KR AUTO TOTEM - Palladam

STRUCTURAL DESIGN CALCULATIONS FOR TOTEM

A 23/04/2025 OOB TSK ASR Issued for Construction

REV. DATE ORIGINATOR REVIEWED APPROVED DESCRIPTION

STRUCTURAL DESIGN : CONTRACTOR::

A.S Engineering Services SV SIGNS & CLADS
Reg. Strctural Engineer Grade-1 9, Nehru Street,
117,1st Floor,V.J Complex, Sanjeevi Nagar,
Gandhi Market, Trichy - 620 002
Trichy – 620008 Ph: 94875 33399
Cell -63813 57178 E-mail: info@svsigns.in
Email : ascivilstructure@gmail.com

Revision :A
Document No. : P325-CV-SD-CAL-001
Date : 23-APR-2025
Page : 1 of 26
STRUCTURAL DESIGN CALCULATIONS FOR TOTEM - KR AUTO, Palladam

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Sr. Rev. Issue Date of

Description of revision
No. No. No. issue
1 A 1 23-APR-2025 Issued for Construction
STRUCTURAL DESIGN CALCULATIONS FOR TOTEM - KR AUTO, Palladam

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TABLE OF CONTENTS

1. INTRODUCTION .................................................................................................................................... 4
2. PURPOSE .............................................................................................................................................. 4
3. INTERNATIONAL CODES & STANDARDS ............................................................................................... 4
4. DESIGN PHILOSOPHY ........................................................................................................................... 4
5. MATERIAL PROPERTIES ........................................................................................................................ 4
6. STRUCTURE GEOMETRY – STAAD 3D MODEL: ..................................................................................... 5
7. DIMENSIONS ........................................................................................................................................ 6
8. NODE NUMBER .................................................................................................................................... 7
9. MEMBER NUMBER............................................................................................................................... 7
10. MEMBER PROPERTY ............................................................................................................................ 8
11. PRIMARY LOAD CASES ......................................................................................................................... 9
12.1 DEAD LOAD (DL) ................................................................................................................................... 9
12.2 LIVE LOAD (LR) ................................................................................................................................... 10
12.3 WIND LOAD (WL) ............................................................................................................................... 11
12. LOAD COMBINATION ......................................................................................................................... 14
13. UTILITY RATIO. ................................................................................................................................... 15
14. DEFLECTION ....................................................................................................................................... 16
15. CONCLUSION ...................................................................................................................................... 16
16. SUPPORT REACTIONS ......................................................................................................................... 17
17. STAAD INPUT ..................................................................................................................................... 17
18. STAAD OUTPUT .................................................................................................................................. 19
19. DRAWINGS ......................................................................................................................................... 26
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1. INTRODUCTION

This document presents the structural design calculations for Totem Signage Board located
at Palladam. The Strcture primary purpose is to carry the Signage panel weights. The
calculations encompass the structural integrity and stability of the Totem tower, ensuring it
can safely and efficiently accommodate the Signage Board panel weights.

2. PURPOSE
The purpose of this document is to analysis and design of Totem Signage Board structure.

3. INTERNATIONAL CODES & STANDARDS

IS800 :2007 General Construction In Steel - Code Of Practice

Code of Practice for Design Loads (Other Than Earthquake) for Buildings
IS875 : Part -3
and Structures

4. DESIGN PHILOSOPHY
While analysis and design of Truss structure Geometry is modelled in the STAAD V8i
with Fixed support condition. The structure is analysed and designed using STAAD v8i as
per WSD for the primary load cases (as mentioned in clause No: 13).

5. MATERIAL PROPERTIES

Structural steel;
Grade of Structural steel = 250 N/mm2
Grade of Structural plate = 350 N/mm2
Bolts:
Grade of Anchor Bolt = 4.6
Grade of Connection Bolt = 8.8
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6. STRUCTURE GEOMETRY – STAAD 3D MODEL:

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7. DIMENSIONS
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8. NODE NUMBER

9. MEMBER NUMBER
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10. MEMBER PROPERTY

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11. PRIMARY LOAD CASES

Primary Load Case

S.NO Load Case No
Description
1 1 Dead Load (DL)
2 2 Live Load (LR)
3 3 Wind Load In +X Direction
4 4 Wind Load In +Z Direction

12.1 DEAD LOAD (DL)

A self-weight Load of 1.15 is applied to take of the structure’s self-weight and Fixtures.

