# EX. US-4 Inactive Members in a Braced Frame

This example is a typical case of a load-dependent structure where the structural condition changes for different load cases. In this example, different bracing members are made inactive for different load cases. This is done to prevent these members from carrying any compressive forces.

This problem is installed with the program by default to C:\Users\Public\Public Documents\STAAD.Pro CONNECT Edition\Samples\Sample Models\US\US-4 Inactive Members in a Braced Frame.STD when you install the program.

### Example Problem No. 4

Where:

• L1 = 180 in., L2 = 240 in.
• P1 = 15 kips, P2 = 30 kips

Actual input is shown in bold lettering followed by explanation.

```    STAAD PLANE
* A PLANE FRAME STRUCTURE WITH TENSION BRACING```

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 INCH KIP`

Defines the input units for the data that follows.

`    SET NL 3`

This structure has to be analyzed for three primary load cases. Consequently, the modeling of our problem requires us to define three sets of data, with each set containing a load case and an associated analysis command. Also, the members which get switched off in the analysis for any load case have to be restored for the analysis for the subsequent load case. To accommodate these requirements, it is necessary to have two commands, one called SET NL and the other called CHANGE. The SET NL command is used above to indicate the total number of primary load cases that the file contains. The CHANGE command will come in later (after the PERFORM ANALYSIS command).

```    JOINT COORDINATES
1  0  0  0  3  480.  0  0
4  0  180.  0  6  480.  180.  0
7  240.  360.  0  ;  8  480.  360.  0  ```

Joint number followed by X, Y and Z coordinates are provided above. Since this is a plane structure, the Z coordinates are given as all zeros.

Note: Semicolons (;) are used as line separators to allow for input of multiple sets of data on one line.
```    MEMBER INCIDENCE
1 1 4 2 ; 3 5 7 ; 4 3 6 ; 5 6 8 ; 6 4 5 7
8 7 8 ;  9 1 5 ; 10 2 4 ; 11 3 5 ; 12 2 6
13 6 7 ; 14 5 8```

Defines the members by the joints to which they are connected.

```    MEMBER TRUSS
9 TO 14```

The preceding command defines that members 9 through 14 are of type truss. This means these members can only carry axial tension/compression and no moments.

```    MEMBER PROP AMERICAN
1 TO 5 TABLE ST W12X26
6  7  8  TA ST W18X35
9 TO 14 TA LD L50505```

Properties for all members are assigned from the American (AISC) steel table. The word ST stands for standard single section. The word LD stands for long leg back-to-back double angle. Since the spacing between the two angles of the double angle is not provided, it is assumed to be 0.0.

```   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```

Define the material properties for steel. The units are changed to inches and then back to feet in order to facilite inputing the values in familiar units.

```    CONSTANTS
MATERIAL STEEL ALL ```

The CONSTANT command initiates input for material defintions.

```    SUPPORT
1 2 3 PINNED ```

Pinned supports are specified at Joints 1, 2 and 3. The word PINNED signifies that no moments will be carried by these supports.

`INACTIVE MEMBERS 9 TO 14 `

The preceding command makes the listed members inactive. The stiffness contribution of these members will not be considered in the analysis till they are made active again.

```    UNIT FT

Load case 1 is initiated followed by a title. The length UNIT is changed from INCH to FT for input values which follow.

```    MEMBER LOAD
6 8 UNI GY -1.0
7 UNI GY -1.5```

Load 1 contains member loads. GY indicates that the load acts in the global Y direction. The word UNI stands for uniformly distributed load. The load is applied on members 6, 7, and 8.

`    PERFORM ANALYSIS`

This command instructs the program to proceed with the analysis. It is worth noting that members 9 to 14 will not be used in this analysis since they were declared inactive earlier. In other words, for dead and live load, the bracing members are not used to carry any load.

`    CHANGES`

The members inactivated earlier are restored using the CHANGE command.

`    INACTIVE MEMBERS 10 11 13`

A new set of members are made inactive. The stiffness contribution from these members will not be used in the analysis till they are made active again. They have been inactivated to prevent them from being subject to compressive forces for the next load case.

