This document provides structural calculations for the main canopy of a building located in Mumbai. It includes STAAD analysis of the steel structure, material properties, load assumptions, and results of the analysis. Key sections analyzed include the outer MS frame, inner MS frame, supporting MS pipes and tubes. Loads considered are self-weight, wind load, and live load. The analysis checks the steel structure for deflection under these loads.

1. PROJECT : **************
MUMBAI
CLIENT :
ARCHITECT :
FAÇADE CONSULTANT :
FACADE CONTRACTOR :
APPROVED
APPROVED AS NOTED
NOT APPROVED
RESUBMIT
CONSULTANT'S COMMENTS: STATUS:
STRUCTURAL CALCULATION
DESIGN CALCULATION
FOR
MAIN CANOPY
(ON TERRACE LEVEL)
REV - R00
Date : 17 / 09 / 2016

2. SERIAL NO ITEM DESCRIPTION
1 PROJECT DETAILS
2 STANDARDS & SOFTWARES REFERENCE
3 MATERIAL PROPERTIES
4 DRAWING REFERENCES
5 STAAD PRO STEEL STRUCTURE ANALYSIS
5 STAAD REPORT FOR STEEL DEFLECTION CHECK
6 STAAD FILE INPUT
7 BASEPLATE & WELD CHECK & ANCHOR DESIGN
INDEX

3. PROJECT DETAILS :
PROJECT : ***************
LIENT :
ARCHITECT :
FAÇADE CONSULTANT :

4. STRUCTURAL CALCULATIONS
(TOP CANOPY)
SPIDER GLAZING FACADE
01. ___STAAD PRO STEEL STRUCTURE ANALYSIS
02. ___TOP AND GROUND FLOOR BRACKET & ANCHOR DESIGN

5. 01) IS : 875 ( Part 2 ) ‐ 1987
CODE OF PRACTICE FOR DESIGN LOADS FOR BUILDINGS & STRUCTURES- IMPOSED LOADS
02) IS:875 (Part 3) ‐ 1987 150
CODE OF PRACTICE FOR DESIGN LOADS FOR BUILDINGS & STRUCTURES- WIND LOADS 1.5
03) IS 1893 ( Part 1 ) :2002
01) IS: 800:2007
GENERAL CONSTRUCTION IN STEEL - CODE OF PRACTICE
IS : 801 ‐ 1876
e 200 X 20 CODE OF PRACTICE FOR USE OFCOLD-FORMED LIGHT GAUGE STEEL
STRUCTURAL MEM’BERS IN GENERALBUILDING CONSTRUCTION
03) IS:802 (1995)
Aluminium
01) IS:8147 : 1976
Code of Practice for Use of Aluminium Alloys in Structures
02) AS 1664.2:1997
Aluminium Structures - Part-2 : Allowable Stress Design
EN 13474 : Part 2 : 2000
Glass in Building - Design of Glass Panes - Part 2: Design for Uniformly Distributed Loads
Glass
ASTM E‐1300 : 2004
EN 13474 : Part 1 : 1999
Glass in Building - Design of Glass Panes - Part 1: General Basis of Design
EN 13474 : Part 2 : 2000
Glass in Building - Design of Glass Panes - Part 2: Design for Uniformly Distributed Loads
ASTM E‐1300 : 2004
EN 13474 : Part 1 : 1999
Glass in Building - Design of Glass Panes - Part 1: General Basis of Design
EN 13474 : Part 2 : 2000
Glass in Building - Design of Glass Panes - Part 2: Design for Uniformly Distributed Loads
Glass
ASTM E‐1300 : 2004
EN 13474 : Part 1 : 1999
Glass in Building - Design of Glass Panes - Part 1: General Basis of Design
EN 13474 : Part 2 : 2000
Glass in Building - Design of Glass Panes - Part 2: Design for Uniformly Distributed Loads
01) STAAD Pro
Anchors
01) Compufix : 8.4 - Fischer Anchor
02) Profis : 2.6.3 - Hilti Anchor
03) Mungo FixCalc - Fastening Design Ver:01
Glass
01) Window Glass Design - 2004
STANDARDS & SOFTWARES
STANDARD REFERENCES
Loadings (Wind, Dead & Live)
CRITERIA FOR EARTHQUAKE RESISTANT
DESIGN OF STRUCTURES - GENERAL PROVISIONS & BUILDINGS
Mild Steel

