CALCULATION SHEET
OFFLOADING/TRANSPORT BEAM CHECK
Design Parameters
For steel materials
N
Yield strength of steel (E350) Fy 330 MPa 330
2
mm
N
Ultimate tensile strength of steel Fu 490 MPa 490
(E350) 2
mm
For bolt
N
Yield strength of bolt (10.9 grade) Fyb 900 MPa 900
2
mm
N
Ultimate tensile strength of bolt (10.9 grade) Fub 1000 MPa 1000
2
mm
5 N
Modulus of elasticity of steel Es 200000 MPa 2 10
2
mm
kgf t
Density of steel γst 7850 7.85
3 3
m m
Note:
Structural steel checks are based on IS 800:2007 - General Construction In Steel - Code
of Practice - Limit state method unless otherwise noted.
The software package STAAD-Pro. is used for analysis and design of beam.
Design loads
Load factor
The offloading/transport beam will be checked with the limit state design method according
to IS800:2007. The servicibility criteria will be used for checking the deflection capacity
and the strength criteria will be used to check the structural strength of the
offloading/transport beam.
The load factor are as follows:
Servicibility criteria LFserv 1.00
Strength criteria LFst 1.50
Lifted load (LL)
Cargo load is the load that will be carried by the offloading/transport beam. Following is
the break down of load on offloading/transport beam.
The loading on strand offloading/transport beam is as follows
Equipment weight Weq 250 t
10% contingency 10
Wtcont W 25 t
100 eq
PREPARED : DNS REVISION - 01
CHECKED : DNS PROJECT - STRUCTURAL CHECK OF FAGIOLI TOWER LIFT SYSEM
APPROVED : GL
CALCULATION SHEET
Contact length of cargo on Ls 2m
beam
Total load Wtot Weq Wtcont 275 t
Factored total load Wtotf LFst Wtot 412.5 t
UDL load Wtot t
Wtotudl 137.5
Ls m
Factored UDL load Wtotf t
Wtotudlf 206.25
Ls m
Section property
Profile Arrangment
Length of beam Lb 6000 mm
Depth of beam d1 330 mm
Flange thickness tf1 50 mm
Web thickness tw1 25 mm
Width of beam bf1 330 mm
Number of effective I section ni1 3
Clear distance between flange hw1 d1 2 tf1 230 mm
2
Cross sectional area A1 2 bf1 tf1 hw1 tw1 ni1 116250 mm
2
Shear area Av1 hw1 tw1 ni1 17250 mm
3 2 3
bf1 tf1 d1 tf1 tw1 hw1
Moment of inertia (X - X) Ixx1 ni1 2 bf1 tf1
12 2 2 12
PREPARED : DNS REVISION - 01
CHECKED : DNS PROJECT - STRUCTURAL CHECK OF FAGIOLI TOWER LIFT SYSEM
APPROVED : GL
CALCULATION SHEET
9 4
Ixx1 2.0371 10 mm
Ixx1 7 3
Elastic section modulus (X - X) Zex1 1.23 10 mm
d1
2
2
tw1 d1 2 tf1
Plastic section modulus (X - X)
Zpx1 ni1 bf1 tf1 d1 tf1
4
7 3
Zpx1 1.4852 10 mm
Length of beam L1 6000 mm
t
Unit weight of beam Wb1 A1 γst 0.91
m
Section classification
Outstanding element of bf1 tw1
compression flange
2
3.05
tf1
Check for flange bf1 tw1
2 250 MPa
Checkflange1 if 8.4
tf1 Fy
"Flange is palastic"
else
"Flange is compact"
Checkflange1 "Flange is palastic"
Web of a I section hw1
9.2
tw1
Check for flange d1
250 MPa
Checkweb1 if 84
tw1 Fy
"web is palastic"
else
"web is compact"
Checkweb1 "web is palastic"
As per above classification the section is plastic.