`    LOADING 2 WIND FROM LEFT`

Load case 2 is initiated followed by a title.

```    JOINT LOAD
4 FX 30 ; 7 FX 15```

Load 2 contains joint loads. FX indicates that the load is a force in the global X direction. Nodes 4 and 7 are subjected to the loads.

`    PERFORM ANALYSIS`

This command instructs the program to proceed with the analysis. The analysis will be performed for load case 2 only.

`    CHANGE`

The above CHANGE command is an instruction to re-activate all inactive members.

`    INACTIVE MEMBERS 9 12 14`

Members 9, 12 and 14 are made inactive. The stiffness contribution of these members will not be used in the analysis till they are made active again. They have been inactivated to prevent them from being subject to compressive forces for the next load case.

`    LOADING 3 WIND FROM RIGHT`

Load case 3 is initiated followed by a title.

```    JOINT LOAD
6 FX -30 ; 8 FX -15 ```

Load 3 contains joint loads at nodes 6 and 8. FX indicates that the load is a force in the global X direction. The negative numbers

(-30 and -15) indicate that the load is acting along the negative global X direction.

```    LOAD COMBINATION 4
1 0.75 2 0.75
1 0.75 3 0.75```

Load combination case 4 involves the algebraic summation of the results of load cases 1 and 2 after multiplying each by a factor of 0.75. For load combinations, the program simply gathers the results of the component primary cases, factors them appropriately, and combines them algebraically. Thus, an analysis in the real sense of the term (multiplying the inverted stiffness matrix by the load vector) is not carried out for load combination cases. Load combination case 5 combines the results of load cases 1 and 3.

`    PERFORM ANALYSIS`

This command instructs the program to proceed with the analysis. Only primary load case 3 will be considered for this analysis. (As explained earlier, a combination case is not truly analyzed for, but handled using other means.)

`    CHANGE`

The above CHANGE command will re-activate all inactive members.

`    LOAD LIST ALL `

At the end of any analysis, only those load cases for which the analysis was done most recently, are recognized as the "active" load cases. The LOAD LIST ALL command enables all the load cases in the structure to be made active for further processing.

`    PRINT MEMBER FORCES`

The preceding PRINT command is an instruction to produce a report, in the output file, of the member end forces.

`    LOAD LIST 1 4 5`

A LOAD LIST command is a means of instructing the program to use only the listed load cases for further processing.

```    PARAMETER
CODE AISC UNIFIED
BEAM 1.0 ALL
UNT 6.0 ALL
UNB 6.0 ALL
KY 0.5 ALL```

The PARAMETER command is used to specify the steel design parameters (information on these parameters can be obtained from the manual where the implementation of the code is explained). Design will be done according to the specifications of the AISC ASD Code. The BEAM parameter is specified to perform design at every 1/12th point along the member length. UNT and UNB represent the unsupported length of the flanges to be used for calculation of allowable bending stress. KY 0.5 ALL sets the effective length factor for column buckling about the local Y-axis to be 0.5 for ALL members.

`    CHECK CODE ALL`

The above command instructs the program to perform a check to determine how you defined member sizes along with the latest analysis results meet the code requirements.

`    FINISH`

This command terminates the STAAD run.