6. STAAD PRO STEEL STRUCTURE ANALYSIS RESULT

7. MS SUPPORTING STRUCTURE DESIGN FOR INCLINED SPIDER GLZ
Max Wind Pressure
W = 150 Kg/m2
= 1.5 Kn/m
2
For Steel
Density = 78.5 Kn/m2
Elasticity (E) = 200000 N/mm
2
Mass Properties of Section used
OUTER MS FRAME
MS Tube 400 X 200 X 10mm thk
Major Moment of inertia (Ixx) = 8198.6 cm
4
x = 20 cm
Minor Moment of inertia (Iyy) = 24358.6 cm
4
y = 10 cm
Major Section Modulus (Zxx) = 819.86 cm3
Major Section Modulus (Zyy) = 1217.93 cm3
Crossectional Area (A) = 116 cm2
SelfWeight = 91.06 kg/m
2
INNER MS
MS Tube 200 X 200 X 5mm thk
Major Moment of inertia (Ixx) = 2473.25 cm4
x = 10 cm
Minor Moment of inertia (Iyy) = 2473.25 cm4
y = 10 cm
Major Section Modulus (Zxx) = 247.325 cm3
Major Section Modulus (Zyy) = 247.325 cm3
Crossectional Area (A) = 39 cm2
SelfWeight = 30.62 kg/m2
SUPPORTING MS PIPE
MS PIPE DIA 193 12 mm thk
Major Moment of inertia (Ixx) = 2806.6 cm4
x = 9.6 cm
Minor Moment of inertia (Iyy) = 2806.6 cm4
y = 9.6 cm
Major Section Modulus (Zxx) = 292.3542 cm3
Major Section Modulus (Zyy) = 292.3542 cm3
Crossectional Area (A) = 68.23 cm2
SelfWeight = 53.56 kg/m2

8. SUPPORTING MS PIPE
MS PIPE DIA 508 X 10mm thk
Major Moment of inertia (Ixx) = 48520.24 cm4
x = 25 cm
Minor Moment of inertia (Iyy) = 48520.24 cm4
y = 25 cm
Major Section Modulus (Zxx) = 1910.246 cm3
Major Section Modulus (Zyy) = 1910.246 cm3
Crossectional Area (A) = 156.45 cm2
SelfWeight = 122.81 kg/m
2
SUPPORTING MS TUBE
MS TUBE DIA 150 X 1000 X 10mm thk
Major Moment of inertia (Ixx) = 695.33 cm4
x = 7.5 cm
Minor Moment of inertia (Iyy) = 1347.83 cm4
y = 5 cm
Major Section Modulus (Zxx) = 139.066 cm3
Major Section Modulus (Zyy) = 179.7107 cm3
Crossectional Area (A) = 46 cm2
SelfWeight = 36.11 kg/m
2
Loading of Canopy
1) Self Weight of MS (Y) = (Refre Staad Output)
2) Wind Load (WL) = 1.5 Kn/m
2
3) Live load (L) = 0.75 Kn/m2
Member loading
Load on Member(UDL)
= 500 mm (For Outer Frame)
= 100 mm (For Inner Frame )
= 200 mm (For Circular Section)
= 500 mm (For Big Circular Section )
Live load (UDL) = 0.375 Kn/m (For Outer Frame)
= 0.075 Kn/m (For Inner Frame )
= 0.15 Kn/m (For Circular Section)
= 0.375 Kn/m (For Big Circular Section )
Wind load (UDL) = 0.75 Kn/m (For Outer Frame)
= 0.15 Kn/m (For Inner Frame )
= 0.3 Kn/m (For Circular Section)
= 0.75 Kn/m (For Big Circular Section )
Height Member (H)
(Exposed to load )

