CALCULATION REPORT OF SCAFFOLDING FOR LIFTING SWING CHECK VALVE
PT SHELL GRESIK TERMINAL
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CALCULATION REPORT OF SCAFFOLDING FOR LIFTING SWING CHECK VALVE
PT ENHA DUTA ECONSINDO
REVISION SHEET
No. Rev. Page Subject Description of Change
TABLE OF CONTENT
TABLE OF CONTENT ... 3
LIST OF TABLES ... 4
LIST OF FIGURES ... 5
1. GENERAL ... 6
1.1. SCOPE OF WORK ... 6
1.2. REFERENCES AND STANDARDS ... 6
2. DESIGN CRITERIA ... 6
2.1. MATERIAL SPESIFICATION ... 6
2.2. CALCULATION CONSEPT ... 6
3. STAAD MODELLING ... 7
3.1. STRUCTURAL MODELLING ... 7
3.2. MEMBER PROPERTIES ... 8
3.3. DESIGN LOAD AND COMBINATION ... 9
4. ANALYSIS RESULTS ... 13
4.1. STEEL STRESS RATIO OF SCAFFOLDING STRUCTURE ... 13
4.2. DEFLECTION OF SCAFFOLDING STRUCTURE... 13
4.3. COUPLER CHECK OF SSAFFOLDING STRUCTURE ... 14 5. APPENDIX A : STAAD OUTPUTS
6. APPENDIX B : REFERENCES
LIST OF TABLES
Table 1. Primary Loads ... 12
Table 2. Load Combinations ... 12
Table 3. Maksimum Steel Stress Ratio of Scaffolding Structure ... 13
Table 4. Summary of Deflection of Scaffolding Structure ... 14
Table 5. Summary of Connection Check ... 15
LIST OF FIGURES
Figure 1. Dimensional of Scaffolding Structure ... 7
Figure 2. Node Number of Scaffolding Structure ... 7
Figure 3. 3D Modelling of Scaffolding Structure ... 8
Figure 4. Member Properties of STAAD Pro Materials ... 8
Figure 5. The Selfweight of Scaffolding Structure ... 9
Figure 6. Live Load for Scaffolding Structure ... 10
Figure 7. Data Input of Wind Load ... 10
Figure 8. (a) Wind Load Directional X+; (b) Wind Load Directional X- ... 12
Figure 9. (a) Wind Load Directional Z+; (b) Wind Load Directional Z - ... 12
Figure 10. Maksimum Steel Stress Ratio Location ... 13
Figure 11. (a) Vertical Displacement; (b) Horizontal Displacement ... 14
Figure 12. Safe Working Loads for Individual Coupler ... 15
1. GENERAL
1.3. SCOPE OF WORK
This calculation report covers the structural stability of scaffolding structure for lifting swing check valve 8”.
1.3. REFERENCES AND STANDARDS
Applicable sections of the codes, standards, and specifications listed below shall be considered an integral part of this specification. Where two or more references define requirements for the same subject, the more restrictive reference shall govern. Other national codes (standards providing similar standards) may be proposed and used if approved by the Owner.
1) Structural Design and Engineering of Onshore Structures (DEP 34.00.01.30-Gen.) 2) Minimum Design Loads for Buildings and Other Structures (ASCE/SEI 7-10) 3) Specification for Structural Steel Buildings (ANSI /AISC 360-10)
4) Metal Scaffolding (BS-1139) 2. DESIGN CRITERIA
2.3. MATERIAL SPECIFICATION
1) Material Specification : Tubular Scaffolding BS 1139/BS EN39 2) Yield Strenght : 395 Mpa
3) Tensile Strenght : 450 Mpa
4) Elongation : 37.5%
2.3. CALCULATION CONSEPT
1) All structures shall be analyzed using structural analysis program STAAD PRO and shall be modelled as open space frame.
2) Scaffolding support shall be assumed as pinned support which only supports y-direction axial loads.
3) Lifting gears (chain blocks, shackle, and webbing slings) are assumed to be one load point.
4) Deflection tolerance refers to the DEP 34.00.01.30-Gen.
3. STAAD MODELLING
3.3. STRUCTURAL MODELLING
Figure 1. Dimensional of Scaffolding Structure
Figure 2. Node Number of Scaffolding Structure
Figure 3. 3D Modelling of Scaffolding Structure 3.3. MEMBER PROPERTIES
All members of the scaffolding structure use BS-1139 material, then member properties of STAAD Pro use PIP483H section.
Figure 4. Member Properties of STAAD Pro Materials
3.3. DESIGN LOAD AND COMBINATION
The scaffolding structure are subjected to following loads:
1) Dead load
Dead load means the weight of structure it self (including clamp for scaffolding connection system and platforms).
The selfweight of scaffolding tube structure shall be calculated automatically by STAAD Pro. (Y = -2).
Figure 5. The Selfweight of Scaffolding Structure
2) Live load
Live loads shall mean the moving or movable external loads on structure by valve and lifting gears (including chain blocks, shackles and webbing slings). In this structures, live load consists of load from maintenance activities which acts as joint load. There is a working load as follows:
Check Valve 8” = 134.000 kg
Chain block 3 ton = 28.500 kg
Shacles 2 ton = 0.308 kg
2 Webbing slings 2 ton =
2.040 kg
Total live load = 164.848 kg
3) Impact load
All structural members transmitting lifting force shall be design for 15% impact load, based on DEP 34.00.01.30-Gen. (3.11). So, the total of live load is 189.576 kg.
Figure 6. Live Load for Scaffolding Structure 4) Wind load
Wind load shall be produced by wind pressure acts on structure. Maximum basic wind speed for corresponding site location is 160 kph. Wind load calculation shall refer to ASCE/SEI 7-10 and calculated automatically by STAAD Pro.
Figure 7. Data Input of Wind Load
(a) (b) Figure 8. (a) Wind Load Directional X+; (b) Wind Load Directional X-
(a) (b)
Figure 9. (a) Wind Load Directional Z+; (b) Wind Load Directional Z-
5) Combination load
Load combinations shall consider strength design method (LRFD). Load combination are summarized in the following table:
Table 1. Primary Loads PRIMARY LOADS
No Title Type Define
1 DL Dead Dead Load (Only Selfweight of Structure) 2 LL Live Live Load (Valve, Lifting Gear, and Impact)
3 WL X+ Wind Wind Load X+ Direction
4 WL X- Wind Wind Load X- Direction
5 WL Z+ Wind Wind Load Z+ Direction
6 WL Z- Wind Wind Load Z- Direction
Table 2. Load Combinations LOAD COMBINATIONS
No Load Combinations
7 LOAD COMB 1.0 DL
8 LOAD COMB 1.0 DL + 1.0 LL 9 LOAD COMB 1.0 DL + 0.75 LL 10 LOAD COMB 1.0 DL + 1.0 WL X+
11 LOAD COMB 1.0 DL + 1.0 WL X- 12 LOAD COMB 1.0 DL + 1.0 WL Z+
13 LOAD COMB 1.0 DL + 1.0 WL Z-
14 LOAD COMB 1.0 DL + 0.75 LL + 0.75 WL X+
15 LOAD COMB 1.0 DL + 0.75 LL + 0.75 WL X- 16 LOAD COMB 1.0 DL + 0.75 LL + 0.75 WL Z+
17 LOAD COMB 1.0 DL + 0.75 LL + 0.75 WL Z- 18 LOAD COMB 0.6 DL + 1.0 WL X+
19 LOAD COMB 0.6 DL + 1.0 WL X- 20 LOAD COMB 0.6 DL + 1.0 WL Z+
21 LOAD COMB 0.6 DL + 1.0 WL Z-
22 LOAD COMB 0.6 DL
4. ANALYSIS RESULTS
Detail of structural design and analysis results are summerized in the following section. In conclusion, the proposed scaffolding design has met all structural criteria based on related references. Detail STAAD output are attached within this report.