## Input File

``````STAAD PLANE A PLANE FRAME STRUCTURE WITH TENSION BRACING
UNIT INCH KIP
SET NL 3
JOINT COORDINATES
1 0 0 0 3 480. 0 0
4 0 180. 0 6 480. 180. 0
7 240. 360. 0 ; 8 480. 360. 0
MEMBER INCIDENCE
1 1 4 2 ; 3 5 7 ; 4 3 6 ; 5 6 8 ; 6 4 5 7
8 7 8 ; 9 1 5 ; 10 2 4 ; 11 3 5 ; 12 2 6
13 6 7 ;14 5 8
MEMBER TRUSS
9 TO 14
MEMBER PROP AMERICAN
1 TO 5 TABLE ST W12X26
6 7 8 TA ST W18X35
9 TO 14 TA LD L50505
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
SUPPORT
1 2 3 PINNED
INACTIVE MEMBERS 9 TO 14
UNIT FT
6 8 UNI GY -1.0
7 UNI GY -1.5
PERFORM ANALYSIS
CHANGES
INACTIVE MEMBERS 10 11 13
4 FX 30 ; 7 FX 15
PERFORM ANALYSIS
CHANGE
INACTIVE MEMBERS 9 12 14
6 FX -30 ; 8 FX -15
1 0.75 2 0.75
1 0.75 3 0.75
PERFORM ANALYSIS
CHANGE
PRINT MEMBER FORCES
PARAMETER
CODE AISC UNIFIED
BEAM 1.0 ALL
UNT 6.0 ALL
UNB 6.0 ALL
KY 0.5 ALL
CHECK CODE ALL
FINISH
``````

```                                                                  PAGE NO.    1
****************************************************
*                                                  *
*           Version  22.04.00.**                   *
*           Proprietary Program of                 *
*           Bentley Systems, Inc.                  *
*           Date=    APR 21, 2020                  *
*           Time=    15:42:34                      *
*                                                  *
*  Licensed to: Bentley Systems Inc                *
****************************************************
1. STAAD PLANE A PLANE FRAME STRUCTURE WITH TENSION BRACING
INPUT FILE: US-4 Inactive Members in a Braced Frame.STD
2. UNIT INCH KIP
3. SET NL 3
4. JOINT COORDINATES
5. 1 0 0 0 3 480. 0 0
6. 4 0 180. 0 6 480. 180. 0
7. 7 240. 360. 0 ; 8 480. 360. 0
8. MEMBER INCIDENCE
9. 1 1 4 2 ; 3 5 7 ; 4 3 6 ; 5 6 8 ; 6 4 5 7
10. 8 7 8 ; 9 1 5 ; 10 2 4 ; 11 3 5 ; 12 2 6
11. 13 6 7 ;14 5 8
12. MEMBER TRUSS
13. 9 TO 14
14. MEMBER PROP AMERICAN
15. 1 TO 5 TABLE ST W12X26
16. 6 7 8 TA ST W18X35
17. 9 TO 14 TA LD L50505
18. DEFINE MATERIAL START
19. ISOTROPIC STEEL
20. E 29000
21. POISSON 0.3
22. DENSITY 283E-006
23. ALPHA 6E-006
24. DAMP 0.03
25. TYPE STEEL
26. STRENGTH FY 36 FU 58 RY 1.5 RT 1.2
27. END DEFINE MATERIAL
28. CONSTANT
29. MATERIAL STEEL ALL
30. SUPPORT
31. 1 2 3 PINNED
32. INACTIVE MEMBERS 9 TO 14
33. UNIT FT
36. 6 8 UNI GY -1.0
37. 7 UNI GY -1.5
38. PERFORM ANALYSIS
A PLANE FRAME STRUCTURE WITH TENSION BRACING             -- PAGE NO.    2
P R O B L E M   S T A T I S T I C S
-----------------------------------
NUMBER OF JOINTS          8  NUMBER OF MEMBERS      14
NUMBER OF PLATES          0  NUMBER OF SOLIDS        0
NUMBER OF SURFACES        0  NUMBER OF SUPPORTS      3
Using 64-bit analysis engine.
SOLVER USED IS THE IN-CORE ADVANCED MATH SOLVER
TOTAL      PRIMARY LOAD CASES =     1, TOTAL DEGREES OF FREEDOM =      18
TOTAL LOAD COMBINATION  CASES =     0  SO FAR.
39. CHANGES
40. INACTIVE MEMBERS 10 11 13
43. 4 FX 30 ; 7 FX 15
44. PERFORM ANALYSIS
45. CHANGE
46. INACTIVE MEMBERS 9 12 14
49. 6 FX -30 ; 8 FX -15
51. 1 0.75 2 0.75
53. 1 0.75 3 0.75
54. PERFORM ANALYSIS
55. CHANGE
57. PRINT MEMBER FORCES
MEMBER   FORCES
A PLANE FRAME STRUCTURE WITH TENSION BRACING             -- PAGE NO.    3
MEMBER END FORCES    STRUCTURE TYPE = PLANE
-----------------
ALL UNITS ARE -- KIP  FEET     (LOCAL )
MEMBER  LOAD  JT     AXIAL   SHEAR-Y  SHEAR-Z   TORSION     MOM-Y      MOM-Z
1    1     1      8.26     -0.67     0.00      0.00      0.00      -0.00
4     -8.26      0.67     0.00      0.00      0.00     -10.06
2     1     -0.31      0.22     0.00      0.00      0.00       0.00
4      0.31     -0.22     0.00      0.00      0.00       3.25
3     1     15.81     -0.19     0.00      0.00      0.00      -0.00
4    -15.81      0.19     0.00      0.00      0.00      -2.88
4     1      5.97     -0.34     0.00      0.00      0.00      -0.00
4     -5.97      0.34     0.00      0.00      0.00      -5.11
5     1     18.06     -0.65     0.00      0.00      0.00      -0.00
4    -18.06      0.65     0.00      0.00      0.00      -9.71
2    1     2     38.47     -0.05     0.00      0.00      0.00       0.00
5    -38.47      0.05     0.00      0.00      0.00      -0.77
2     2      9.09      0.16     0.00      0.00      0.00       0.00
5     -9.09     -0.16     0.00      0.00      0.00       2.43
3     2     28.81     -0.15     0.00      0.00      0.00      -0.00
5    -28.81      0.15     0.00      0.00      0.00      -2.21