The dead load on the structure includes all the permanent loads such as those of the
structural components supported over the structure.

Dead Load Due to Roof Sheets +Solar Panel Weight

Weight of Roof Sheet w1 = 0.1 kN/m

Arrow Weight (100kg) w2 = 1 kN

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DEAD LOAD (DL)

12.2 LIVE LOAD (LR)

Live Load W3 = 1 kN
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LIVE LOAD (LR)

12.3 WIND LOAD (WL)

The wind load is calculated in accordance with IS 875 Part-3. The design wind loads shall
be calculated based on a basic wind speed of 38 m/sec (180 kmph).
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WIND LOAD +X
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WIND LOAD +Z

12. LOAD COMBINATION

*+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++*
* ----- LOAD COMBINATION FOR STEEL DESIGN ----- *
*+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++*

LOAD COMB 5 COMBINATION LOAD CASE 5

1 1.5 2 1.5
LOAD COMB 6 COMBINATION LOAD CASE 6
1 1.5 3 1.5
LOAD COMB 7 COMBINATION LOAD CASE 7
1 1.5 4 1.5
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LOAD COMB 8 COMBINATION LOAD CASE 8

1 1.2 2 1.2
LOAD COMB 9 COMBINATION LOAD CASE 9
1 1.2 3 1.2
LOAD COMB 10 COMBINATION LOAD CASE 10
1 1.2 4 1.2
LOAD COMB 11 COMBINATION LOAD CASE 11
1 1.2 2 1.2 4 1.2
LOAD COMB 12 COMBINATION LOAD CASE 12
1 1.2 3 1.2 4 1.2
LOAD COMB 13 COMBINATION LOAD CASE 13
1 1.0 2 1.0 4 1.0
LOAD COMB 14 COMBINATION LOAD CASE 14
1 1.0 3 1.0 4 1.0
LOAD COMB 15 COMBINATION LOAD CASE 15
1 1.0 4 1.0

13. UTILITY RATIO.

Actual ratio / Allowable ratio < 1.0. Hence safe.

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14. DEFLECTION

Max. Horizontal Deflection,

Actual Horizontal deflection = 6000 mm

Allowable deflection = Span/240

= 6000/240

= 25mm

Hence, Actual Vertical Deflection < Allowable Deflection, Design is safe.

15. CONCLUSION

From the analysis the stress interaction ratios are less than 1.0 hence structure Package
is safe and design is acceptable for all load combinations and design condition as per the
codes and standards.
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16. SUPPORT REACTIONS