4.1. STEEL STRESS RATIO OF SCAFFOLDING STRUCTURE
Table 3. Maksimum Steel Stress Ratio of Scaffolding Structure Beam Analysis
Property Design
Property Actual
Ratio Allowable
Ratio Normalized Ratio
(Actual/Allowable) Clause L/C
19 PIP483H PIP483H 0.106 1 0.106 Eq. H1-1b 8
Figure 10. Maksimum Steel Stress Ratio Location
4.2. DEFLECTION OF SCAFFOLDING STRUCTURE
The maximum allowable horizontal and vertical deflection are referring to DEP 34.00.01.30- Gen. Structural Design and Engineering of Onshore Structures, Section 5.3.1 and 5.3.2.
Maksimum horizontal and vertical deflections of all structural members under service load
conditions are shown in table below.
Table 4. Summary of Deflection of Scaffolding Structure Deflection Type Node Span Allow.
Load Combination Deflection
(mm) (mm) (mm)
Vertical
Deflection 34 1500 ± 7.500 DL + LL -3.077
Horizontal
Deflection 22 3750 ± 12.500 1.0 DL + 0.75 LL + 0.75 WL Z- -1.498
(a) (b) Figure 11. (a) Vertical Displacement; (b) Horizontal Displacement
4.3. Coupler Check of Scaffolding Structure
The connection verification check was based on Safe Working Load for individual couplers
and fittings – Table 17 from BS 5973:1993. Based on Mill Certificates of Scaffolding, see
Appendix D, the slipping load test of coupler is 10 kN. Hence, the connection verification
check by using Table 17 from BS 5973:1993 is allowed.
Figure 12. Safe Working Loads for Individual Coupler
A comparison was made based on the actual beam end forces acting on the connections and allowable working load limit against slip. All beam end forces are below allowable capacity of couplers. Therefore, the structure is safe for its purpose.
Table 5. Summary of Connection Check Node Shear “Y” on Node
(kN) Safe Working Load
(kN) Unity L/C
28 0.726 6.3 0.115 8
APPENDIX A
STAAD OUTPUTS
* Bentley Systems, Inc. * * Date= FEB 22, 2023 * * Time= 8:55: 5 * * * * USER ID: * ****************************************************
1. STAAD SPACE
INPUT FILE: D:\Me\ENHADE\CHECK VALVE.STD 2. START JOB INFORMATION
3. ENGINEER DATE 21-FEB-23 4. JOB NAME CHECK VALVE *"
5. JOB CLIENT PT SHELL GRESIK TERMINAL 6. JOB NO JOB REV 0
7. ENGINEER NAME AFN 8. CHECKER NAME DDS 9. CHECKER DATE 21-FEB-23 10. END JOB INFORMATION 11. INPUT WIDTH 79 12. UNIT METER KG 13. JOINT COORDINATES
14. 1 0 0 0; 2 0 3.75 0; 3 1.5 0 0; 4 1.5 3.75 0; 5 3 0 0; 6 3 3.75 0; 7 0 0 1.5 15. 8 0 3.75 1.5; 9 1.5 0 1.5; 10 1.5 3.75 1.5; 11 3 0 1.5; 12 3 3.75 1.5
16. 13 0 2 0.75; 14 3 2 0.75; 15 0 3.75 0.85; 16 1.5 3.75 0.85; 17 3 3.75 0.85 17. 18 0 3.75 0.65; 19 1.5 3.75 0.65; 20 3 3.75 0.65; 21 3 2 0; 22 1.5 2 0 18. 23 0 2 0; 24 0 2 1.5; 25 1.5 2 1.5; 26 3 2 1.5; 27 3 0.25 0; 28 1.5 0.25 0 19. 29 0 0.25 0; 30 0 0.25 1.5; 31 3 0.25 1.5; 32 1.5 0.25 1.5; 33 0.75 3.75 0.65 20. 34 0.75 3.75 0.85
21. MEMBER INCIDENCES
22. 1 29 28; 2 23 22; 3 2 4; 4 4 6; 5 30 32; 6 24 25; 7 8 10; 8 10 12; 9 23 13 23. 10 29 30; 11 2 18; 12 4 19; 13 6 20; 14 21 14; 15 27 31; 16 13 24; 17 14 26 24. 18 15 8; 19 16 10; 20 17 12; 21 15 18; 22 16 19; 23 17 20; 24 18 33; 25 19 20 25. 26 15 34; 27 16 17; 28 25 26; 29 24 30; 30 27 21; 31 29 23; 32 31 26; 33 32 25 26. 34 11 31; 35 5 27; 36 3 28; 37 9 32; 38 7 30; 39 1 29; 40 28 22; 41 2 23 27. 42 10 25; 43 12 26; 44 21 6; 45 22 4; 46 2 13; 47 13 30; 48 27 14; 49 14 12 28. 50 30 25; 51 25 12; 52 29 22; 53 22 6; 54 24 8; 55 22 21; 56 33 19; 57 34 16 29. DEFINE MATERIAL START
30. ISOTROPIC STEEL 31. E 2.09042E+010 32. POISSON 0.3 33. DENSITY 7833.41 34. ALPHA 1.2E-005 35. DAMP 0.03 36. TYPE STEEL
37. STRENGTH FY 2.58192E+007 FU 4.1584E+007 RY 1.5 RT 1.2 38. END DEFINE MATERIAL
39. CONSTANTS
40. MATERIAL STEEL ALL 41. MEMBER PROPERTY INDIAN 42. 1 TO 57 TABLE ST PIP483H 43. SUPPORTS
44. 1 3 5 7 9 11 PINNED 45. DEFINE WIND LOAD
*** NOTE: If any floor diaphragm is present in the model Wind Load definition should be defined after Floor Diaphragm definition. Otherwise wind load generation may be unsuccessful during analysis.