PREPARED : DNS REVISION - 01
CHECKED : DNS PROJECT - STRUCTURAL CHECK OF FAGIOLI TOWER LIFT SYSEM
APPROVED : GL
Z
Section element Rotation Mirror Material E (kN/mm^2)
angle
Sheet 330 x 50 Steel 205.0
Sheet 230 x 25 90.0 Steel 205.0
Sheet 330 x 50 Steel 205.0
Sheet 330 x 50 Steel 205.0
Sheet 330 x 50 Steel 205.0
Sheet 330 x 50 Steel 205.0
Sheet 330 x 50 Steel 205.0
Sheet 230 x 25 90.0 Steel 205.0
Sheet 230 x 25 90.0 Steel 205.0
The overall dimensions of the section are 990 x 330 mm
Basic geometry of the section
Parameter Value
A Cross sectional area 116250.0 mm2
Angle between Y-Z and U-V axes -90.0 deg
Iy Moment of inertia about axis parallel to Y 2037068750.0 4
passing through centroid
Iz Moment of inertia about axis parallel to Z 9339073437.5 4
passing through centroid
It Torsional moment of inertia (St. Venant) 77945156.25 mm4
iy Radius of gyration about axis parallel to Y 132.38 mm
passing through centroid
iz Radius of gyration about axis parallel to Z 283.44 mm
passing through centroid
Wu+ Elastic modulus about U-axis (+ve extreme) 18866815.03 mm3
Wu- Elastic modulus about U-axis (-ve extreme) 18866815.03 mm3
Wv+ Elastic modulus about V-axis (+ve extreme) 12345871.21 mm3
Wv- Elastic modulus about V-axis (-ve extreme) 12345871.21 mm3
Wpl,u Plastic modulus about axis parallel to U-axis 28332861.5 mm3
Wpl,v Plastic modulus about axis parallel to V-axis 14850552.5 mm3
Iu Moment of inertia about U-axis 9339073437.5 4
Iv Moment of inertia about V-axis 2037068750.0 4
iu Radius of gyration about U-axis 283.44 mm
iv Radius of gyration about V-axis 132.38 mm
CALCULATION SHEET
Loading in STAAD-Pro.
NOTE: The self weight is incresed by 20% in STAAD Pro. to take into account of weight of
stiffeners and welding.
Loading diagram
Factored Reactions
Factored Shear force diagram
Factored Bending moment diagram
PREPARED : DNS REVISION - 01
CHECKED : DNS PROJECT - STRUCTURAL CHECK OF FAGIOLI TOWER LIFT SYSEM
APPROVED : GL
CALCULATION SHEET
From STAAD Pro. Analysis.
Rmax1 2114.7 kN 215.64 t
Factored reaction
Factored shear force Vmax1 Rmax1 215.64 t
Factored bending moment Mmax1 5234.6 kN m 533.78 t m
Kindly refer Appendix - A for STAAD Pro. design output
PREPARED : DNS REVISION - 01
CHECKED : DNS PROJECT - STRUCTURAL CHECK OF FAGIOLI TOWER LIFT SYSEM
APPROVED : GL
CALCULATION SHEET
APPENDIX - A
PREPARED : DNS REVISION - 01
CHECKED : DNS PROJECT - STRUCTURAL CHECK OF FAGIOLI TOWER LIFT SYSEM
APPROVED : GL
26 May 2023 09:56
PAGE NO. 1
****************************************************
* *
* STAAD.Pro CONNECT Edition *
* Version 22.07.00.160 *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= MAY 26, 2023 *
