X   FORCE-Y     FORCE-Z     MOM-X     MOM-Y     MOM-Z
17      0.00     -2.50        0.00      0.00      0.00      0.00
18      0.00     -2.50        0.00      0.00      0.00      0.00
19      0.00     -2.50        0.00      0.00      0.00      0.00
20      0.00     -2.50        0.00      0.00      0.00      0.00
21      0.00     -2.50        0.00      0.00      0.00      0.00
22      0.00     -2.50        0.00      0.00      0.00      0.00
23      0.00     -2.50        0.00      0.00      0.00      0.00
24      0.00     -2.50        0.00      0.00      0.00      0.00
25      0.00     -2.50        0.00      0.00      0.00      0.00
26      0.00     -2.50        0.00      0.00      0.00      0.00
27      0.00     -2.50        0.00      0.00      0.00      0.00
28      0.00     -2.50        0.00      0.00      0.00      0.00
29      0.00     -2.50        0.00      0.00      0.00      0.00
30      0.00     -2.50        0.00      0.00      0.00      0.00
31      0.00     -2.50        0.00      0.00      0.00      0.00
32      0.00     -2.50        0.00      0.00      0.00      0.00
33      0.00     -2.50        0.00      0.00      0.00      0.00
34      0.00     -2.50        0.00      0.00      0.00      0.00
35      0.00     -2.50        0.00      0.00      0.00      0.00
36      0.00     -2.50        0.00      0.00      0.00      0.00
37      0.00     -2.50        0.00      0.00      0.00      0.00
38      0.00     -2.50        0.00      0.00      0.00      0.00
39      0.00     -2.50        0.00      0.00      0.00      0.00
40      0.00     -2.50        0.00      0.00      0.00      0.00
41      0.00     -2.50        0.00      0.00      0.00      0.00
42      0.00     -2.50        0.00      0.00      0.00      0.00
43      0.00     -2.50        0.00      0.00      0.00      0.00
44      0.00     -2.50        0.00      0.00      0.00      0.00
45      0.00     -2.50        0.00      0.00      0.00      0.00
46      0.00     -2.50        0.00      0.00      0.00      0.00
47      0.00     -2.50        0.00      0.00      0.00      0.00
48      0.00     -2.50        0.00      0.00      0.00      0.00
49      0.00     -1.25        0.00      0.00      0.00      0.00
50      0.00     -1.25        0.00      0.00      0.00      0.00
51      0.00     -1.25        0.00      0.00      0.00      0.00
52      0.00     -1.25        0.00      0.00      0.00      0.00
EXAMPLE PROBLEM FOR IBC LOAD                             -- PAGE NO.    6
53      0.00     -1.25        0.00      0.00      0.00      0.00
54      0.00     -1.25        0.00      0.00      0.00      0.00
55      0.00     -1.25        0.00      0.00      0.00      0.00
56      0.00     -1.25        0.00      0.00      0.00      0.00
57      0.00     -1.25        0.00      0.00      0.00      0.00
58      0.00     -1.25        0.00      0.00      0.00      0.00
59      0.00     -1.25        0.00      0.00      0.00      0.00
60      0.00     -1.25        0.00      0.00      0.00      0.00
61      0.00     -1.25        0.00      0.00      0.00      0.00
62      0.00     -1.25        0.00      0.00      0.00      0.00
63      0.00     -1.25        0.00      0.00      0.00      0.00
64      0.00     -1.25        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.