53. INT 43.0641 43.0641 HEIG 0 4.572 54. EXP 1 JOINT 1 TO 32
55. LOAD 1 LOADTYPE DEAD TITLE DEAD LOAD 56. SELFWEIGHT Y -2
57. LOAD 2 LOADTYPE LIVE TITLE LIVE LOAD 58. JOINT LOAD
59. 33 34 FY -94.788
60. LOAD 3 LOADTYPE WIND TITLE WIND LOAD X+
61. WIND LOAD X 1 TYPE 1 XR 0 7 YR 0 3.75 ZR 0 1.5 OPEN 62. LOAD 4 LOADTYPE WIND TITLE WIND LOAD X -
63. WIND LOAD X -1 TYPE 1 XR 0 7 YR 0 3.75 ZR 0 1.5 OPEN 64. LOAD 5 LOADTYPE WIND TITLE WIND LOAD Z+
65. WIND LOAD Z 1 TYPE 1 XR 0 7 YR 0 3.75 ZR 0 1.5 OPEN 66. LOAD 6 LOADTYPE WIND TITLE WIND LOAD Z -
67. WIND LOAD Z -1 TYPE 1 XR 0 7 YR 0 3.75 ZR 0 1.5 OPEN 68. LOAD COMB 7 GENERATED AISC GENERAL 1
69. 1 1.0
70. LOAD COMB 8 GENERATED AISC GENERAL 2 71. 1 1.0 2 1.0
72. LOAD COMB 9 GENERATED AISC GENERAL 3 73. 1 1.0 2 0.75
74. LOAD COMB 10 GENERATED AISC GENERAL 4 75. 1 1.0 3 1.0
76. LOAD COMB 11 GENERATED AISC GENERAL 5 77. 1 1.0 4 1.0
78. LOAD COMB 12 GENERATED AISC GENERAL 6 79. 1 1.0 5 1.0
80. LOAD COMB 13 GENERATED AISC GENERAL 7 81. 1 1.0 6 1.0
82. LOAD COMB 14 GENERATED AISC GENERAL 8 83. 1 1.0 2 0.75 3 0.75
84. LOAD COMB 15 GENERATED AISC GENERAL 9 85. 1 1.0 2 0.75 4 0.75
86. LOAD COMB 16 GENERATED AISC GENERAL 10 87. 1 1.0 2 0.75 5 0.75
88. LOAD COMB 17 GENERATED AISC GENERAL 11 89. 1 1.0 2 0.75 6 0.75
90. LOAD COMB 18 GENERATED AISC GENERAL 12 91. 1 0.6 3 1.0
92. LOAD COMB 19 GENERATED AISC GENERAL 13 93. 1 0.6 4 1.0
94. LOAD COMB 20 GENERATED AISC GENERAL 14 95. 1 0.6 5 1.0
96. LOAD COMB 21 GENERATED AISC GENERAL 15 97. 1 0.6 6 1.0
98. LOAD COMB 22 GENERATED AISC GENERAL 16 99. 1 0.6
100. PERFORM ANALYSIS PRINT ALL
P R O B L E M S T A T I S T I C S ---
NUMBER OF JOINTS 34 NUMBER OF MEMBERS 57 NUMBER OF PLATES 0 NUMBER OF SOLIDS 0 NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 6
SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER
LOADING 1 LOADTYPE DEAD TITLE DEAD LOAD ---
SELFWEIGHT Y -2.000
ACTUAL WEIGHT OF THE STRUCTURE = 309.069 KG
LOADING 2 LOADTYPE LIVE TITLE LIVE LOAD ---
JOINT LOAD - UNIT KG METE
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 33 0.00 -94.79 0.00 0.00 0.00 0.00 34 0.00 -94.79 0.00 0.00 0.00 0.00
LOADING 3 LOADTYPE WIND TITLE WIND LOAD X+
---
MEMBER LOAD - UNIT KG METE
MEMBER UDL L1 L2 CON L LIN1 LIN2 9 2.0800 PX 0.00 0.75
10 2.0800 PX 0.00 1.50 11 2.0800 PX 0.00 0.65 12 2.0800 PX 0.00 0.65 13 2.0800 PX 0.00 0.65 14 2.0800 PX 0.00 0.75 15 2.0800 PX 0.00 1.50 16 2.0800 PX 0.00 0.75 17 2.0800 PX 0.00 0.75 18 2.0800 PX 0.00 0.65 19 2.0800 PX 0.00 0.65 20 2.0800 PX 0.00 0.65 21 2.0800 PX 0.00 0.20 22 2.0800 PX 0.00 0.20 23 2.0800 PX 0.00 0.20 29 2.0800 PX 0.00 1.75 30 2.0800 PX 0.00 1.75 31 2.0800 PX 0.00 1.75 32 2.0800 PX 0.00 1.75 33 2.0800 PX 0.00 1.75 34 2.0800 PX 0.00 0.25 35 2.0800 PX 0.00 0.25 36 2.0800 PX 0.00 0.25 37 2.0800 PX 0.00 0.25 38 2.0800 PX 0.00 0.25 39 2.0800 PX 0.00 0.25 40 2.0800 PX 0.00 1.75 41 2.0800 PX 0.00 1.75 42 2.0800 PX 0.00 1.75
50 2.0800 PX 0.00 2.30 51 2.0800 PX 0.00 2.30 52 2.0800 PX 0.00 2.30 53 2.0800 PX 0.00 2.30 54 2.0800 PX 0.00 1.75
LOADING 4 LOADTYPE WIND TITLE WIND LOAD X - ---
MEMBER LOAD - UNIT KG METE
MEMBER UDL L1 L2 CON L LIN1 LIN2 9 -2.0800 PX 0.00 0.75
10 -2.0800 PX 0.00 1.50 11 -2.0800 PX 0.00 0.65 12 -2.0800 PX 0.00 0.65 13 -2.0800 PX 0.00 0.65 14 -2.0800 PX 0.00 0.75 15 -2.0800 PX 0.00 1.50 16 -2.0800 PX 0.00 0.75 17 -2.0800 PX 0.00 0.75 18 -2.0800 PX 0.00 0.65 19 -2.0800 PX 0.00 0.65 20 -2.0800 PX 0.00 0.65 21 -2.0800 PX 0.00 0.20 22 -2.0800 PX 0.00 0.20 23 -2.0800 PX 0.00 0.20 29 -2.0800 PX 0.00 1.75 30 -2.0800 PX 0.00 1.75 31 -2.0800 PX 0.00 1.75 32 -2.0800 PX 0.00 1.75 33 -2.0800 PX 0.00 1.75 34 -2.0800 PX 0.00 0.25 35 -2.0800 PX 0.00 0.25 36 -2.0800 PX 0.00 0.25 37 -2.0800 PX 0.00 0.25 38 -2.0800 PX 0.00 0.25 39 -2.0800 PX 0.00 0.25 40 -2.0800 PX 0.00 1.75 41 -2.0800 PX 0.00 1.75 42 -2.0800 PX 0.00 1.75 43 -2.0800 PX 0.00 1.75 44 -2.0800 PX 0.00 1.75 45 -2.0800 PX 0.00 1.75 46 -2.0800 PX 0.00 1.90 47 -2.0800 PX 0.00 1.90 48 -2.0800 PX 0.00 1.90 49 -2.0800 PX 0.00 1.90 50 -2.0800 PX 0.00 2.30 51 -2.0800 PX 0.00 2.30 52 -2.0800 PX 0.00 2.30 53 -2.0800 PX 0.00 2.30 54 -2.0800 PX 0.00 1.75
LOADING 5 LOADTYPE WIND TITLE WIND LOAD Z+
---
2 2.0800 PZ 0.00 1.50 3 2.0800 PZ 0.00 1.50 4 2.0800 PZ 0.00 1.50 5 2.0800 PZ 0.00 1.50 6 2.0800 PZ 0.00 1.50 7 2.0800 PZ 0.00 1.50 8 2.0800 PZ 0.00 1.50 24 2.0800 PZ 0.00 0.75 25 2.0800 PZ 0.00 1.50 26 2.0800 PZ 0.00 0.75 27 2.0800 PZ 0.00 1.50 28 2.0800 PZ 0.00 1.50 29 2.0800 PZ 0.00 1.75 30 2.0800 PZ 0.00 1.75 31 2.0800 PZ 0.00 1.75 32 2.0800 PZ 0.00 1.75 33 2.0800 PZ 0.00 1.75 34 2.0800 PZ 0.00 0.25 35 2.0800 PZ 0.00 0.25 36 2.0800 PZ 0.00 0.25 37 2.0800 PZ 0.00 0.25 38 2.0800 PZ 0.00 0.25 39 2.0800 PZ 0.00 0.25 40 2.0800 PZ 0.00 1.75 41 2.0800 PZ 0.00 1.75 42 2.0800 PZ 0.00 1.75 43 2.0800 PZ 0.00 1.75 44 2.0800 PZ 0.00 1.75 45 2.0800 PZ 0.00 1.75 46 2.0800 PZ 0.00 1.90 47 2.0800 PZ 0.00 1.90 48 2.0800 PZ 0.00 1.90 49 2.0800 PZ 0.00 1.90 50 2.0800 PZ 0.00 2.30 51 2.0800 PZ 0.00 2.30 52 2.0800 PZ 0.00 2.30 53 2.0800 PZ 0.00 2.30 54 2.0800 PZ 0.00 1.75 55 2.0800 PZ 0.00 1.50 56 2.0800 PZ 0.00 0.75 57 2.0800 PZ 0.00 0.75