* Time= 12:50:26 *
* *
* Licensed to: Fagioli India Pvt. Ltd. *
****************************************************
1. STAAD PLANE
INPUT FILE: F:\MEGALOAD ENGINEERING\BEAM DESIGN\STAAD PRO\OFFLOADINGTRANSPORT BEAM.STD
2. START JOB INFORMATION
3. ENGINEER DATE 26MAY23
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES
8. 1 0 0 0; 2 6.00001 0 0
9. MEMBER INCIDENCES
10. 1 1 2
11. START USER TABLE
12. TABLE 1 TB.UPT
13. TABLE 2 TB1.UPT
14. END
15. DEFINE MATERIAL START
16. ISOTROPIC STEEL
17. E 1.99947E+08
18. POISSON 0.3
19. DENSITY 76.8191
20. ALPHA 6.5E06
21. DAMP 0.03
22. G 7.7221E+07
23. TYPE STEEL
24. STRENGTH RY 1.5 RT 1.2
25. END DEFINE MATERIAL
26. MEMBER PROPERTY
27. 1 UPTABLE 1 TB
28. CONSTANTS
29. MATERIAL STEEL ALL
30. SUPPORTS
31. 1 2 PINNED
32. LOAD 1 LOADTYPE DEAD TITLE SELF WT.
33. SELFWEIGHT Y 1.3
34. LOAD 2 LOADTYPE DEAD TITLE CARGO WT.
35. MEMBER LOAD
36. 1 UNI GY 1375 2 4
37. LOAD COMB 3 SELF WT.+CARGO WT.
38. 1 1.0 2 1.0
F:\MEGALOAD ENGINEERING\BEAM DESIGN\STAAD PRO\OFFLOADINGTRANSPORT BEAM.anl Page 1 of 8
26 May 2023 09:56
STAAD PLANE PAGE NO. 2
39. LOAD COMB 4 1.5*(SELF WT.+CARGO WT.)
40. 1 1.5 2 1.5
41. PERFORM ANALYSIS PRINT ALL
P R O B L E M S T A T I S T I C S
NUMBER OF JOINTS 2 NUMBER OF MEMBERS 1
NUMBER OF PLATES 0 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 2
Using 64bit analysis engine.
SOLVER USED IS THE INCORE ADVANCED MATH SOLVER
TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 2
TOTAL LOAD COMBINATION CASES = 2 SO FAR.
F:\MEGALOAD ENGINEERING\BEAM DESIGN\STAAD PRO\OFFLOADINGTRANSPORT BEAM.anl Page 2 of 8
26 May 2023 09:56
STAAD PLANE PAGE NO. 3
LOADING 1 LOADTYPE DEAD TITLE SELF WT.
SELFWEIGHT Y 1.300
ACTUAL WEIGHT OF THE STRUCTURE = 53.581 KN
LOADING 2 LOADTYPE DEAD TITLE CARGO WT.
MEMBER LOAD UNIT KN METE
MEMBER UDL L1 L2 CON L LIN1 LIN2
1 1375.0000 GY 2.00 4.00
FOR LOADING 1
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCEX FORCEY FORCEZ MOMX MOMY MOMZ
1 0.00000E+003.48279E+01 0.00000E+00 0.00000E+00 0.00000E+003.48280E+01
2 0.00000E+003.48279E+01 0.00000E+00 0.00000E+00 0.00000E+00 3.48280E+01
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 1
LOADTYPE DEAD TITLE SELF WT.
CENTER OF FORCE BASED ON Y FORCES ONLY (METE).
(FORCES IN NONGLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.300000503E+01
Y = 0.000000000E+00
Z = 0.000000000E+00
TOTAL APPLIED LOAD 1
***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 1 )
SUMMATION FORCEX = 0.00
SUMMATION FORCEY = 69.66
SUMMATION FORCEZ = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN
MX= 0.00 MY= 0.00 MZ= 208.97
TOTAL REACTION LOAD 1
***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 1 )
SUMMATION FORCEX = 0.00
SUMMATION FORCEY = 69.66
SUMMATION FORCEZ = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN
MX= 0.00 MY= 0.00 MZ= 208.97
F:\MEGALOAD ENGINEERING\BEAM DESIGN\STAAD PRO\OFFLOADINGTRANSPORT BEAM.anl Page 3 of 8
26 May 2023 09:56
STAAD PLANE PAGE NO. 4
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 1)
MAXIMUMS AT NODE
X = 0.00000E+00 0
Y = 0.00000E+00 0
Z = 0.00000E+00 0
RX= 0.00000E+00 0
RY= 0.00000E+00 0
RZ= 5.59541E05 1
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN 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 34.83 0.00 0.00 0.00 34.83
0.00 0.00 0.00 0.00 0.00 34.83 111110
2 0.00 34.83 0.00 0.00 0.00 34.83
0.00 0.00 0.00 0.00 0.00 34.83 111110
FOR LOADING 2
APPLIED JOINT EQUIVALENT LOADS
JOINT FORCEX FORCEY FORCEZ MOMX MOMY MOMZ
1 0.00000E+001.37500E+03 0.00000E+00 0.00000E+00 0.00000E+001.98612E+03
2 0.00000E+001.37500E+03 0.00000E+00 0.00000E+00 0.00000E+00 1.98611E+03
STATIC LOAD/REACTION/EQUILIBRIUM SUMMARY FOR CASE NO. 2
LOADTYPE DEAD TITLE CARGO WT.