17. STAAD INPUT

STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 22-Apr-25
END JOB INFORMATION
INPUT WIDTH 79
UNIT METER KN
JOINT COORDINATES
1 0 0 0; 2 0 6 0; 3 0 0.45 0; 4 1 0.45 0; 5 1.6 6.5 0; 6 1.5 5.49167 0;
7 1.4 4.48333 0; 8 1.3 3.475 0; 9 1.2 2.46667 0; 10 1.1 1.45833 0;
11 0 5.49167 0; 12 0 4.48333 0; 13 0 3.475 0; 14 0 2.46667 0; 15 0 1.45833 0;
16 0 6 0.2; 17 0 0.45 0.2; 18 1 0.45 0.2; 19 1.6 6.5 0.2; 20 1.5 5.49167 0.2;
21 1.4 4.48333 0.2; 22 1.3 3.475 0.2; 23 1.2 2.46667 0.2; 24 1.1 1.45833 0.2;
25 0 5.49167 0.2; 26 0 4.48333 0.2; 27 0 3.475 0.2; 28 0 2.46667 0.2;
29 0 1.45833 0.2;
MEMBER INCIDENCES
1 1 3; 2 3 15; 3 3 4; 4 2 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 4;
11 11 2; 12 6 11; 13 12 11; 14 7 12; 15 13 12; 16 8 13; 17 14 13; 18 9 14;
19 15 14; 20 10 15; 21 2 16; 22 3 17; 23 4 18; 24 5 19; 25 6 20; 26 7 21;
27 8 22; 28 9 23; 29 10 24; 30 11 25; 31 12 26; 32 13 27; 33 14 28; 34 15 29;
35 17 18; 36 16 19; 37 19 20; 38 20 21; 39 21 22; 40 22 23; 41 23 24; 42 24 18;
43 20 25; 44 21 26; 45 22 27; 46 23 28; 47 24 29;
START GROUP DEFINITION
GEOMETRY
_COL 1 2 11 13 15 17 19
END GROUP DEFINITION
DEFINE MATERIAL START
ISOTROPIC STEEL
E 2.05e+008
POISSON 0.3
DENSITY 76.8195
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
END DEFINE MATERIAL
MEMBER PROPERTY TATASTRUCTURA
1 2 11 13 15 17 19 TABLE ST 250X250X6.0SHS
MEMBER PROPERTY INDIAN
3 TO 10 12 14 16 18 20 TO 47 TABLE ST TUBE TH 0.002 WT 0.08 DT 0.08
CONSTANTS
BETA 90 MEMB 1 2 11 13 15 17 19
MATERIAL STEEL ALL
SUPPORTS
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1 FIXED
DEFINE WIND LOAD
TYPE 1 WIND 1
INT 0.9 HEIG 10
LOAD 1 LOADTYPE Dead TITLE DL
SELFWEIGHT Y -1.15
MEMBER LOAD
3 4 12 14 16 18 20 35 36 43 TO 47 UNI GY -0.1
JOINT LOAD
2 6 16 20 FY -1
LOAD 2 LOADTYPE Wind TITLE W+X
WIND LOAD X 1 TYPE 1 XR -50 50 YR 0 10 ZR -50 50 OPEN
LOAD 3 LOADTYPE Wind TITLE W+Z
WIND LOAD Z 1 TYPE 1 XR -50 50 YR 0 50 ZR -50 50
LOAD 4 LOADTYPE Live REDUCIBLE TITLE LL
JOINT LOAD
2 16 FY -1
LOAD COMB 5 COMBINATION LOAD CASE 5
1 1.5 2 1.5
LOAD COMB 6 COMBINATION LOAD CASE 6
1 1.5 3 1.5
LOAD COMB 7 COMBINATION LOAD CASE 7
1 1.5 4 1.5
LOAD COMB 8 COMBINATION LOAD CASE 8
1 1.2 2 1.2
LOAD COMB 9 COMBINATION LOAD CASE 9
1 1.2 3 1.2
LOAD COMB 10 COMBINATION LOAD CASE 10
1 1.2 4 1.2
LOAD COMB 11 COMBINATION LOAD CASE 11
1 1.2 2 1.2 4 1.2
LOAD COMB 12 COMBINATION LOAD CASE 12
1 1.2 3 1.2 4 1.2
LOAD COMB 13 COMBINATION LOAD CASE 13
1 1.0 2 1.0 4 1.0
LOAD COMB 14 COMBINATION LOAD CASE 14
1 1.0 3 1.0 4 1.0
LOAD COMB 15 COMBINATION LOAD CASE 15
1 1.0 4 1.0
PERFORM ANALYSIS
PARAMETER 1
CODE IS800 LSD
BEAM 1 MEMB 1 TO 20 35 TO 47
FU 420000 MEMB 1 TO 20 35 TO 47
FYLD 250000 MEMB 1 TO 20 35 TO 47
LY 6 MEMB 1 2 11 13 15 17 19
LZ 6 MEMB 1 2 11 13 15 17 19
MAIN 180 MEMB 1 TO 20 35 TO 47
RATIO 1 MEMB 1 TO 20 35 TO 47
TRACK 0 MEMB 1 TO 20 35 TO 47
CHECK CODE MEMB 1 TO 20 35 TO 47
PARAMETER 2
CODE IS800 LSD
STEEL TAKE OFF LIST 1 TO 20 35 TO 47
FINISH
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18. STAAD OUTPUT

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PAGE NO. 1

****************************************************
* *
* STAAD.Pro V8i SELECTseries6 *
* Version 20.07.11.33 *
* Proprietary Program of *
* Bentley Systems, Inc. *
* Date= APR 24, 2025 *
* Time= 20:40:50 *
* *
* USER ID: *
****************************************************