LOADING 6 LOADTYPE WIND TITLE WIND LOAD Z - ---
MEMBER LOAD - UNIT KG METE
MEMBER UDL L1 L2 CON L LIN1 LIN2 1 -2.0800 PZ 0.00 1.50
2 -2.0800 PZ 0.00 1.50 3 -2.0800 PZ 0.00 1.50 4 -2.0800 PZ 0.00 1.50 5 -2.0800 PZ 0.00 1.50 6 -2.0800 PZ 0.00 1.50 7 -2.0800 PZ 0.00 1.50 8 -2.0800 PZ 0.00 1.50 24 -2.0800 PZ 0.00 0.75
32 -2.0800 PZ 0.00 1.75 33 -2.0800 PZ 0.00 1.75 34 -2.0800 PZ 0.00 0.25 35 -2.0800 PZ 0.00 0.25 36 -2.0800 PZ 0.00 0.25 37 -2.0800 PZ 0.00 0.25 38 -2.0800 PZ 0.00 0.25 39 -2.0800 PZ 0.00 0.25 40 -2.0800 PZ 0.00 1.75 41 -2.0800 PZ 0.00 1.75 42 -2.0800 PZ 0.00 1.75 43 -2.0800 PZ 0.00 1.75 44 -2.0800 PZ 0.00 1.75 45 -2.0800 PZ 0.00 1.75 46 -2.0800 PZ 0.00 1.90 47 -2.0800 PZ 0.00 1.90 48 -2.0800 PZ 0.00 1.90 49 -2.0800 PZ 0.00 1.90 50 -2.0800 PZ 0.00 2.30 51 -2.0800 PZ 0.00 2.30 52 -2.0800 PZ 0.00 2.30 53 -2.0800 PZ 0.00 2.30 54 -2.0800 PZ 0.00 1.75 55 -2.0800 PZ 0.00 1.50 56 -2.0800 PZ 0.00 0.75 57 -2.0800 PZ 0.00 0.75
FOR LOADING - 1
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 1 0.00000E+00-1.09080E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 2 0.00000E+00-2.53238E+01 1.66216E-07 1.34566E+00 0.00000E+00-1.63620E+00 3 0.00000E+00-1.09080E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 4 0.00000E+00-2.35613E+01 0.00000E+00 3.07243E-01 0.00000E+00 0.00000E+00 5 0.00000E+00-1.09080E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 6-2.74604E-07-2.70732E+01 0.00000E+00 3.07243E-01 0.00000E+00 4.15038E+00 7 0.00000E+00-1.09080E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 8 0.00000E+00-1.70165E+01 0.00000E+00-3.07243E-01 0.00000E+00-1.63620E+00 9 0.00000E+00-1.09080E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 10 0.00000E+00-2.35613E+01 0.00000E+00-3.07243E-01 0.00000E+00 0.00000E+00 11 0.00000E+00-1.09080E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 12-2.74604E-07-3.53805E+01-1.66216E-07-1.34566E+00 0.00000E+00 4.15038E+00 13 0.00000E+00-2.31594E+01 1.38545E-07 0.00000E+00 0.00000E+00 0.00000E+00 14 0.00000E+00-2.31594E+01-1.38545E-07 0.00000E+00 0.00000E+00 0.00000E+00 15 0.00000E+00-6.98114E+00 0.00000E+00 2.78155E-01 0.00000E+00-4.09051E-01 16 0.00000E+00-1.35260E+01 0.00000E+00 2.78155E-01 0.00000E+00-1.22715E+00 17 0.00000E+00-1.02535E+01 0.00000E+00 2.78155E-01 0.00000E+00 1.63620E+00 18 0.00000E+00-6.98114E+00 0.00000E+00-2.78155E-01 0.00000E+00-4.09051E-01 19 0.00000E+00-1.35260E+01 0.00000E+00-2.78155E-01 0.00000E+00-1.22715E+00 20 0.00000E+00-1.02535E+01 0.00000E+00-2.78155E-01 0.00000E+00 1.63620E+00 21 0.00000E+00-2.50885E+01 0.00000E+00 4.09051E-01 0.00000E+00 1.63620E+00 22-5.49630E-07-4.84743E+01 0.00000E+00 0.00000E+00 0.00000E+00-5.15040E-07 23 0.00000E+00-2.50885E+01 0.00000E+00 4.09051E-01 0.00000E+00-1.63620E+00 24 0.00000E+00-2.50885E+01 0.00000E+00-4.09051E-01 0.00000E+00-1.63620E+00 25-5.49630E-07-4.84743E+01 0.00000E+00 0.00000E+00 0.00000E+00-5.15040E-07 26 0.00000E+00-2.50885E+01 0.00000E+00-4.09051E-01 0.00000E+00 1.63620E+00 27 0.00000E+00-2.35785E+01 2.76706E-08 2.67462E+00 0.00000E+00 0.00000E+00 28 0.00000E+00-1.52712E+01 0.00000E+00 0.00000E+00 0.00000E+00 1.63620E+00 29-2.75027E-07-3.18728E+01 0.00000E+00 1.63620E+00 0.00000E+00-4.15038E+00
LOADTYPE DEAD TITLE DEAD LOAD
CENTER OF FORCE BASED ON Y FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.146823618E+01
Y = 0.221969979E+01 Z = 0.749999999E+00
***TOTAL APPLIED LOAD ( KG METE ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = -0.00
SUMMATION FORCE-Y = -618.14 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 463.60 MY= -0.00 MZ= -907.57
***TOTAL REACTION LOAD( KG METE ) SUMMARY (LOADING 1 ) SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 618.14 SUMMATION FORCE-Z = -0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -463.60 MY= 0.00 MZ= 907.57
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1) MAXIMUMS AT NODE
X = 5.95736E-03 13 Y = -4.69653E-02 33 Z = 2.52535E-02 26 RX= 6.78484E-04 4 RY= -1.75679E-04 25 RZ= 3.69432E-04 20
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KG METE )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1 1 0.00 -1.09 0.00 0.00 0.00 0.00
-5.67 -91.80 -4.11 0.00 0.00 0.00 111000 3 0.00 -1.09 0.00 0.00 0.00 0.00
9.29 -114.42 0.13 -0.00 -0.00 0.00 111000 5 0.00 -1.09 0.00 0.00 0.00 0.00
0.20 -99.58 -7.42 0.00 0.00 0.00 111000 7 0.00 -1.09 0.00 0.00 0.00 0.00
-9.64 -108.79 5.75 0.00 0.00 -0.00 111000 9 0.00 -1.09 0.00 0.00 0.00 0.00
5.80 -109.10 0.42 -0.00 -0.00 0.00 111000
34 0.00000E+00-9.47880E+01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2
LOADTYPE LIVE TITLE LIVE LOAD
CENTER OF FORCE BASED ON Y FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.749999997E+00
Y = 0.375000013E+01 Z = 0.750000021E+00
***TOTAL APPLIED LOAD ( KG METE ) SUMMARY (LOADING 2 ) SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -189.58 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 142.18 MY= 0.00 MZ= -142.18
***TOTAL REACTION LOAD( KG METE ) SUMMARY (LOADING 2 ) SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 189.58 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -142.18 MY= 0.00 MZ= 142.18
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 2) MAXIMUMS AT NODE