9. Job Information
Engineer Checked Approved
Name:
Date: 20-Sep-16
Structure Type SPACE FRAME
Number of Nodes 59 Highest Node 62
Number of Elements 79 Highest Beam 86
Number of Basic Load Cases 4
Number of Combination Load Cases 14
Included in this printout are data for:
All The Whole Structure
Included in this printout are results for load cases:
Type L/C Name
Primary 1 DEAD LOAD
Primary 2 LIVE LOAD
Primary 3 WIND LOAD -VE
Primary 4 WIND LOAD +VE
Combination 5 GENERATED INDIAN CODE GENRAL_ST
Combination 6 GENERATED INDIAN CODE GENRAL_ST
Combination 7 GENERATED INDIAN CODE GENRAL_ST
Combination 8 GENERATED INDIAN CODE GENRAL_ST
Combination 9 GENERATED INDIAN CODE GENRAL_ST
Combination 10 GENERATED INDIAN CODE GENRAL_ST
Combination 11 GENERATED INDIAN CODE GENRAL_ST
Combination 12 GENERATED INDIAN CODE GENRAL_ST
Combination 13 GENERATED INDIAN CODE GENRAL_ST
Combination 14 GENERATED INDIAN CODE GENRAL_ST
Combination 15 GENERATED INDIAN CODE GENRAL_ST
Combination 16 GENERATED INDIAN CODE GENRAL_ST
Combination 17 COMBINATION LOAD CASE 17
Combination 18 COMBINATION LOAD CASE 18

10. Beams
Beam Node A Node B Length
(m)
Property 
(degrees)
1 3 5 0.695 5 90
2 4 6 0.695 5 90
3 1 45 3.529 5 90
4 3 4 10.104 5 90
5 5 7 0.450 5 90
6 6 8 0.450 5 90
7 5 6 10.104 1 0
8 7 9 0.450 5 90
9 8 10 0.450 5 90
10 7 8 10.104 1 0
11 9 11 0.450 5 90
12 10 12 0.450 5 90
13 9 10 10.104 1 0
14 11 13 0.450 5 90
15 12 14 0.450 5 90
16 11 12 10.104 1 0
17 13 15 0.450 5 90
18 14 16 0.450 5 90
19 13 14 10.104 1 0
20 15 17 0.450 5 90
21 16 18 0.450 5 90
22 15 53 6.894 1 0
23 17 19 0.450 5 90
24 18 20 0.450 5 90
25 17 52 6.894 1 0
26 19 21 0.450 5 90
27 20 22 0.450 5 90
28 19 51 6.894 1 0
29 21 23 0.450 5 90
31 21 41 6.894 1 0
32 23 25 0.450 5 90
33 24 26 0.450 5 90
34 23 54 6.894 1 0
35 25 27 0.450 5 90
36 26 28 0.450 5 90
37 25 55 6.894 1 0
38 27 29 0.450 5 90
39 28 30 0.450 5 90
40 27 28 10.104 1 0
41 29 31 0.450 5 90
42 30 32 0.450 5 90
43 29 30 10.104 1 0
44 31 33 0.450 5 90
45 32 34 0.450 5 90
46 31 32 10.104 1 0
47 33 35 0.450 5 90
48 34 36 0.450 5 90
49 33 34 10.104 1 0
50 35 37 0.450 5 90
51 36 38 0.450 5 90
52 35 36 10.104 1 0
53 37 1 0.806 5 90
54 38 2 0.806 5 90
55 37 38 10.104 1 0

11. Beams Cont...
Beam Node A Node B Length
(m)
Property 
(degrees)
56 3 39 0.600 4 0
57 40 39 13.000 3 0
58 22 24 0.450 5 90
59 41 22 3.210 1 0
66 45 46 5.506 5 90
67 46 2 1.069 5 90
68 45 47 0.210 2 90
69 46 48 0.210 2 90
70 47 49 0.352 2 90
71 48 50 0.352 2 90
72 51 20 3.210 1 0
73 52 18 3.210 1 0
74 53 16 3.210 1 0
75 54 24 3.210 1 0
76 55 26 3.210 1 0
77 55 61 0.200 2 0
78 54 60 0.200 2 0
79 41 56 0.200 2 0
80 51 57 0.200 2 0
81 52 58 0.200 2 0
82 53 59 0.200 2 0
83 58 59 0.450 2 0
84 57 58 0.450 2 0
85 61 60 0.450 2 0
86 22 62 0.200 2 0
Materials
Mat Name E
(kN/mm2
)
 Density
(kg/m3
)