4     2     35.67      0.08     0.00      0.00      0.00       0.00
5    -35.67     -0.08     0.00      0.00      0.00       1.24
5     2     50.46     -0.15     0.00      0.00      0.00      -0.00
5    -50.46      0.15     0.00      0.00      0.00      -2.24
3    1     5     10.14     -2.20     0.00      0.00      0.00     -13.11
7    -10.14      2.20     0.00      0.00      0.00     -19.84
2     5     -0.29      0.42     0.00      0.00      0.00       3.34
7      0.29     -0.42     0.00      0.00      0.00       2.94
3     5     10.88     -0.63     0.00      0.00      0.00      -5.23
7    -10.88      0.63     0.00      0.00      0.00      -4.20
4     5      7.39     -1.33     0.00      0.00      0.00      -7.32
7     -7.39      1.33     0.00      0.00      0.00     -12.68
5     5     15.76     -2.12     0.00      0.00      0.00     -13.76
7    -15.76      2.12     0.00      0.00      0.00     -18.03
4    1     3     23.26      0.72     0.00      0.00      0.00       0.00
6    -23.26     -0.72     0.00      0.00      0.00      10.83
2     3     24.63      0.07     0.00      0.00      0.00       0.00
6    -24.63     -0.07     0.00      0.00      0.00       1.08
3     3    -11.25     -0.16     0.00      0.00      0.00      -0.00
6     11.25      0.16     0.00      0.00      0.00      -2.41
4     3     35.92      0.60     0.00      0.00      0.00       0.00
6    -35.92     -0.60     0.00      0.00      0.00       8.94
5     3      9.01      0.42     0.00      0.00      0.00      -0.00
6     -9.01     -0.42     0.00      0.00      0.00       6.31
A PLANE FRAME STRUCTURE WITH TENSION BRACING             -- PAGE NO.    4
MEMBER END FORCES    STRUCTURE TYPE = PLANE
-----------------
ALL UNITS ARE -- KIP  FEET     (LOCAL )
MEMBER  LOAD  JT     AXIAL   SHEAR-Y  SHEAR-Z   TORSION     MOM-Y      MOM-Z
5    1     6      9.86      2.20     0.00      0.00      0.00      15.84
8     -9.86     -2.20     0.00      0.00      0.00      17.11
2     6     10.95      0.37     0.00      0.00      0.00       2.68
8    -10.95     -0.37     0.00      0.00      0.00       2.82
3     6     -0.35     -0.33     0.00      0.00      0.00      -2.10
8      0.35      0.33     0.00      0.00      0.00      -2.78
4     6     15.61      1.92     0.00      0.00      0.00      13.89
8    -15.61     -1.92     0.00      0.00      0.00      14.95
5     6      7.14      1.40     0.00      0.00      0.00      10.30
8     -7.14     -1.40     0.00      0.00      0.00      10.75
6    1     4      0.67      8.26     0.00      0.00      0.00      10.06
5     -0.67     11.74     0.00      0.00      0.00     -44.76
2     4     29.78     -0.31     0.00      0.00      0.00      -3.25
5    -29.78      0.31     0.00      0.00      0.00      -2.92
3     4     20.77      0.38     0.00      0.00      0.00       2.88
5    -20.77     -0.38     0.00      0.00      0.00       4.69
4     4     22.84      5.97     0.00      0.00      0.00       5.11
5    -22.84      9.03     0.00      0.00      0.00     -35.76
5     4     16.08      6.48     0.00      0.00      0.00       9.71
5    -16.08      8.52     0.00      0.00      0.00     -30.05
7    1     5     -1.47     16.60     0.00      0.00      0.00      58.64
6      1.47     13.40     0.00      0.00      0.00     -26.67
2     5     17.51     -0.33     0.00      0.00      0.00      -2.85
6    -17.51      0.33     0.00      0.00      0.00      -3.76
3     5     44.21      0.36     0.00      0.00      0.00       2.75
6    -44.21     -0.36     0.00      0.00      0.00       4.52
4     5     12.03     12.20     0.00      0.00      0.00      41.84
6    -12.03     10.30     0.00      0.00      0.00     -22.82
5     5     32.05     12.72     0.00      0.00      0.00      46.04
6    -32.05      9.78     0.00      0.00      0.00     -16.61
8    1     7      2.20     10.14     0.00      0.00      0.00      19.84
8     -2.20      9.86     0.00      0.00      0.00     -17.11
2     7     14.58     -0.29     0.00      0.00      0.00      -2.94
8    -14.58      0.29     0.00      0.00      0.00      -2.82
3     7     14.67      0.35     0.00      0.00      0.00       4.20
8    -14.67     -0.35     0.00      0.00      0.00       2.78
4     7     12.58      7.39     0.00      0.00      0.00      12.68
8    -12.58      7.61     0.00      0.00      0.00     -14.95
5     7     12.65      7.86     0.00      0.00      0.00      18.03
8    -12.65      7.14     0.00      0.00      0.00     -10.75