************************************************************
*  IBC 2012 SEISMIC LOAD ALONG X  :                        *
*     CT =  0.032 Cu =  1.400 x =  0.8000                  *
*  TIME PERIODS :                                          *
*     Ta =  0.486 T =  0.252 Tuser = 0.000                 *
*  TIME PERIOD USED (T) =  0.252                           *
*  Cs LIMITS : LOWER =  0.045 UPPER =  0.259               *
*  LOAD FACTOR          =  0.750                           *
*  DESIGN BASE SHEAR    =  0.750 X  0.115 X       285.92   *
*                       =        24.56  KIP                *
************************************************************
************************************************************
*  IBC 2012 SEISMIC LOAD ALONG Z  :                        *
*     CT =  0.032 Cu =  1.400 x =  0.8000                  *
*  TIME PERIODS :                                          *
*     Ta =  0.486 T =  0.989 Tuser = 0.000                 *
*  TIME PERIOD USED (T) =  0.681                           *
*  Cs LIMITS : LOWER =  0.045 UPPER =  0.096               *
*  LOAD FACTOR          =  0.750                           *
*  DESIGN BASE SHEAR    =  0.750 X  0.096 X       285.92   *
*                       =        20.56  KIP                *
************************************************************
JOINT            LATERAL          TORSIONAL            LOAD -    1
LOAD (KIP )      MOMENT (KIP -FEET) FACTOR -   0.750
-----            -------          ---------
17     FX        0.235    MY        0.000
18     FX        0.288    MY        0.000
19     FX        0.288    MY        0.000
EXAMPLE PROBLEM FOR IBC LOAD                             -- PAGE NO.    7
20     FX        0.235    MY        0.000
21     FX        0.288    MY        0.000
22     FX        0.341    MY        0.000
23     FX        0.341    MY        0.000
24     FX        0.288    MY        0.000
25     FX        0.288    MY        0.000
26     FX        0.341    MY        0.000
27     FX        0.341    MY        0.000
28     FX        0.288    MY        0.000
29     FX        0.235    MY        0.000
30     FX        0.288    MY        0.000
31     FX        0.288    MY        0.000
32     FX        0.235    MY        0.000
-----------        -----------
TOTAL =      4.609              0.000 AT LEVEL    10.000 FEET
33     FX        0.470    MY        0.000
34     FX        0.576    MY        0.000
35     FX        0.576    MY        0.000
36     FX        0.470    MY        0.000
37     FX        0.576    MY        0.000
38     FX        0.682    MY        0.000
39     FX        0.682    MY        0.000
40     FX        0.576    MY        0.000
41     FX        0.576    MY        0.000
42     FX        0.682    MY        0.000
43     FX        0.682    MY        0.000
44     FX        0.576    MY        0.000
45     FX        0.470    MY        0.000
46     FX        0.576    MY        0.000
47     FX        0.576    MY        0.000
48     FX        0.470    MY        0.000
-----------        -----------
TOTAL =      9.218              0.000 AT LEVEL    20.000 FEET
49     FX        0.512    MY        0.000
50     FX        0.671    MY        0.000
51     FX        0.671    MY        0.000
52     FX        0.512    MY        0.000
53     FX        0.671    MY        0.000
54     FX        0.830    MY        0.000
55     FX        0.830    MY        0.000
56     FX        0.671    MY        0.000
57     FX        0.671    MY        0.000
58     FX        0.830    MY        0.000
59     FX        0.830    MY        0.000
60     FX        0.671    MY        0.000
61     FX        0.512    MY        0.000
62     FX        0.671    MY        0.000
63     FX        0.671    MY        0.000
64     FX        0.512    MY        0.000
-----------        -----------
TOTAL =     10.736              0.000 AT LEVEL    30.000 FEET
EXAMPLE PROBLEM FOR IBC LOAD                             -- PAGE NO.    8
JOINT            LATERAL          TORSIONAL            LOAD -    2
LOAD (KIP )      MOMENT (KIP -FEET) FACTOR -   0.750
-----            -------          ---------
17     FZ        0.184    MY        0.000
18     FZ        0.225    MY        0.000
19     FZ        0.225    MY        0.000
20     FZ        0.184    MY        0.000
21     FZ        0.225    MY        0.000
22     FZ        0.267    MY        0.000
23     FZ        0.267    MY        0.000
24     FZ        0.225    MY        0.000
25     FZ        0.225    MY        0.000
26     FZ        0.267    MY        0.000
27     FZ        0.267    MY        0.000