1. STAAD SPACE
2. START JOB INFORMATION
3. ENGINEER DATE 22-APR-25
4. END JOB INFORMATION
5. INPUT WIDTH 79
6. UNIT METER KN
7. JOINT COORDINATES
8. 1 0 0 0; 2 0 6 0; 3 0 0.45 0; 4 1 0.45 0; 5 1.6 6.5 0; 6 1.5 5.49167 0
9. 7 1.4 4.48333 0; 8 1.3 3.475 0; 9 1.2 2.46667 0; 10 1.1 1.45833 0
10. 11 0 5.49167 0; 12 0 4.48333 0; 13 0 3.475 0; 14 0 2.46667 0; 15 0 1.45833 0
11. 16 0 6 0.2; 17 0 0.45 0.2; 18 1 0.45 0.2; 19 1.6 6.5 0.2; 20 1.5 5.49167 0.2
12. 21 1.4 4.48333 0.2; 22 1.3 3.475 0.2; 23 1.2 2.46667 0.2; 24 1.1 1.45833 0.2
13. 25 0 5.49167 0.2; 26 0 4.48333 0.2; 27 0 3.475 0.2; 28 0 2.46667 0.2
14. 29 0 1.45833 0.2
15. MEMBER INCIDENCES
16. 1 1 3; 2 3 15; 3 3 4; 4 2 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 4
17. 11 11 2; 12 6 11; 13 12 11; 14 7 12; 15 13 12; 16 8 13; 17 14 13; 18 9 14
18. 19 15 14; 20 10 15; 21 2 16; 22 3 17; 23 4 18; 24 5 19; 25 6 20; 26 7 21
19. 27 8 22; 28 9 23; 29 10 24; 30 11 25; 31 12 26; 32 13 27; 33 14 28; 34 15 29
20. 35 17 18; 36 16 19; 37 19 20; 38 20 21; 39 21 22; 40 22 23; 41 23 24; 42 24 18
21. 43 20 25; 44 21 26; 45 22 27; 46 23 28; 47 24 29
22. START GROUP DEFINITION
23. GEOMETRY
24. _COL 1 2 11 13 15 17 19
25. END GROUP DEFINITION
26. DEFINE MATERIAL START
27. ISOTROPIC STEEL
28. E 2.05E+008
29. POISSON 0.3
30. DENSITY 76.8195
31. ALPHA 1.2E-005
32. DAMP 0.03
33. TYPE STEEL
34. STRENGTH FY 253200 FU 407800 RY 1.5 RT 1.2
35. END DEFINE MATERIAL
36. MEMBER PROPERTY TATASTRUCTURA
37. 1 2 11 13 15 17 19 TABLE ST 250X250X6.0SHS
38. MEMBER PROPERTY INDIAN
STAAD SPACE -- PAGE NO. 2

39. 3 TO 10 12 14 16 18 20 TO 47 TABLE ST TUBE TH 0.002 WT 0.08 DT 0.08

40. CONSTANTS
41. BETA 90 MEMB 1 2 11 13 15 17 19
42. MATERIAL STEEL ALL
43. SUPPORTS
44. 1 FIXED
45. DEFINE WIND LOAD
46. TYPE 1 WIND 1
47. INT 0.9 HEIG 10
48. LOAD 1 LOADTYPE DEAD TITLE DL
49. SELFWEIGHT Y -1.15
50. MEMBER LOAD
51. 3 4 12 14 16 18 20 35 36 43 TO 47 UNI GY -0.1
52. JOINT LOAD
53. 2 6 16 20 FY -1.
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54. LOAD 2 LOADTYPE WIND TITLE W+X