(/°C)
1 STEEL 205.000 0.300 7.83E+3 12E -6
2 STAINLESSSTEEL 197.930 0.300 7.83E+3 18E -6
3 ALUMINUM 68.948 0.330 2.71E+3 23E -6
4 CONCRETE 21.718 0.170 2.4E+3 10E -6
Supports
Node X
(kN/mm)
Y
(kN/mm)
Z
(kN/mm)
rX
(kN-
m/deg)
rY
(kN-
m/deg)
rZ
(kN-
m/deg)
40 Fixed Fixed Fixed - - -
49 Fixed Fixed Fixed Fixed Fixed Fixed
50 Fixed Fixed Fixed Fixed Fixed Fixed
56 Fixed Fixed Fixed Fixed Fixed Fixed
57 Fixed Fixed Fixed Fixed Fixed Fixed
60 Fixed Fixed Fixed Fixed Fixed Fixed
62 Fixed Fixed Fixed Fixed Fixed Fixed

12. Releases
Beam ends not shown in this table are fixed in all directions.
Beam Node x y z rx ry rz
56 3 Fixed Fixed Fixed Fixed Pin Pin
68 45 Fixed Fixed Fixed Fixed Pin Pin
69 46 Fixed Fixed Fixed Fixed Pin Pin
77 55 Fixed Fixed Fixed Fixed Pin Pin
78 54 Fixed Fixed Fixed Fixed Pin Pin
79 41 Fixed Fixed Fixed Fixed Pin Pin
80 51 Fixed Fixed Fixed Fixed Pin Pin
81 52 Fixed Fixed Fixed Fixed Pin Pin
82 53 Fixed Fixed Fixed Fixed Pin Pin
10.10m
13.00m
0.60m
3.53m
5.51m
1.07m
8.70m
0.90m
0.45m
DIAMENSION
Load 4
X
Y
Z
Whole Structure (Input data was modified after picture taken)

13. 0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m
0.750 kN/m
0.750 kN/m0.750 kN/m0.750 kN/m0.150 kN/m 0.750 kN/m0.150 kN/m 0.750 kN/m
0.150 kN/m
0.150 kN/m 0.750 kN/m
0.750 kN/m
0.150 kN/m
0.150 kN/m 0.750 kN/m
0.150 kN/m
0.150 kN/m 0.750 kN/m
0.150 kN/m
0.150 kN/m 0.750 kN/m
0.150 kN/m
0.750 kN/m 0.750 kN/m
0.150 kN/m
0.750 kN/m 0.750 kN/m0.750 kN/m 0.750 kN/m
0.150 kN/m
0.750 kN/m 0.750 kN/m
0.150 kN/m
0.750 kN/m
0.150 kN/m
0.750 kN/m0.750 kN/m
0.150 kN/m
0.750 kN/m0.150 kN/m
0.150 kN/m
0.750 kN/m0.150 kN/m
0.150 kN/m
0.150 kN/m
0.750 kN/m0.150 kN/m
0.750 kN/m0.150 kN/m
0.750 kN/m0.150 kN/m
0.750 kN/m
0.750 kN/m
0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m
0.750 kN/m
+VE WIND LOAD OF 1.5 KN/SQM
Load 4
X
Y
Z
Whole Structure (Input data was modified after picture taken)
MEMBER SPECIFICATION
Load 4
X
Y
Z
Whole Structure (Input data was modified after picture taken)

14. MEMBER SPECIFICATION
Load 4
X
Y
Z
Whole Structure (Input data was modified after picture taken)
MEMBER SPECIFICATION
Load 4
X
Y
Z
Whole Structure (Input data was modified after picture taken)