28     FZ        0.225    MY        0.000
29     FZ        0.184    MY        0.000
30     FZ        0.225    MY        0.000
31     FZ        0.225    MY        0.000
32     FZ        0.184    MY        0.000
-----------        -----------
TOTAL =      3.605              0.000 AT LEVEL    10.000 FEET
33     FZ        0.391    MY        0.000
34     FZ        0.480    MY        0.000
35     FZ        0.480    MY        0.000
36     FZ        0.391    MY        0.000
37     FZ        0.480    MY        0.000
38     FZ        0.568    MY        0.000
39     FZ        0.568    MY        0.000
40     FZ        0.480    MY        0.000
41     FZ        0.480    MY        0.000
42     FZ        0.568    MY        0.000
43     FZ        0.568    MY        0.000
44     FZ        0.480    MY        0.000
45     FZ        0.391    MY        0.000
46     FZ        0.480    MY        0.000
47     FZ        0.480    MY        0.000
48     FZ        0.391    MY        0.000
-----------        -----------
TOTAL =      7.677              0.000 AT LEVEL    20.000 FEET
49     FZ        0.442    MY        0.000
50     FZ        0.580    MY        0.000
51     FZ        0.580    MY        0.000
52     FZ        0.442    MY        0.000
53     FZ        0.580    MY        0.000
54     FZ        0.717    MY        0.000
55     FZ        0.717    MY        0.000
56     FZ        0.580    MY        0.000
57     FZ        0.580    MY        0.000
58     FZ        0.717    MY        0.000
59     FZ        0.717    MY        0.000
60     FZ        0.580    MY        0.000
61     FZ        0.442    MY        0.000
62     FZ        0.580    MY        0.000
EXAMPLE PROBLEM FOR IBC LOAD                             -- PAGE NO.    9
63     FZ        0.580    MY        0.000
64     FZ        0.442    MY        0.000
-----------        -----------
TOTAL =      9.274              0.000 AT LEVEL    30.000 FEET
************ END OF DATA FROM INTERNAL STORAGE ************
69. PRINT SUPPORT REACTIONS
SUPPORT  REACTION
EXAMPLE PROBLEM FOR IBC LOAD                             -- PAGE NO.   10
SUPPORT REACTIONS -UNIT KIP  FEET    STRUCTURE TYPE = SPACE
-----------------
JOINT  LOAD   FORCE-X   FORCE-Y   FORCE-Z     MOM-X     MOM-Y     MOM Z
1    1     -1.23     10.47      0.01      0.05     -0.00      8.48
2      0.11     10.25     -1.28     -6.71      0.00     -0.33
2    1     -1.70     17.50      0.01      0.05     -0.00      9.87
2      0.01     13.61     -1.27     -6.70      0.00     -0.02
3    1     -1.71     17.01      0.01      0.05     -0.00      9.92
2     -0.01     13.61     -1.27     -6.70     -0.00      0.02
4    1     -1.45     17.30      0.01      0.05     -0.00      9.13
2     -0.11     10.25     -1.28     -6.71     -0.00      0.33
5    1     -1.26     15.02     -0.00     -0.01     -0.00      8.62
2      0.11     20.00     -1.30     -6.87      0.00     -0.33
6    1     -1.72     22.10     -0.00     -0.01     -0.00     10.03
2      0.01     23.36     -1.28     -6.86      0.00     -0.02
7    1     -1.74     21.61     -0.00     -0.01     -0.00     10.08
2     -0.01     23.36     -1.28     -6.86     -0.00      0.02
8    1     -1.47     21.95     -0.00     -0.01     -0.00      9.28
2     -0.11     20.00     -1.30     -6.87     -0.00      0.33
9    1     -1.26     15.02      0.00      0.01      0.00      8.62
2      0.11     16.98     -1.31     -6.87      0.00     -0.33
10    1     -1.72     22.10      0.00      0.01      0.00     10.03
2      0.01     20.35     -1.29     -6.86      0.00     -0.02
11    1     -1.74     21.61      0.00      0.01      0.00     10.08
2     -0.01     20.35     -1.29     -6.86     -0.00      0.02
12    1     -1.47     21.95      0.00      0.01      0.00      9.28
2     -0.11     16.98     -1.31     -6.87     -0.00      0.33
13    1     -1.23     10.47     -0.01     -0.05      0.00      8.48
2      0.11     17.52     -1.28     -6.77      0.00     -0.33
14    1     -1.70     17.50     -0.01     -0.05      0.00      9.87
2      0.01     20.89     -1.27     -6.77      0.00     -0.02
15    1     -1.71     17.01     -0.01     -0.05      0.00      9.92
2     -0.01     20.89     -1.27     -6.77     -0.00      0.02
16    1     -1.45     17.30     -0.01     -0.05      0.00      9.13
2     -0.11     17.52     -1.28     -6.77     -0.00      0.33
************** END OF LATEST ANALYSIS RESULT **************
70. FINISH
EXAMPLE PROBLEM FOR IBC LOAD                             -- PAGE NO.   11
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= OCT 19,2021   TIME= 17:54:55 ****
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