9    1     1      0.00      0.00     0.00      0.00      0.00       0.00
5      0.00      0.00     0.00      0.00      0.00       0.00
A PLANE FRAME STRUCTURE WITH TENSION BRACING             -- PAGE NO.    5
MEMBER END FORCES    STRUCTURE TYPE = PLANE
-----------------
ALL UNITS ARE -- KIP  FEET     (LOCAL )
MEMBER  LOAD  JT     AXIAL   SHEAR-Y  SHEAR-Z   TORSION     MOM-Y      MOM-Z
2     1    -33.43      0.00     0.00      0.00      0.00       0.00
5     33.43      0.00     0.00      0.00      0.00       0.00
3     1      0.00      0.00     0.00      0.00      0.00       0.00
5      0.00      0.00     0.00      0.00      0.00       0.00
4     1    -25.07      0.00     0.00      0.00      0.00       0.00
5     25.07      0.00     0.00      0.00      0.00       0.00
5     1      0.00      0.00     0.00      0.00      0.00       0.00
5      0.00      0.00     0.00      0.00      0.00       0.00
10    1     2      0.00      0.00     0.00      0.00      0.00       0.00
4      0.00      0.00     0.00      0.00      0.00       0.00
2     2      0.00      0.00     0.00      0.00      0.00       0.00
4      0.00      0.00     0.00      0.00      0.00       0.00
3     2    -25.73      0.00     0.00      0.00      0.00       0.00
4     25.73      0.00     0.00      0.00      0.00       0.00
4     2      0.00      0.00     0.00      0.00      0.00       0.00
4      0.00      0.00     0.00      0.00      0.00       0.00
5     2    -19.29      0.00     0.00      0.00      0.00       0.00
4     19.29      0.00     0.00      0.00      0.00       0.00
11    1     3      0.00      0.00     0.00      0.00      0.00       0.00
5      0.00      0.00     0.00      0.00      0.00       0.00
2     3      0.00      0.00     0.00      0.00      0.00       0.00
5      0.00      0.00     0.00      0.00      0.00       0.00
3     3    -29.90      0.00     0.00      0.00      0.00       0.00
5     29.90      0.00     0.00      0.00      0.00       0.00
4     3      0.00      0.00     0.00      0.00      0.00       0.00
5      0.00      0.00     0.00      0.00      0.00       0.00
5     3    -22.42      0.00     0.00      0.00      0.00       0.00
5     22.42      0.00     0.00      0.00      0.00       0.00
12    1     2      0.00      0.00     0.00      0.00      0.00       0.00
6      0.00      0.00     0.00      0.00      0.00       0.00
2     2    -22.26      0.00     0.00      0.00      0.00       0.00
6     22.26      0.00     0.00      0.00      0.00       0.00
3     2      0.00      0.00     0.00      0.00      0.00       0.00
6      0.00      0.00     0.00      0.00      0.00       0.00
4     2    -16.69      0.00     0.00      0.00      0.00       0.00
6     16.69      0.00     0.00      0.00      0.00       0.00
5     2      0.00      0.00     0.00      0.00      0.00       0.00
6      0.00      0.00     0.00      0.00      0.00       0.00
13    1     6      0.00      0.00     0.00      0.00      0.00       0.00
7      0.00      0.00     0.00      0.00      0.00       0.00
2     6      0.00      0.00     0.00      0.00      0.00       0.00
7      0.00      0.00     0.00      0.00      0.00       0.00
A PLANE FRAME STRUCTURE WITH TENSION BRACING             -- PAGE NO.    6
MEMBER END FORCES    STRUCTURE TYPE = PLANE
-----------------
ALL UNITS ARE -- KIP  FEET     (LOCAL )
MEMBER  LOAD  JT     AXIAL   SHEAR-Y  SHEAR-Z   TORSION     MOM-Y      MOM-Z
3     6    -17.56      0.00     0.00      0.00      0.00       0.00
7     17.56      0.00     0.00      0.00      0.00       0.00
4     6      0.00      0.00     0.00      0.00      0.00       0.00
7      0.00      0.00     0.00      0.00      0.00       0.00
5     6    -13.17      0.00     0.00      0.00      0.00       0.00
7     13.17      0.00     0.00      0.00      0.00       0.00
14    1     5      0.00      0.00     0.00      0.00      0.00       0.00
8      0.00      0.00     0.00      0.00      0.00       0.00
2     5    -17.77      0.00     0.00      0.00      0.00       0.00
8     17.77      0.00     0.00      0.00      0.00       0.00
3     5      0.00      0.00     0.00      0.00      0.00       0.00
8      0.00      0.00     0.00      0.00      0.00       0.00
4     5    -13.33      0.00     0.00      0.00      0.00       0.00
8     13.33      0.00     0.00      0.00      0.00       0.00
5     5      0.00      0.00     0.00      0.00      0.00       0.00