55. WIND LOAD X 1 TYPE 1 XR -50 50 YR 0 10 ZR -50 50 OPEN
56. LOAD 3 LOADTYPE WIND TITLE W+Z
57. WIND LOAD Z 1 TYPE 1 XR -50 50 YR 0 50 ZR -50 50
58. LOAD 4 LOADTYPE LIVE REDUCIBLE TITLE LL
59. JOINT LOAD
60. 2 16 FY -1.
61. LOAD COMB 5 COMBINATION LOAD CASE 5
62. 1 1.5 2 1.5
63. LOAD COMB 6 COMBINATION LOAD CASE 6
64. 1 1.5 3 1.5
65. LOAD COMB 7 COMBINATION LOAD CASE 7
66. 1 1.5 4 1.5
67. LOAD COMB 8 COMBINATION LOAD CASE 8
68. 1 1.2 2 1.2
69. LOAD COMB 9 COMBINATION LOAD CASE 9
70. 1 1.2 3 1.2
71. LOAD COMB 10 COMBINATION LOAD CASE 10
72. 1 1.2 4 1.2
73. LOAD COMB 11 COMBINATION LOAD CASE 11
74. 1 1.2 2 1.2 4 1.2
75. LOAD COMB 12 COMBINATION LOAD CASE 12
76. 1 1.2 3 1.2 4 1.2
77. LOAD COMB 13 COMBINATION LOAD CASE 13
78. 1 1.0 2 1.0 4 1.0
79. LOAD COMB 14 COMBINATION LOAD CASE 14
80. 1 1.0 3 1.0 4 1.0
81. LOAD COMB 15 COMBINATION LOAD CASE 15
82. 1 1.0 4 1.0
83. PERFORM ANALYSIS
STAAD SPACE -- PAGE NO. 3

PROBLEM STATISTICS
-----------------------------------

NUMBER OF JOINTS 29 NUMBER OF MEMBERS 47

NUMBER OF PLATES 0 NUMBER OF SOLIDS 0
NUMBER OF SURFACES 0 NUMBER OF SUPPORTS 1

SOLVER USED IS THE OUT-OF-CORE BASIC SOLVER

ORIGINAL/FINAL BAND-WIDTH= 14/ 5/ 36 DOF

TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 168
TOTAL LOAD COMBINATION CASES = 11 SO FAR.
SIZE OF STIFFNESS MATRIX = 7 DOUBLE KILO-WORDS
REQRD/AVAIL. DISK SPACE = 12.1/ 14402.6 MB

84. PARAMETER 1
85. CODE IS800 LSD
86. BEAM 1 MEMB 1 TO 20 35 TO 47
87. FU 420000 MEMB 1 TO 20 35 TO 47
88. FYLD 250000 MEMB 1 TO 20 35 TO 47
89. LY 6 MEMB 1 2 11 13 15 17 19
90. LZ 6 MEMB 1 2 11 13 15 17 19
91. MAIN 180 MEMB 1 TO 20 35 TO 47
92. RATIO 1 MEMB 1 TO 20 35 TO 47
93. TRACK 0 MEMB 1 TO 20 35 TO 47
94. CHECK CODE MEMB 1 TO 20 35 TO 47
STEEL DESIGN

|----------------------------------------------------------------------------------|
| Member Number: 1 |
| Member Section: ST 250X250X6.0SHS (TATA STRUCTURA SECTIONS) |
| Status: PASS Ratio: 0.457 Critical Load Case: 6 Location: 0.00 |
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| Critical Condition: Sec. 9.3.1.3 |

STAAD SPACE -- PAGE NO. 4

STAAD.PRO CODE CHECKING - IS-800-2007-LSD (V2.0)

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|----------------------------------------------------------------------------------|
| Member Number: 2 |
| Member Section: ST 250X250X6.0SHS (TATA STRUCTURA SECTIONS) |
| Status: PASS Ratio: 0.388 Critical Load Case: 6 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 3 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.430 Critical Load Case: 5 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 4 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.110 Critical Load Case: 6 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 5 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.018 Critical Load Case: 5 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

STAAD SPACE -- PAGE NO. 5

STAAD.PRO CODE CHECKING - IS-800-2007-LSD (V2.0)

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|----------------------------------------------------------------------------------|
| Member Number: 6 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.033 Critical Load Case: 6 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 7 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.061 Critical Load Case: 6 Location: 1.01 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 8 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.090 Critical Load Case: 6 Location: 1.01 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 9 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.097 Critical Load Case: 6 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

STAAD SPACE -- PAGE NO. 6

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|----------------------------------------------------------------------------------|
| Member Number: 10 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
STRUCTURAL DESIGN CALCULATIONS FOR TOTEM - KR AUTO, Palladam