X = 7.02732E-03 13 Y = -2.60835E-01 34 Z = -4.00583E-02 22 RX= -1.87269E-03 10 RY= 2.09458E-04 26 RZ= -2.61584E-03 15
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KG METE )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1 1 0.00 0.00 0.00 0.00 0.00 0.00
-0.22 -43.23 1.24 -0.00 0.00 0.00 111000 3 0.00 0.00 0.00 0.00 0.00 0.00
0.64 -53.21 -0.10 0.00 0.00 0.00 111000 5 0.00 0.00 0.00 0.00 0.00 0.00
-0.01 1.64 -0.34 -0.00 0.00 -0.00 111000 7 0.00 0.00 0.00 0.00 0.00 0.00
-1.20 -45.42 -1.04 0.00 0.00 -0.00 111000
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 1 2.59999E-01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00-1.08333E-02 2 4.47609E+00 0.00000E+00 0.00000E+00 0.00000E+00 3.20745E-01 1.10836E+00 3 2.59999E-01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00-1.08333E-02 4 2.49599E+00 0.00000E+00 0.00000E+00 0.00000E+00 7.32331E-02 5.30832E-01 5 2.59999E-01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00-1.08333E-02 6 4.31599E+00-3.98629E-08 0.00000E+00 0.00000E+00 7.32331E-02 1.06166E+00 7 2.59999E-01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00-1.08333E-02 8 2.49599E+00 0.00000E+00 0.00000E+00 0.00000E+00-7.32331E-02 5.30832E-01 9 2.59999E-01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00-1.08333E-02 10 2.49599E+00 0.00000E+00 0.00000E+00 0.00000E+00-7.32331E-02 5.30832E-01 11 2.59999E-01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00-1.08333E-02 12 6.29608E+00-3.98629E-08 0.00000E+00 0.00000E+00-3.20745E-01 1.63919E+00 13 5.52019E+00 0.00000E+00 0.00000E+00 0.00000E+00 2.10817E-09-8.40703E-08 14 5.52019E+00 0.00000E+00 0.00000E+00 0.00000E+00 2.44482E-09-4.46206E-08 15 8.83998E-01 0.00000E+00 0.00000E+00 0.00000E+00 6.62998E-02 0.00000E+00 16 8.83998E-01 0.00000E+00 0.00000E+00 0.00000E+00 6.62998E-02 0.00000E+00 17 8.83998E-01 0.00000E+00 0.00000E+00 0.00000E+00 6.62998E-02 0.00000E+00 18 8.83998E-01 0.00000E+00 0.00000E+00 0.00000E+00-6.62998E-02 0.00000E+00 19 8.83998E-01 0.00000E+00 0.00000E+00 0.00000E+00-6.62998E-02 0.00000E+00 20 8.83998E-01 0.00000E+00 0.00000E+00 0.00000E+00-6.62998E-02 0.00000E+00 21 4.41999E+00 0.00000E+00 0.00000E+00 0.00000E+00 9.74997E-02-4.29200E-08 22 7.27998E+00-1.89386E-08 0.00000E+00 0.00000E+00 0.00000E+00-3.43360E-07 23 4.41999E+00 0.00000E+00 0.00000E+00 0.00000E+00 9.74997E-02-4.29200E-08 24 4.41999E+00 0.00000E+00 0.00000E+00 0.00000E+00-9.74997E-02-8.58400E-08 25 7.27998E+00-1.89386E-08 0.00000E+00 0.00000E+00 0.00000E+00-3.43360E-07 26 4.41999E+00 0.00000E+00 0.00000E+00 0.00000E+00-9.74997E-02-4.29200E-08 27 5.62009E+00 0.00000E+00 0.00000E+00 0.00000E+00 6.37511E-01-1.09753E+00 28 2.07999E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00-5.19999E-01 29 5.45999E+00 4.38344E-08 0.00000E+00 0.00000E+00 3.89999E-01-1.05083E+00 30 7.44008E+00 4.38344E-08 0.00000E+00 0.00000E+00-6.37511E-01-1.62836E+00 31 3.63999E+00 0.00000E+00 0.00000E+00 0.00000E+00-3.89999E-01-5.19999E-01 32 2.07999E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00-5.19999E-01 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 3
LOADTYPE WIND TITLE WIND LOAD X+
CENTER OF FORCE BASED ON X FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.150000001E+01
Y = 0.199606230E+01 Z = 0.749999997E+00
***TOTAL APPLIED LOAD ( KG METE ) SUMMARY (LOADING 3 ) SUMMATION FORCE-X = 99.04
SUMMATION FORCE-Y = -0.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 0.00 MY= 74.28 MZ= -197.69
***TOTAL REACTION LOAD( KG METE ) SUMMARY (LOADING 3 ) SUMMATION FORCE-X = -99.04
SUMMATION FORCE-Y = 0.00
MAXIMUMS AT NODE X = 2.34575E-02 13 Y = -6.03701E-04 16 Z = 9.20381E-04 12 RX= 4.55600E-06 9 RY= -1.10782E-04 24 RZ= -5.85594E-04 7
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KG METE )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1 1 0.26 0.00 0.00 0.00 0.00 -0.01
23.99 52.43 0.03 -0.00 0.00 0.01 111000 3 0.26 0.00 0.00 0.00 0.00 -0.01
20.74 -38.09 -0.10 0.00 0.00 0.01 111000 5 0.26 0.00 0.00 0.00 0.00 -0.01
4.22 -14.33 -0.07 0.00 0.00 0.01 111000 7 0.26 0.00 0.00 0.00 0.00 -0.01
25.24 51.68 0.08 -0.00 0.00 0.01 111000 9 0.26 0.00 0.00 0.00 0.00 -0.01
20.60 -38.33 0.09 0.00 -0.00 0.01 111000 11 0.26 0.00 0.00 0.00 0.00 -0.01
2.70 -13.35 -0.02 -0.00 0.00 0.01 111000 FOR LOADING - 4