15. DEAD LOAD (SELF WEIGHT)
Load 1
X
Y
Z
Whole Structure (Input data was modified after picture taken)
-0.300 kN/m-0.300 kN/m-0.300 kN/m-0.300 kN/m-0.300 kN/m
-0.300 kN/m
-0.300 kN/m-0.300 kN/m-0.300 kN/m
-0.075 kN/m
-0.300 kN/m
-0.075 kN/m
-0.300 kN/m
-0.075 kN/m
-0.075 kN/m
-0.300 kN/m
-0.300 kN/m
-0.075 kN/m
-0.075 kN/m
-0.300 kN/m
-0.075 kN/m
-0.075 kN/m
-0.300 kN/m
-0.075 kN/m
-0.075 kN/m
-0.300 kN/m
-0.075 kN/m
-0.300 kN/m -0.300 kN/m
-0.075 kN/m
-0.300 kN/m -0.300 kN/m-0.300 kN/m -0.300 kN/m
-0.075 kN/m
-0.300 kN/m -0.300 kN/m
-0.075 kN/m
-0.300 kN/m
-0.075 kN/m
-0.300 kN/m-0.300 kN/m
-0.075 kN/m
-0.300 kN/m
-0.075 kN/m
-0.075 kN/m
-0.300 kN/m
-0.075 kN/m
-0.075 kN/m
-0.375 kN/m
-0.300 kN/m
-0.075 kN/m
-0.300 kN/m
-0.075 kN/m
-0.300 kN/m
-0.075 kN/m
-0.300 kN/m
-0.300 kN/m
-0.300 kN/m-0.300 kN/m-0.300 kN/m-0.300 kN/m-0.300 kN/m
-0.300 kN/m
LIVE LOAD OF 0.75 KN/SQM
Load 2
X
Y
Z
Whole Structure (Input data was modified after picture taken)

16. -0.750 kN/m
-0.600 kN/m-0.750 kN/m-0.750 kN/m-0.750 kN/m
-0.600 kN/m
-0.750 kN/m-0.750 kN/m-0.750 kN/m
-0.150 kN/m
-0.750 kN/m
-0.150 kN/m
-0.750 kN/m
-0.150 kN/m
-0.150 kN/m
-0.750 kN/m
-0.600 kN/m
-0.150 kN/m
-0.150 kN/m
-0.750 kN/m
-0.150 kN/m
-0.150 kN/m
-0.750 kN/m
-0.150 kN/m
-0.150 kN/m
-0.750 kN/m
-0.150 kN/m
-0.600 kN/m
-0.750 kN/m
-0.150 kN/m
-0.750 kN/m -0.750 kN/m-0.750 kN/m -0.750 kN/m
-0.150 kN/m
-0.750 kN/m -0.750 kN/m
-0.150 kN/m
-0.750 kN/m
-0.150 kN/m
-0.600 kN/m-0.750 kN/m
-0.150 kN/m
-0.750 kN/m
-0.150 kN/m
-0.150 kN/m
-0.750 kN/m
-0.150 kN/m
-0.150 kN/m
-0.750 kN/m
-0.750 kN/m
-0.150 kN/m
-0.750 kN/m
-0.150 kN/m
-0.750 kN/m
-0.150 kN/m
-0.750 kN/m
-0.600 kN/m
-0.750 kN/m-0.750 kN/m-0.750 kN/m-0.750 kN/m-0.750 kN/m
-0.600 kN/m
-VE WIND LOAD OF 1.5 KN/SQM
Load 3
X
Y
Z
Whole Structure (Input data was modified after picture taken)
Basic Load Cases
Number Name
1 DEAD LOAD
2 LIVE LOAD
3 WIND LOAD -VE
4 WIND LOAD +VE
Combination Load Cases
Comb. Combination L/C Name Primary Primary L/C Name Factor
5 GENERATED INDIAN CODE GENRAL_ST 1 DEAD LOAD 1.50
2 LIVE LOAD 1.50
6 GENERATED INDIAN CODE GENRAL_ST 1 DEAD LOAD 1.20
2 LIVE LOAD 1.20
3 WIND LOAD -VE 1.20
7 GENERATED INDIAN CODE GENRAL_ST 1 DEAD LOAD 1.20
2 LIVE LOAD 1.20
4 WIND LOAD +VE 1.20
8 GENERATED INDIAN CODE GENRAL_ST 1 DEAD LOAD 1.20
2 LIVE LOAD 1.20
3 WIND LOAD -VE -1.20
9 GENERATED INDIAN CODE GENRAL_ST 1 DEAD LOAD 1.20
2 LIVE LOAD 1.20
4 WIND LOAD +VE -1.20
10 GENERATED INDIAN CODE GENRAL_ST 1 DEAD LOAD 1.20
2 LIVE LOAD 1.20
11 GENERATED INDIAN CODE GENRAL_ST 1 DEAD LOAD 1.50
3 WIND LOAD -VE 1.50
12 GENERATED INDIAN CODE GENRAL_ST 1 DEAD LOAD 1.50
4 WIND LOAD +VE 1.50
13 GENERATED INDIAN CODE GENRAL_ST 1 DEAD LOAD 1.50
3 WIND LOAD -VE -1.50