CENTER OF FORCE BASED ON Y FORCES ONLY (METE).
(FORCES IN NONGLOBAL DIRECTIONS WILL INVALIDATE RESULTS)
X = 0.300000016E+01
Y = 0.000000000E+00
Z = 0.000000000E+00
TOTAL APPLIED LOAD 2
***TOTAL APPLIED LOAD ( KN METE ) SUMMARY (LOADING 2 )
SUMMATION FORCEX = 0.00
SUMMATION FORCEY = 2750.00
SUMMATION FORCEZ = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN
MX= 0.00 MY= 0.00 MZ= 8250.00
TOTAL REACTION LOAD 2
***TOTAL REACTION LOAD( KN METE ) SUMMARY (LOADING 2 )
SUMMATION FORCEX = 0.00
SUMMATION FORCEY = 2750.00
SUMMATION FORCEZ = 0.00
SUMMATION OF MOMENTS AROUND THE ORIGIN
MX= 0.00 MY= 0.00 MZ= 8250.00
F:\MEGALOAD ENGINEERING\BEAM DESIGN\STAAD PRO\OFFLOADINGTRANSPORT BEAM.anl Page 4 of 8
26 May 2023 09:56
STAAD PLANE PAGE NO. 5
MAXIMUM DISPLACEMENTS ( CM /RADIANS) (LOADING 2)
MAXIMUMS AT NODE
X = 0.00000E+00 0
Y = 0.00000E+00 0
Z = 0.00000E+00 0
RX= 0.00000E+00 0
RY= 0.00000E+00 0
RZ= 3.19086E03 1
EXTERNAL AND INTERNAL JOINT LOAD SUMMARY ( KN 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 1375.00 0.00 0.00 0.00 1986.12
0.00 0.00 0.00 0.00 0.00 1986.12 111110
2 0.00 1375.00 0.00 0.00 0.00 1986.11
0.00 0.00 0.00 0.00 0.00 1986.11 111110
LOAD COMBINATION NO. 3
SELF WT.+CARGO WT.
LOADING 1. 2.
FACTOR 1.00 1.00
LOAD COMBINATION NO. 4
1.5*(SELF WT.+CARGO WT.)
LOADING 1. 2.
FACTOR 1.50 1.50
************ END OF DATA FROM INTERNAL STORAGE ************
42. PARAMETER 1
43. CODE IS800 LSD
44. BEAM 1 ALL
45. CAN 2 ALL
46. FU 490000 ALL
47. FYLD 330000 ALL
48. MAIN 250 ALL
49. RATIO 1 ALL
50. TRACK 2 ALL
51. CHECK CODE ALL
STEEL DESIGN
F:\MEGALOAD ENGINEERING\BEAM DESIGN\STAAD PRO\OFFLOADINGTRANSPORT BEAM.anl Page 5 of 8
26 May 2023 09:56
STAAD PLANE PAGE NO. 6
STAAD.PRO CODE CHECKING IS8002007LSD (V2.2)
****************************************************
||
| Member Number: 1 |
| Member Section: ST TB (UPT) |
| Status: PASS Ratio: 0.674 Critical Load Case: 4 Location: 3.00 |
| Critical Condition: Sec. 8.2.2 |
| Critical Design Forces: (Unit: KN METE) |
| FX: 0.000E+00 T FY: 7.127E03 FZ: 0.000E+00 |
| MX: 0.000E+00 MY: 0.000E+00 MZ: 5.235E+03 |
||
| Section Properties: (Unit: CM ) |
| AXX: 1.162E+03 IZZ: 933.907E+03 RZZ: 28.344E+00|
| AYY: 581.249E+00 IYY: 203.707E+03 RYY: 13.238E+00|
| AZZ: 1.162E+03 IXX: 7.795E+03 CW: 3.069E+06|
| ZEZ: 18.867E+03 ZPZ: 28.333E+03 |
| ZEY: 12.346E+03 ZPY: 14.851E+03 |
||
| Slenderness Check: (Unit: KN METE) |
| Actual Length: 6.000E+00 |
| Parameters: LZ: 6.000E+00 LY: 6.000E+00 |
| KZ: 1.000 KY: 1.000 |
| Actual Ratio: 45.33 Allowable Ratio: 400.00 LOAD: 1 |
||
| Section Class: Compact; Flange Class: Compact; Web Class: Plastic|
||
F:\MEGALOAD ENGINEERING\BEAM DESIGN\STAAD PRO\OFFLOADINGTRANSPORT BEAM.anl Page 6 of 8