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 1-2.59999E-01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 1.08333E-02 2-4.47609E+00 0.00000E+00 0.00000E+00 0.00000E+00-3.20745E-01-1.10836E+00 3-2.59999E-01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 1.08333E-02 4-2.49599E+00 0.00000E+00 0.00000E+00 0.00000E+00-7.32331E-02-5.30832E-01 5-2.59999E-01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 1.08333E-02 6-4.31599E+00 3.98629E-08 0.00000E+00 0.00000E+00-7.32331E-02-1.06166E+00 7-2.59999E-01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 1.08333E-02 8-2.49599E+00 0.00000E+00 0.00000E+00 0.00000E+00 7.32331E-02-5.30832E-01 9-2.59999E-01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 1.08333E-02 10-2.49599E+00 0.00000E+00 0.00000E+00 0.00000E+00 7.32331E-02-5.30832E-01 11-2.59999E-01 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 1.08333E-02 12-6.29608E+00 3.98629E-08 0.00000E+00 0.00000E+00 3.20745E-01-1.63919E+00 13-5.52019E+00 0.00000E+00 0.00000E+00 0.00000E+00-2.10817E-09 8.40703E-08 14-5.52019E+00 0.00000E+00 0.00000E+00 0.00000E+00-2.44482E-09 4.46206E-08 15-8.83998E-01 0.00000E+00 0.00000E+00 0.00000E+00-6.62998E-02 0.00000E+00 APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 16-8.83998E-01 0.00000E+00 0.00000E+00 0.00000E+00-6.62998E-02 0.00000E+00 17-8.83998E-01 0.00000E+00 0.00000E+00 0.00000E+00-6.62998E-02 0.00000E+00 18-8.83998E-01 0.00000E+00 0.00000E+00 0.00000E+00 6.62998E-02 0.00000E+00 19-8.83998E-01 0.00000E+00 0.00000E+00 0.00000E+00 6.62998E-02 0.00000E+00 20-8.83998E-01 0.00000E+00 0.00000E+00 0.00000E+00 6.62998E-02 0.00000E+00 21-4.41999E+00 0.00000E+00 0.00000E+00 0.00000E+00-9.74997E-02 4.29200E-08
29-5.45999E+00-4.38344E-08 0.00000E+00 0.00000E+00-3.89999E-01 1.05083E+00 30-7.44008E+00-4.38344E-08 0.00000E+00 0.00000E+00 6.37511E-01 1.62836E+00 31-3.63999E+00 0.00000E+00 0.00000E+00 0.00000E+00 3.89999E-01 5.19999E-01 32-2.07999E+00 0.00000E+00 0.00000E+00 0.00000E+00 0.00000E+00 5.19999E-01 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 4
LOADTYPE WIND TITLE WIND LOAD X -
CENTER OF FORCE BASED ON X FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.150000001E+01
Y = 0.199606230E+01 Z = 0.749999997E+00
***TOTAL APPLIED LOAD ( KG METE ) SUMMARY (LOADING 4 ) SUMMATION FORCE-X = -99.04
SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -0.00 MY= -74.28 MZ= 197.69
***TOTAL REACTION LOAD( KG METE ) SUMMARY (LOADING 4 ) SUMMATION FORCE-X = 99.04
SUMMATION FORCE-Y = -0.00 SUMMATION FORCE-Z = 0.00 SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 0.00 MY= 74.28 MZ= -197.69
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 4) MAXIMUMS AT NODE
X = -2.34575E-02 13 Y = 6.03701E-04 16 Z = -9.20381E-04 12 RX= -4.55600E-06 9 RY= 1.10782E-04 24 RZ= 5.85594E-04 7
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KG METE )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1 1 -0.26 0.00 0.00 0.00 0.00 0.01
-23.99 -52.43 -0.03 0.00 0.00 -0.01 111000 3 -0.26 0.00 0.00 0.00 0.00 0.01
-20.74 38.09 0.10 -0.00 -0.00 -0.01 111000 5 -0.26 0.00 0.00 0.00 0.00 0.01
-4.22 14.33 0.07 -0.00 0.00 -0.01 111000
-2.70 13.35 0.02 0.00 0.00 -0.01 111000 FOR LOADING - 5
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 1 0.00000E+00 0.00000E+00 2.59999E-01 1.08333E-02 0.00000E+00 0.00000E+00 2 0.00000E+00 7.41331E-10 5.19999E+00-1.06166E+00-3.89999E-01 0.00000E+00 3 0.00000E+00 0.00000E+00 2.59999E-01 1.08333E-02 0.00000E+00 0.00000E+00 4 0.00000E+00 0.00000E+00 4.93999E+00-5.30832E-01-4.29200E-08 0.00000E+00 5 0.00000E+00 0.00000E+00 2.59999E-01 1.08333E-02 0.00000E+00 0.00000E+00 6 0.00000E+00 0.00000E+00 5.77707E+00-1.22998E+00 9.89268E-01 0.00000E+00 7 0.00000E+00 0.00000E+00 2.59999E-01 1.08333E-02 0.00000E+00 0.00000E+00 8 0.00000E+00 0.00000E+00 3.37999E+00-5.30832E-01-3.89999E-01 0.00000E+00 9 0.00000E+00 0.00000E+00 2.59999E-01 1.08333E-02 0.00000E+00 0.00000E+00 10 0.00000E+00 0.00000E+00 4.93999E+00-5.30832E-01-4.29200E-08 0.00000E+00 11 0.00000E+00 0.00000E+00 2.59999E-01 1.08333E-02 0.00000E+00 0.00000E+00 12 0.00000E+00 8.24625E-08 7.59706E+00-1.76081E+00 9.89268E-01 0.00000E+00 13 0.00000E+00-8.50208E-08 3.63999E+00 4.29200E-08 0.00000E+00 0.00000E+00 14 0.00000E+00 1.81700E-09 3.63999E+00 0.00000E+00 0.00000E+00 0.00000E+00 15 0.00000E+00 0.00000E+00 7.79998E-01 0.00000E+00-9.74997E-02 0.00000E+00 16 0.00000E+00 0.00000E+00 2.33999E+00 0.00000E+00-2.92499E-01 0.00000E+00 17 0.00000E+00 0.00000E+00 1.56000E+00 0.00000E+00 3.89999E-01 0.00000E+00 18 0.00000E+00 0.00000E+00 7.79998E-01 0.00000E+00-9.74997E-02 0.00000E+00 19 0.00000E+00 0.00000E+00 2.33999E+00 0.00000E+00-2.92499E-01 0.00000E+00 20 0.00000E+00 0.00000E+00 1.56000E+00 0.00000E+00 3.89999E-01 0.00000E+00 21 0.00000E+00 0.00000E+00 5.19999E+00 4.29200E-08 3.89999E-01 0.00000E+00 22 0.00000E+00 0.00000E+00 1.15541E+01 3.87431E-07-2.71855E-07 0.00000E+00 23 0.00000E+00 0.00000E+00 5.19999E+00 4.29200E-08-3.89999E-01 0.00000E+00 24 0.00000E+00 0.00000E+00 5.19999E+00 8.58400E-08-3.89999E-01 0.00000E+00 APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 25 0.00000E+00 0.00000E+00 1.15541E+01 3.87431E-07-2.71855E-07 0.00000E+00 26 0.00000E+00 0.00000E+00 5.19999E+00 4.29200E-08 3.89999E-01 0.00000E+00 27 0.00000E+00 2.55833E-09 3.89999E+00 1.05083E+00 0.00000E+00 0.00000E+00 28 0.00000E+00 0.00000E+00 3.63999E+00 5.19999E-01 3.89999E-01 0.00000E+00 29 0.00000E+00 0.00000E+00 6.03707E+00 1.21915E+00-9.89268E-01 0.00000E+00 30 0.00000E+00-2.55833E-09 7.85706E+00 1.74998E+00-9.89268E-01 0.00000E+00 31 0.00000E+00 0.00000E+00 2.07999E+00 5.19999E-01 0.00000E+00 0.00000E+00 32 0.00000E+00 0.00000E+00 3.63999E+00 5.19999E-01 3.89999E-01 0.00000E+00 33 0.00000E+00 0.00000E+00 1.56000E+00 0.00000E+00-1.07300E-08 0.00000E+00 34 0.00000E+00 0.00000E+00 1.56000E+00 0.00000E+00-1.07300E-08 0.00000E+00 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 5