17. Combination Load Cases Cont...
Comb. Combination L/C Name Primary Primary L/C Name Factor
14 GENERATED INDIAN CODE GENRAL_ST 1 DEAD LOAD 1.50
4 WIND LOAD +VE -1.50
15 GENERATED INDIAN CODE GENRAL_ST 1 DEAD LOAD 1.50
16 GENERATED INDIAN CODE GENRAL_ST 1 DEAD LOAD 0.90
17 COMBINATION LOAD CASE 17 1 DEAD LOAD 1.00
2 LIVE LOAD 1.00
3 WIND LOAD -VE 1.00
18 COMBINATION LOAD CASE 18 1 DEAD LOAD 1.00
2 LIVE LOAD 1.00
4 WIND LOAD +VE 1.00
Reaction Summary
Horizontal Vertical Horizontal Moment
Node L/C FX
(kN)
FY
(kN)
FZ
(kN)
MX
(kNm)
MY
(kNm)
MZ
(kNm)
Max FX 49 13:GENERATE 2.787 17.903 -6.627 -7.655 -0.093 -0.585
Min FX 62 13:GENERATE -3.366 8.255 2.560 -2.497 -0.051 -0.784
Max FY 40 14:GENERATE -0.000 78.337 1.526 0.000 0.000 0.000
Min FY 49 4:WIND LOAD 0.369 -13.057 -1.301 4.321 0.044 -0.078
Max FZ 49 6:GENERATED -3.200 50.634 9.870 -15.716 -0.094 0.672
Min FZ 40 13:GENERATE -0.000 42.041 -7.630 0.000 0.000 0.000
Max MX 60 11:GENERATE 2.336 26.159 -0.178 6.065 0.334 -0.467
Min MX 57 14:GENERATE 0.091 43.104 0.548 -20.459 0.073 -0.018
Max MY 57 6:GENERATED 2.401 39.374 1.872 -18.363 0.604 -0.480
Min MY 50 6:GENERATED -1.805 1.486 -7.537 -2.076 -0.564 0.379
Max MZ 49 6:GENERATED -3.200 50.634 9.870 -15.716 -0.094 0.672
Min MZ 62 12:GENERATE -2.995 6.635 0.883 -1.425 -0.019 -0.912
0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m
0.750 kN/m
0.750 kN/m0.750 kN/m0.750 kN/m0.150 kN/m 0.750 kN/m0.150 kN/m 0.750 kN/m
0.150 kN/m
0.150 kN/m 0.750 kN/m
0.750 kN/m
0.150 kN/m
0.150 kN/m 0.750 kN/m
0.150 kN/m
0.150 kN/m 0.750 kN/m
0.150 kN/m
0.150 kN/m 0.750 kN/m
0.150 kN/m
0.750 kN/m 0.750 kN/m
0.150 kN/m
0.750 kN/m 0.750 kN/m0.750 kN/m 0.750 kN/m
0.150 kN/m
0.750 kN/m 0.750 kN/m
0.150 kN/m
0.750 kN/m
0.150 kN/m
0.750 kN/m0.750 kN/m
0.150 kN/m
0.750 kN/m0.150 kN/m
0.150 kN/m
0.750 kN/m0.150 kN/m
0.150 kN/m
0.150 kN/m
0.750 kN/m0.150 kN/m
0.750 kN/m0.150 kN/m
0.750 kN/m0.150 kN/m
0.750 kN/m
0.750 kN/m
0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m
0.750 kN/m
+VE WIND LOAD OF 1.5 KN/SQM
Load 4
X
Y
Z
Whole Structure (Input data was modified after picture taken)

18. 3D Rendered View (Input data was modified after picture taken)

19. STAAD SPACE -- PAGE NO. 6
STAAD.PRO CODE CHECKING - IS-800 2007(LSD) (V2.0)
*****************************************************
|----------------------------------------------------------------------------------|
| Member Number: 1 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.103 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 2 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.090 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 3 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.307 Critical Load Case: 14 Location: 3.53 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 4 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.670 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 5 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.060 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Sec. 9.3.2.2 (Y) |

