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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
    DEFINE IBC 2012 LOAD
    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
    IBC LOAD X 0.75
    SELFWEIGHT Y -1.0
    JOINT LOADS
    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
    IBC LOAD Z 0.75
    SELFWEIGHT Y -1.0
    JOINT LOADS
    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
DEFINE IBC 2012 LOAD
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
LOAD 1
IBC LOAD X 0.75
SELFWEIGHT Y -1.0
JOINT LOADS
17 TO 48 FY -2.5
49 TO 64 FY -1.25
LOAD 2
IBC LOAD Z 0.75
SELFWEIGHT Y -1.0
JOINT LOADS
17 TO 48 FY -2.5
49 TO 64 FY -1.25
PDELTA ANALYSIS PRINT LOAD DATA
PRINT SUPPORT REACTIONS
FINISH

STAAD Output File

                                                                  PAGE NO.    1
             ****************************************************        
             *                                                  *        
             *           STAAD.Pro CONNECT Edition              *        
             *           Version  22.04.00.**                   *        
             *           Proprietary Program of                 *        
             *           Bentley Systems, Inc.                  *        
             *           Date=    APR 21, 2020                  *        
             *           Time=    15:41:47                      *        
             *                                                  *        
             *  Licensed to: Bentley Systems Inc                *        
             ****************************************************        
     1. STAAD SPACE EXAMPLE PROBLEM FOR IBC LOAD
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
    50. DEFINE IBC 2012 LOAD
    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
    56. LOAD 1
    57. IBC LOAD X 0.75
    58. SELFWEIGHT Y -1.0
    59. JOINT LOADS
    60. 17 TO 48 FY -2.5
    61. 49 TO 64 FY -1.25
    62. LOAD 2
    63. IBC LOAD Z 0.75
    64. SELFWEIGHT Y -1.0
    65. JOINT LOADS
    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
   LOADING     1                                                              
   -----------
       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
   LOADING     2                                                              
   -----------
       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
   ++ Adjusting Displacements.
   ************ 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= APR 21,2020   TIME= 15:41:48 ****
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