8      0.00      0.00     0.00      0.00      0.00       0.00
************** END OF LATEST ANALYSIS RESULT **************
58. LOAD LIST 1 4 5
59. PARAMETER
60. CODE AISC UNIFIED
61. BEAM 1.0 ALL
62. UNT 6.0 ALL
63. UNB 6.0 ALL
64. KY 0.5 ALL
65. CHECK CODE ALL
PARAMETER 1
A PLANE FRAME STRUCTURE WITH TENSION BRACING             -- PAGE NO.    7
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
*****************************************************
ALL UNITS ARE - KIP  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.
------------    -----------     -------------
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: -
------------    -----------     -------------
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
A PLANE FRAME STRUCTURE WITH TENSION BRACING             -- PAGE NO.    8
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     1
|-----------------------------------------------------------------------------|
|  Member No:        1       Profile:  ST  W12X26              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.139       Loadcase:        5    |
|  Location:     15.00       Ref:      Eq.H1-3b                               |
|  Pz:       18.06     C     Vy:       -.6472           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      9.708        |
|-----------------------------------------------------------------------------|
- Member :     2
|-----------------------------------------------------------------------------|
|  Member No:        2       Profile:  ST  W12X26              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.319       Loadcase:        5    |
|  Location:     15.00       Ref:      Eq.H1-1a                               |
|  Pz:       50.46     C     Vy:       -.1491           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      2.237        |
|-----------------------------------------------------------------------------|
- Member :     3
|-----------------------------------------------------------------------------|
|  Member No:        3       Profile:  ST  W12X26              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.220       Loadcase:        1    |
|  Location:     15.00       Ref:      Eq.H1-3a(H1-1b)                        |
|  Pz:       10.14     C     Vy:       -2.197           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      19.84        |
|-----------------------------------------------------------------------------|
- Member :     4
|-----------------------------------------------------------------------------|
|  Member No:        4       Profile:  ST  W12X26              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.259       Loadcase:        4    |
|  Location:     15.00       Ref:      Eq.H1-3b                               |
|  Pz:       35.92     C     Vy:       0.5957           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -8.935        |
|-----------------------------------------------------------------------------|
- Member :     5
|-----------------------------------------------------------------------------|
|  Member No:        5       Profile:  ST  W12X26              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.192       Loadcase:        1    |
|  Location:     15.00       Ref:      Eq.H1-3a(H1-1b)                        |
|  Pz:       9.864     C     Vy:        2.197           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -17.11        |
|-----------------------------------------------------------------------------|
- Member :     6
|-----------------------------------------------------------------------------|
|  Member No:        6       Profile:  ST  W18X35              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.276       Loadcase:        4    |
|  Location:     20.00       Ref:      Eq.H1-1b                               |
|  Pz:       22.84     C     Vy:       -9.033           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      35.76        |
|-----------------------------------------------------------------------------|
- Member :     7
|-----------------------------------------------------------------------------|
|  Member No:        7       Profile:  ST  W18X35              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.339       Loadcase:        1    |
|  Location:      0.00       Ref:      Cl.F2.2                                |