26 May 2023 09:56
STAAD PLANE PAGE NO. 7
STAAD.PRO CODE CHECKING IS8002007LSD (V2.2)
****************************************************
||
| Member Number: 1 |
| Member Section: ST TB (UPT) |
||
| Tension: (Unit: KN METE) |
| Parameters: FYLD: 330.000E+03 FU: 490.000E+03 |
| NSF: 1.000 ALPHA: 0.800 |
| Yielding : Design Force: 0.000E+00 LC: 0 |
| Capacity: 34.875E+03 As per: Sec. 6.2 |
| Rupture : Design Force: 0.000E+00 LC: 0 |
| Capacity: 36.456E+03 As per: Sec. 6.3 |
||
| Compression: (Unit: KN METE) |
| Buckling Class: Major: b Minor: c As per:Cl. 7.1.2.2 |
| Major Axis: Design Force: 0.000E+00 LC: 0 Loc: 0.000 |
| Capacity: 33.957E+03 As per: Sec. 7.1.2 |
| Minor Axis: Design Force: 0.000E+00 LC: 0 Loc: 0.000 |
| Capacity: 27.676E+03 As per: Sec. 7.1.2 |
||
| Shear: (Unit: KN ) |
| Major Axis: Design Force: 0.000E+00 LC: 0 Loc: 0.000 |
| Capacity: 20.135E+03 As per: Sec. 8.4 |
| Minor Axis: Design Force: 2.115E+03 LC: 4 Loc: 0.000 |
| Capacity: 10.068E+03 As per: Sec. 8.4 |
||
| Bending: (Unit: KN METE) |
| Parameters: Laterally Unsupported KX: 1.00 LX: 6.000E+00 Simp Suppr |
| Major Axis: Design Force: 5.235E+03 LC: 4 Loc: 3.000 |
| Capacity: 7.766E+03 As per: Sec. 8.2.2 |
| Minor Axis: Design Force: 0.000E+00 LC: 0 Loc: 0.000 |
| Capacity: 4.445E+03 As per: Sec. 8.2.1.2 |
||
| Combined Interaction: |
| Parameters: PSI: 1.00 CMX: 0.900 CMY: 0.900 CMZ: 0.900 |
| Section Strength: Ratio: 0.454 As per: Sec. 9.3.1.1 |
| LC: 4 Loc: 3.000 |
||
| Checks Ratio Load Case No. Location from Start( METE) |
| |
| Tension 0.000 0 0.000E+00 |
| Compression 0.000 0 0.000E+00 |
| Shear Major 0.000 0 0.000E+00 |
| Shear Minor 0.210 4 0.000E+00 |
| Bend Major 0.674 4 3.000E+00 |
| Bend Minor 0.000 0 0.000E+00 |
| Sec. 9.3.1.1 0.454 4 3.000E+00 |
||
52. FINISH
F:\MEGALOAD ENGINEERING\BEAM DESIGN\STAAD PRO\OFFLOADINGTRANSPORT BEAM.anl Page 7 of 8
26 May 2023 09:56
STAAD PLANE PAGE NO. 8
*********** END OF THE STAAD.Pro RUN ***********
**** DATE= MAY 26,2023 TIME= 12:50:26 ****
************************************************************
* 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 *
* *
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F:\MEGALOAD ENGINEERING\BEAM DESIGN\STAAD PRO\OFFLOADINGTRANSPORT BEAM.anl Page 8 of 8
CALCULATION SHEET
Deflection Check
Deflection is servicibility criteria and will be checked for unfactored load
Δc1 6.36 mm
Calulated deflection
Lb
Allowable deflection Δa1 20 mm
300
Check for deflection checkjsbΔ if Δc1 Δa1
"Beam is OK for deflection"
else
"Beam is NOT OK for deflection"
checkjsbΔ "Beam is OK for deflection"
PREPARED : DNS REVISION - 01
CHECKED : DNS PROJECT - STRUCTURAL CHECK OF FAGIOLI TOWER LIFT SYSEM
APPROVED : GL