LOADTYPE WIND TITLE WIND LOAD Z+
CENTER OF FORCE BASED ON Z FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.146232388E+01
Y = 0.221663767E+01 Z = 0.749999998E+00
***TOTAL APPLIED LOAD ( KG METE ) SUMMARY (LOADING 5 ) SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = 124.22 SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 275.34 MY= -181.64 MZ= 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -275.34 MY= 181.64 MZ= -0.00
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 5) MAXIMUMS AT NODE
X = 2.62515E-03 12 Y = 2.82107E-02 13 Z = 1.33207E-01 22 RX= 1.13175E-03 3 RY= -3.13283E-04 33 RZ= 1.53196E-05 7
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KG METE )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1 1 0.00 0.00 0.26 0.01 0.00 0.00
0.59 87.61 26.50 -0.01 -0.00 -0.00 111000 3 0.00 0.00 0.26 0.01 0.00 0.00
0.42 -2.91 4.41 -0.01 0.00 0.00 111000 5 0.00 0.00 0.26 0.01 0.00 0.00
-0.14 98.86 29.90 -0.01 -0.00 0.00 111000 7 0.00 0.00 0.26 0.01 0.00 0.00
-0.52 -87.47 32.42 -0.01 0.00 0.00 111000 9 0.00 0.00 0.26 0.01 0.00 0.00
-0.47 2.63 4.38 -0.01 0.00 0.00 111000 11 0.00 0.00 0.26 0.01 0.00 0.00
0.13 -98.72 25.03 -0.01 0.00 -0.00 111000 FOR LOADING - 6
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 1 0.00000E+00 0.00000E+00-2.59999E-01-1.08333E-02 0.00000E+00 0.00000E+00 2 0.00000E+00-7.41331E-10-5.19999E+00 1.06166E+00 3.89999E-01 0.00000E+00 3 0.00000E+00 0.00000E+00-2.59999E-01-1.08333E-02 0.00000E+00 0.00000E+00 4 0.00000E+00 0.00000E+00-4.93999E+00 5.30832E-01 4.29200E-08 0.00000E+00 5 0.00000E+00 0.00000E+00-2.59999E-01-1.08333E-02 0.00000E+00 0.00000E+00 6 0.00000E+00 0.00000E+00-5.77707E+00 1.22998E+00-9.89268E-01 0.00000E+00 7 0.00000E+00 0.00000E+00-2.59999E-01-1.08333E-02 0.00000E+00 0.00000E+00 8 0.00000E+00 0.00000E+00-3.37999E+00 5.30832E-01 3.89999E-01 0.00000E+00 9 0.00000E+00 0.00000E+00-2.59999E-01-1.08333E-02 0.00000E+00 0.00000E+00 10 0.00000E+00 0.00000E+00-4.93999E+00 5.30832E-01 4.29200E-08 0.00000E+00 11 0.00000E+00 0.00000E+00-2.59999E-01-1.08333E-02 0.00000E+00 0.00000E+00 12 0.00000E+00-8.24625E-08-7.59706E+00 1.76081E+00-9.89268E-01 0.00000E+00 13 0.00000E+00 8.50208E-08-3.63999E+00-4.29200E-08 0.00000E+00 0.00000E+00 14 0.00000E+00-1.81700E-09-3.63999E+00 0.00000E+00 0.00000E+00 0.00000E+00 15 0.00000E+00 0.00000E+00-7.79998E-01 0.00000E+00 9.74997E-02 0.00000E+00 16 0.00000E+00 0.00000E+00-2.33999E+00 0.00000E+00 2.92499E-01 0.00000E+00 17 0.00000E+00 0.00000E+00-1.56000E+00 0.00000E+00-3.89999E-01 0.00000E+00 18 0.00000E+00 0.00000E+00-7.79998E-01 0.00000E+00 9.74997E-02 0.00000E+00
26 0.00000E+00 0.00000E+00-5.19999E+00-4.29200E-08-3.89999E-01 0.00000E+00 27 0.00000E+00-2.55833E-09-3.89999E+00-1.05083E+00 0.00000E+00 0.00000E+00 28 0.00000E+00 0.00000E+00-3.63999E+00-5.19999E-01-3.89999E-01 0.00000E+00 29 0.00000E+00 0.00000E+00-6.03707E+00-1.21915E+00 9.89268E-01 0.00000E+00 30 0.00000E+00 2.55833E-09-7.85706E+00-1.74998E+00 9.89268E-01 0.00000E+00 31 0.00000E+00 0.00000E+00-2.07999E+00-5.19999E-01 0.00000E+00 0.00000E+00 32 0.00000E+00 0.00000E+00-3.63999E+00-5.19999E-01-3.89999E-01 0.00000E+00 33 0.00000E+00 0.00000E+00-1.56000E+00 0.00000E+00 1.07300E-08 0.00000E+00 APPLIED JOINT EQUIVALENT LOADS
JOINT FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y MOM-Z 34 0.00000E+00 0.00000E+00-1.56000E+00 0.00000E+00 1.07300E-08 0.00000E+00 STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 6
LOADTYPE WIND TITLE WIND LOAD Z -
CENTER OF FORCE BASED ON Z FORCES ONLY (METE).
(FORCES IN NON-GLOBAL DIRECTIONS WILL INVALIDATE RESULTS) X = 0.146232388E+01
Y = 0.221663767E+01 Z = 0.749999998E+00
***TOTAL APPLIED LOAD ( KG METE ) SUMMARY (LOADING 6 ) SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = 0.00 SUMMATION FORCE-Z = -124.22 SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= -275.34 MY= 181.64 MZ= -0.00
***TOTAL REACTION LOAD( KG METE ) SUMMARY (LOADING 6 ) SUMMATION FORCE-X = 0.00
SUMMATION FORCE-Y = -0.00 SUMMATION FORCE-Z = 124.22 SUMMATION OF MOMENTS AROUND THE ORIGIN-
MX= 275.34 MY= -181.64 MZ= 0.00
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 6) MAXIMUMS AT NODE
X = -2.62515E-03 12 Y = -2.82107E-02 13 Z = -1.33207E-01 22 RX= -1.13175E-03 3 RY= 3.13283E-04 33 RZ= -1.53196E-05 7
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KG METE )-
JT EXT FX/ EXT FY/ EXT FZ/ EXT MX/ EXT MY/ EXT MZ/
INT FX INT FY INT FZ INT MX INT MY INT MZ
SUPPORT=1 1 0.00 0.00 -0.26 -0.01 0.00 0.00
-0.59 -87.61 -26.50 0.01 0.00 0.00 111000
7 0.00 0.00 -0.26 -0.01 0.00 0.00
0.52 87.47 -32.42 0.01 -0.00 -0.00 111000 9 0.00 0.00 -0.26 -0.01 0.00 0.00
0.47 -2.63 -4.38 0.01 -0.00 -0.00 111000 11 0.00 0.00 -0.26 -0.01 0.00 0.00
-0.13 98.72 -25.03 0.01 0.00 0.00 111000
LOAD COMBINATION NO. 7 GENERATED AISC GENERAL 1 LOADING- 1.
