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.
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 22.12.00.*** * * Proprietary Program of * * Bentley Systems, Inc. * * Date= OCT 27, 2022 * * Time= 15: 9: 3 * * * * 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= OCT 27,2022 TIME= 15: 9: 4 **** ************************************************************ * For technical assistance on STAAD.Pro, please visit * * http://www.bentley.com/en/support/ * * * * Details about additional assistance from * * Bentley and Partners can be found at program menu * * Help->Technical Support * * * * Copyright (c) Bentley Systems, Inc. * * http://www.bentley.com * ************************************************************