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| Status: PASS Ratio: 0.251 Critical Load Case: 5 Location: 1.01 |

| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 11 |
| Member Section: ST 250X250X6.0SHS (TATA STRUCTURA SECTIONS) |
| Status: PASS Ratio: 0.014 Critical Load Case: 12 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 12 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.140 Critical Load Case: 6 Location: 1.50 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 13 |
| Member Section: ST 250X250X6.0SHS (TATA STRUCTURA SECTIONS) |
| Status: PASS Ratio: 0.041 Critical Load Case: 6 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

STAAD SPACE -- PAGE NO. 7

STAAD.PRO CODE CHECKING - IS-800-2007-LSD (V2.0)

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|----------------------------------------------------------------------------------|
| Member Number: 14 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.171 Critical Load Case: 6 Location: 1.40 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 15 |
| Member Section: ST 250X250X6.0SHS (TATA STRUCTURA SECTIONS) |
| Status: PASS Ratio: 0.088 Critical Load Case: 6 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 16 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.218 Critical Load Case: 6 Location: 1.30 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 17 |
| Member Section: ST 250X250X6.0SHS (TATA STRUCTURA SECTIONS) |
| Status: PASS Ratio: 0.157 Critical Load Case: 6 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

STAAD SPACE -- PAGE NO. 8

STAAD.PRO CODE CHECKING - IS-800-2007-LSD (V2.0)

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|----------------------------------------------------------------------------------|
| Member Number: 18 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.284 Critical Load Case: 6 Location: 1.20 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 19 |
| Member Section: ST 250X250X6.0SHS (TATA STRUCTURA SECTIONS) |
| Status: PASS Ratio: 0.251 Critical Load Case: 6 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 20 |
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| Member Section: ST TUB E (INDIAN SECTIONS) |

| Status: PASS Ratio: 0.368 Critical Load Case: 6 Location: 1.10 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 35 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.234 Critical Load Case: 6 Location: 1.00 |
| Critical Condition: Sec. 9.3.1.3 |

STAAD SPACE -- PAGE NO. 9

STAAD.PRO CODE CHECKING - IS-800-2007-LSD (V2.0)

****************************************************

|----------------------------------------------------------------------------------|
| Member Number: 36 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.056 Critical Load Case: 6 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 37 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.020 Critical Load Case: 5 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 38 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.052 Critical Load Case: 6 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 39 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.092 Critical Load Case: 6 Location: 1.01 |
| Critical Condition: Sec. 9.3.1.3 |

STAAD SPACE -- PAGE NO. 10

STAAD.PRO CODE CHECKING - IS-800-2007-LSD (V2.0)

****************************************************

|----------------------------------------------------------------------------------|
| Member Number: 40 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.123 Critical Load Case: 6 Location: 1.01 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 41 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.135 Critical Load Case: 6 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 42 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.265 Critical Load Case: 6 Location: 1.01 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 43 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.075 Critical Load Case: 6 Location: 1.50 |
| Critical Condition: Sec. 9.3.1.3 |
STRUCTURAL DESIGN CALCULATIONS FOR TOTEM - KR AUTO, Palladam

Document No. : P325-CV-SD-CAL-001 Rev :A

Project No. : P325 Page : 25 of 26

STAAD SPACE -- PAGE NO. 11

STAAD.PRO CODE CHECKING - IS-800-2007-LSD (V2.0)

****************************************************

|----------------------------------------------------------------------------------|
| Member Number: 44 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.091 Critical Load Case: 6 Location: 1.40 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 45 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.115 Critical Load Case: 6 Location: 1.30 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 46 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.152 Critical Load Case: 6 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

|----------------------------------------------------------------------------------|
| Member Number: 47 |
| Member Section: ST TUB E (INDIAN SECTIONS) |
| Status: PASS Ratio: 0.246 Critical Load Case: 6 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

95. PARAMETER 2
96. CODE IS800 LSD
97. STEEL TAKE OFF LIST 1 TO 20 35 TO 47
STAAD SPACE -- PAGE NO. 12

STEEL TAKE OFF

STEEL TAKE-OFF
--------------

PROFILE LENGTH(METE) WEIGHT(KN )