FACTOR - 1.00
LOAD COMBINATION NO. 8 GENERATED AISC GENERAL 2 LOADING- 1. 2.
FACTOR - 1.00 1.00 LOAD COMBINATION NO. 9 GENERATED AISC GENERAL 3 LOADING- 1. 2.
FACTOR - 1.00 0.75 LOAD COMBINATION NO. 10 GENERATED AISC GENERAL 4 LOADING- 1. 3.
FACTOR - 1.00 1.00 LOAD COMBINATION NO. 11 GENERATED AISC GENERAL 5 LOADING- 1. 4.
FACTOR - 1.00 1.00 LOAD COMBINATION NO. 12 GENERATED AISC GENERAL 6 LOADING- 1. 5.
FACTOR - 1.00 1.00 LOAD COMBINATION NO. 13 GENERATED AISC GENERAL 7 LOADING- 1. 6.
FACTOR - 1.00 1.00 LOAD COMBINATION NO. 14 GENERATED AISC GENERAL 8 LOADING- 1. 2. 3.
FACTOR - 1.00 0.75 0.75 LOAD COMBINATION NO. 15 GENERATED AISC GENERAL 9
LOADING- 1. 2. 5.
FACTOR - 1.00 0.75 0.75 LOAD COMBINATION NO. 17 GENERATED AISC GENERAL 11 LOADING- 1. 2. 6.
FACTOR - 1.00 0.75 0.75 LOAD COMBINATION NO. 18 GENERATED AISC GENERAL 12 LOADING- 1. 3.
FACTOR - 0.60 1.00 LOAD COMBINATION NO. 19 GENERATED AISC GENERAL 13 LOADING- 1. 4.
FACTOR - 0.60 1.00 LOAD COMBINATION NO. 20 GENERATED AISC GENERAL 14 LOADING- 1. 5.
FACTOR - 0.60 1.00 LOAD COMBINATION NO. 21 GENERATED AISC GENERAL 15 LOADING- 1. 6.
FACTOR - 0.60 1.00 LOAD COMBINATION NO. 22 GENERATED AISC GENERAL 16 LOADING- 1.
FACTOR - 0.60
************ END OF DATA FROM INTERNAL STORAGE ************
101. PARAMETER 1
102. CODE AISC UNIFIED 2010 103. FU 4.58872E+007 ALL 104. FYLD 4.02788E+007 ALL 105. CHECK CODE ALL
STAAD.PRO CODE CHECKING - (AISC-360-10-LRFD) v1.4a ********************************************
ALL UNITS ARE - KG METE (UNLESS OTHERWISE Noted)
MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/
FX MY MZ LOCATION
2 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.020 17 4.62 T 3.92 1.82 1.50 3 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.014 12 7.01 C -1.85 2.06 1.50 4 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.018 17 1.74 T 1.02 4.20 0.00 5 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.020 10 25.62 C 0.15 5.46 1.50 6 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.023 16 6.67 T -4.64 1.82 1.50 7 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.014 12 5.24 T -1.72 2.32 1.50 8 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.019 17 4.58 C 1.38 4.15 0.00 9 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.032 17 11.33 T 2.20 6.97 0.00 10 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.043 13 19.54 C 1.32 10.95 0.00 11 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.077 8 10.55 C -0.18 -21.64 0.65 12 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.105 8 7.95 C 0.25 -29.62 0.65 13 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.034 12 15.62 C 2.71 7.05 0.00 14 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.029 12 0.19 T -0.41 -7.81 0.75 15 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.036 12 24.17 C -0.17 9.90 1.50 16 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.030 13 0.43 T 0.50 -8.10 0.00
19 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.106 8 8.20 C -0.39 -29.81 0.00 20 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.031 13 18.88 T 2.83 5.81 0.65 21 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.079 8 10.67 C 0.12 -22.33 0.00 22 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.099 8 8.17 C 0.03 -28.23 0.08 23 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.019 13 14.03 T 1.09 -4.36 0.20 24 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.098 8 2.07 C -0.01 -27.88 0.75 25 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.026 17 1.71 T 1.68 5.65 0.00 26 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.098 8 0.46 C 0.01 -27.93 0.75 27 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.026 8 1.37 C 0.22 7.10 0.00 28 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.017 16 3.22 T -3.50 1.46 0.00 29 ST PIP483H (INDIAN SECTIONS)
PASS Sec. E1 0.015 17 110.71 C -0.08 0.44 1.75 30 ST PIP483H (INDIAN SECTIONS)
PASS Sec. E1 0.013 12 92.99 C -0.35 0.10 0.00 31 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.027 13 134.91 C 4.48 0.57 1.75 32 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.027 12 152.52 C -4.70 -0.18 1.75 33 ST PIP483H (INDIAN SECTIONS)
PASS Sec. E1 0.023 14 166.37 C 0.29 -0.86 0.00
197.35 C 9.33 -0.08 0.25 36 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.030 10 151.42 C -0.01 -7.51 0.25 37 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.027 10 146.33 C -0.13 -6.60 0.25 38 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.047 12 195.17 C -9.54 2.54 0.25 39 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.037 13 178.31 C 7.65 1.56 0.25 40 ST PIP483H (INDIAN SECTIONS)
PASS Sec. E1 0.023 14 170.22 C -0.17 -1.14 0.00 41 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.050 8 63.44 C 9.33 -3.63 0.00 42 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.057 8 93.73 C -12.45 2.12 0.00 43 ST PIP483H (INDIAN SECTIONS)
PASS Sec. E1 0.017 12 123.95 C 0.82 -1.00 1.75 44 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.028 16 30.52 C 5.73 -1.62 1.75 45 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.056 8 92.83 C 12.27 -1.91 1.75 46 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.037 8 0.00 T -3.16 -7.35 0.00 47 ST PIP483H (INDIAN SECTIONS)
PASS Sec. E1 0.020 12 124.68 C 0.40 1.54 1.90 48 ST PIP483H (INDIAN SECTIONS)
PASS Sec. E1 0.022 13 137.69 C 0.18 0.98 0.00 49 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.018 13 94.22 C -0.45 2.49 0.00 50 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.019 11 64.30 C -0.35 2.80 0.00 53 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.018 17 2.80 C 2.22 2.89 0.00 54 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.066 8 58.69 C -12.96 4.80 1.75 55 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.020 17 4.71 T 4.32 1.45 0.00 56 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.098 8 2.07 C -0.01 -27.88 0.00 57 ST PIP483H (INDIAN SECTIONS)
PASS Eq. H1-1b 0.098 8 0.46 C 0.01 -27.93 0.00 106. FINISH
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= FEB 22,2023 TIME= 8:55: 7 ****
************************************************************
* For technical assistance on STAAD.Pro, please visit * * http://selectservices.bentley.com/en-US/ * * * * Details about additional assistance from * * Bentley and Partners can be found at program menu * * Help->Technical Support * * * * Copyright (c) 1997-2015 Bentley Systems, Inc.
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APPENDIX B
REFFERENCES