|  Pz:       1.474     T     Vy:        16.60           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      58.64        |
|-----------------------------------------------------------------------------|
A PLANE FRAME STRUCTURE WITH TENSION BRACING             -- PAGE NO.    9
STAAD.PRO CODE CHECKING - AISC 360-16 LRFD (V1.1)
*****************************************************
ALL UNITS ARE - KIP  FEET (UNLESS OTHERWISE Noted).
- Member :     8
|-----------------------------------------------------------------------------|
|  Member No:        8       Profile:  ST  W18X35              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.182       Loadcase:        1    |
|  Location:     10.00       Ref:      Cl.F2.2                                |
|  Pz:       2.197     C     Vy:       0.1365           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:     -31.52        |
|-----------------------------------------------------------------------------|
- Member :     9
|-----------------------------------------------------------------------------|
|  Member No:        9       Profile:  LD  L50505              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.126       Loadcase:        4    |
|  Location:      0.00       Ref:      Cl.D2                                  |
|  Pz:       25.07     T     Vy:        0.000           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      0.000        |
|-----------------------------------------------------------------------------|
- Member :    10
|-----------------------------------------------------------------------------|
|  Member No:       10       Profile:  LD  L50505              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.097       Loadcase:        5    |
|  Location:      0.00       Ref:      Cl.D2                                  |
|  Pz:       19.29     T     Vy:        0.000           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      0.000        |
|-----------------------------------------------------------------------------|
- Member :    11
|-----------------------------------------------------------------------------|
|  Member No:       11       Profile:  LD  L50505              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.113       Loadcase:        5    |
|  Location:      0.00       Ref:      Cl.D2                                  |
|  Pz:       22.42     T     Vy:        0.000           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      0.000        |
|-----------------------------------------------------------------------------|
- Member :    12
|-----------------------------------------------------------------------------|
|  Member No:       12       Profile:  LD  L50505              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.084       Loadcase:        4    |
|  Location:      0.00       Ref:      Cl.D2                                  |
|  Pz:       16.69     T     Vy:        0.000           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      0.000        |
|-----------------------------------------------------------------------------|
- Member :    13
|-----------------------------------------------------------------------------|
|  Member No:       13       Profile:  LD  L50505              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.066       Loadcase:        5    |
|  Location:      0.00       Ref:      Cl.D2                                  |
|  Pz:       13.17     T     Vy:        0.000           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      0.000        |
|-----------------------------------------------------------------------------|
- Member :    14
|-----------------------------------------------------------------------------|
|  Member No:       14       Profile:  LD  L50505              (AISC SECTIONS)|
|  Status:        PASS       Ratio:         0.067       Loadcase:        4    |
|  Location:      0.00       Ref:      Cl.D2                                  |
|  Pz:       13.33     T     Vy:        0.000           Vx:      0.000        |
|  Tz:       0.000           My:        0.000           Mx:      0.000        |
|-----------------------------------------------------------------------------|
66. FINISH
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= APR 21,2020   TIME= 15:42:35 ****
************************************************************
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```