ST 250X250X6.0SHS 6.00 2.656

ST TUB E 30.51 1.463
----------------
TOTAL = 4.119

************ END OF DATA FROM INTERNAL STORAGE ************

98. FINISH

*********** END OF THE STAAD.Pro RUN ***********

 BASE PLATE & ANCHOR BOLT DESIGN
LOADING DETAILS

F kN Fx kN Fz kN Mx Mz kNm
kNm
Case (i) 16.00 3.00 9.00 30.00 17.00
Case (ii) 16.00 3.00 9.00 30.00 17.00
Case (iii) 16.00 3.00 9.00 30.00 17.00

SECTION DETAILS
Steel Section size =
Depth D = 250 mm
Width B = 250 mm

BASE PLATE DETAILS

Length Lp = 400 mm
Width Bp = 400 mm
Thickness Tp = 16 mm
Strength of plate pyp 275 N/mm2

ANCHOR BOLT DETAILS (ANCHOR BOLT GR4.6 TYPE-F-M20)

Type of bolt = M20
Anchor bolt dia ø = 20 mm
Number of bolts n = 4
Tensile area of bolt At = 169 mm2
Tension capacity of bolt Pnom = 40.5 kN
Shear capacity of bolt Ps = 36.3 kN
Edge distance provided e = 50 mm
Embedded length of bolt La = 445 mm (Inside the concrete )

CONCRETE DETAILS
Grade of concrete = C40
Characteristic compressive strength fcu = 40 N/mm2
Bond coefficient β = 0.3 (BS8110:1997 Table 3.26)
Permissible bearing pressure on conrete wp = 0.6*fcu
= 24 N/mm2

CHECK FOR BEARING PRESSURE ON CONCRETE

Maximum pressure on concrete = (P/A)+(Mx/Zx)+(Mz/Zz)
= 4.506 N/mm2
< wp SAFE
CHECK FOR THICKNESS OF BASE PLATE
Maximum base pressure wp = 4.51 N/mm2
By assuming constant pressure max. BM = 5.07 kNm
Assumed thickness of base plate Tp = 16 mm
Plate modulus Z = 17067 mm3
Moment capacity Mc = 1.5*pyp*z
= 7 kNm
> Max. BM SAFE
CHECK FOR TENSION IN BOLTS
Moment causing tension on bolts along Z direction = 17.00 kNm
Lever arm = 300 mm
Direct tension on bolts = 0.00 kN
Number of bolts in tension = 4
Push pull force = 56.7 kN
Total tension on each bolts = 14.18 kN
< Pnom SAFE

Moment causing tension on bolts along X direction = 30.00 kNm

Lever arm = 300 mm
Direct tension on bolts = 0.00 kN
Number of bolts in tension = 4
Push pull force = 100.0 kN
Total tension on each bolts = 25.00
< Pnom SAFE
CHECK FOR SHEAR IN BOLTS
Resultant shear Fs = 9.49 kN
Shear on each bolts = 4.74 kN
< Ps SAFE

CHECK FOR COMBINED SHEAR AND TENSION

(Fs/Ps) + (Ft/Pnom) < 1.4 (BS5950:2000 Cl. 6.3.4.4)

= 0.75
< 1.4 SAFE

CHECK FOR EMBEDDED LENGTH OF ANCHOR BOLT

Design ultimate ahcnorage bond stress fbu = β(fcu)^1/2 (BS8110:1997 Cl. 3.12.8.4)
= 1.897
Maximum tension on each bolts Ft = 14.18 kN
Embedded length required Lreq = Ft/(fbu*PI()*ø)
= 118.90 mm
Provided embedded length of bolt La = 445 mm
> Lreq SAFE
CHECK FOR WELD BETWEEN SECTION & BASE PLATE
Min.Available length of weld Lw = 300 mm
Design strength of weld pw = 220 N/mm2
Size of weld s = 6 mm
Shear capacity of weld Sw = 0.7*s*pw*Lw
= 277.2 kN
Actual shear force on weld Fs = 9.49 kN
< Sw SAFE
STRUCTURAL DESIGN CALCULATIONS FOR TOTEM - KR AUTO, Palladam

Document No. : P325-CV-SD-CAL-001 Rev :A

Project No. : P325 Page : 26 of 26

19. DRAWINGS
SHS 250x250x6

16mm Thk Base Plate with 4 nos of M20 Dia Bolts