20. STAAD SPACE -- PAGE NO. 7
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 6 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.071 Critical Load Case: 11 Location: 0.00 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 7 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.706 Critical Load Case: 2 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 8 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.090 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 9 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.056 Critical Load Case: 11 Location: 0.00 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 10 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.706 Critical Load Case: 2 Location: 0.00 |
| Critical Condition: Slenderness |

21. STAAD SPACE -- PAGE NO. 8
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 11 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.112 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 12 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.056 Critical Load Case: 14 Location: 0.45 |
| Critical Condition: Shear along Minor Axis (Sec. 8.4) |
|----------------------------------------------------------------------------------|
| Member Number: 13 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.706 Critical Load Case: 2 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 14 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.124 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 15 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.086 Critical Load Case: 14 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |

22. STAAD SPACE -- PAGE NO. 9
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 16 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.706 Critical Load Case: 4 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 17 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.128 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 18 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.150 Critical Load Case: 14 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 19 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.706 Critical Load Case: 4 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 20 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.133 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |

23. STAAD SPACE -- PAGE NO. 10
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 21 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.203 Critical Load Case: 14 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 22 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.482 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 23 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.138 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 24 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.247 Critical Load Case: 14 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 25 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.482 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |

24. STAAD SPACE -- PAGE NO. 11
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 26 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.144 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 27 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.286 Critical Load Case: 14 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 28 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.482 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 29 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.151 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 31 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.482 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |

25. STAAD SPACE -- PAGE NO. 12
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 32 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.158 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 33 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.166 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 34 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.482 Critical Load Case: 4 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 35 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.165 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 36 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.116 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Minor Axis Bending (Sec. 8) |

26. STAAD SPACE -- PAGE NO. 13
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 37 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.482 Critical Load Case: 4 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 38 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.164 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 39 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.058 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 40 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.706 Critical Load Case: 2 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 41 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.164 Critical Load Case: 11 Location: 0.00 |
| Critical Condition: Minor Axis Bending (Sec. 8) |

27. STAAD SPACE -- PAGE NO. 14
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 42 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.032 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Shear along Minor Axis (Sec. 8.4) |
|----------------------------------------------------------------------------------|
| Member Number: 43 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.706 Critical Load Case: 4 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 44 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.157 Critical Load Case: 11 Location: 0.00 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 45 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.042 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 46 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.706 Critical Load Case: 4 Location: 0.00 |
| Critical Condition: Slenderness |

28. STAAD SPACE -- PAGE NO. 15
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 47 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.141 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 48 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.050 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 49 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.706 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 50 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.116 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 51 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.047 Critical Load Case: 11 Location: 0.19 |
| Critical Condition: Minor Axis Bending (Sec. 8) |

29. STAAD SPACE -- PAGE NO. 16
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 52 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.706 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 53 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.088 Critical Load Case: 11 Location: 0.00 |
| Critical Condition: Sec. 9.3.2.2 (Y) |
|----------------------------------------------------------------------------------|
| Member Number: 54 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.053 Critical Load Case: 4 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 55 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.706 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 56 |
| Member Section: ST PIP19312.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.079 Critical Load Case: 6 Location: 0.60 |
| Critical Condition: Sec. 9.3.2.2 (Y) |

30. STAAD SPACE -- PAGE NO. 17
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 57 |
| Member Section: ST PIP50810.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.410 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 58 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.211 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 59 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.233 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |
|----------------------------------------------------------------------------------|
| Member Number: 66 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.365 Critical Load Case: 2 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 67 |
| Member Section: ST TUB40020010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.107 Critical Load Case: 11 Location: 1.07 |
| Critical Condition: Minor Axis Bending (Sec. 8) |

31. STAAD SPACE -- PAGE NO. 18
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 68 |
| Member Section: ST TUB15010010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.106 Critical Load Case: 6 Location: 0.21 |
| Critical Condition: Sec. 9.3.2.2 (Y) |
|----------------------------------------------------------------------------------|
| Member Number: 69 |
| Member Section: ST TUB15010010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.041 Critical Load Case: 6 Location: 0.21 |
| Critical Condition: Sec. 9.3.2.2 (Y) |
|----------------------------------------------------------------------------------|
| Member Number: 70 |
| Member Section: ST TUB15010010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.500 Critical Load Case: 14 Location: 0.35 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 71 |
| Member Section: ST TUB15010010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.057 Critical Load Case: 11 Location: 0.35 |
| Critical Condition: Minor Axis Bending (Sec. 8) |
|----------------------------------------------------------------------------------|
| Member Number: 72 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.244 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |

32. STAAD SPACE -- PAGE NO. 19
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 73 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.259 Critical Load Case: 11 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |
|----------------------------------------------------------------------------------|
| Member Number: 74 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.270 Critical Load Case: 11 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |
|----------------------------------------------------------------------------------|
| Member Number: 75 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.236 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |
|----------------------------------------------------------------------------------|
| Member Number: 76 |
| Member Section: ST TUB2002005.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.247 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Sec. 9.3.1.3 |
|----------------------------------------------------------------------------------|
| Member Number: 77 |
| Member Section: ST TUB15010010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.029 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |

33. STAAD SPACE -- PAGE NO. 20
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 78 |
| Member Section: ST TUB15010010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.029 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 79 |
| Member Section: ST TUB15010010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.029 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 80 |
| Member Section: ST TUB15010010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.029 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 81 |
| Member Section: ST TUB15010010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.029 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |
|----------------------------------------------------------------------------------|
| Member Number: 82 |
| Member Section: ST TUB15010010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.029 Critical Load Case: 1 Location: 0.00 |
| Critical Condition: Slenderness |

34. STAAD SPACE -- PAGE NO. 21
STAAD.PRO CODE CHECKING - IS-800 2007 (V2.0)
************************************************
|----------------------------------------------------------------------------------|
| Member Number: 83 |
| Member Section: ST TUB15010010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.137 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Sec. 9.3.2.2 (Y) |
|----------------------------------------------------------------------------------|
| Member Number: 84 |
| Member Section: ST TUB15010010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.402 Critical Load Case: 14 Location: 0.00 |
| Critical Condition: Sec. 9.3.2.2 (Y) |
|----------------------------------------------------------------------------------|
| Member Number: 85 |
| Member Section: ST TUB15010010.0 (BRITISH SECTIONS) |
| Status: PASS Ratio: 0.120 Critical Load Case: 11 Location: 0.45 |
| Critical Condition: Sec. 9.3.2.2 (Y) |
|----------------------------------------------------------------------------------|

35. STAAD PRO DEFLECTION CHECK

36. STAAD SPACE -- PAGE NO. 23
LENGTH UNITS - METE
MEMBER TABLE RESULT ACTUAL DEFL. DEFL.LEN/ LOAD/
DEFL. LIMIT DFF LOCATION
=======================================================================
1 ST TUB40020010.0 PASS 0.000 0.003 0.695 14
240.000 0.29
2 ST TUB40020010.0 PASS 0.000 0.003 0.695 11
240.000 0.35
3 ST TUB40020010.0 PASS 0.001 0.015 3.529 11
240.000 2.65
4 ST TUB40020010.0 PASS 0.013 0.042 10.104 14
240.000 5.05
5 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.26
6 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.22
7 ST TUB2002005.0 PASS 0.012 0.042 10.104 14
240.000 5.05
8 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.23
9 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.19
10 ST TUB2002005.0 PASS 0.011 0.042 10.104 14
240.000 5.05
11 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.22
12 ST TUB40020010.0 PASS 0.000 0.002 0.450 12
240.000 0.22
13 ST TUB2002005.0 PASS 0.010 0.042 10.104 14
240.000 5.05
14 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.23
15 ST TUB40020010.0 PASS 0.000 0.002 0.450 14
240.000 0.26
16 ST TUB2002005.0 PASS 0.008 0.042 10.104 14
240.000 5.05
17 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.23

37. STAAD SPACE -- PAGE NO. 24
18 ST TUB40020010.0 PASS 0.000 0.002 0.450 14
240.000 0.23
19 ST TUB2002005.0 PASS 0.006 0.042 10.104 14
240.000 4.21
20 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.23
21 ST TUB40020010.0 PASS 0.000 0.002 0.450 14
240.000 0.23
22 ST TUB2002005.0 PASS 0.002 0.029 6.894 14
240.000 1.72
23 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.22
24 ST TUB40020010.0 PASS 0.000 0.002 0.450 14
240.000 0.22
25 ST TUB2002005.0 PASS 0.002 0.029 6.894 14
240.000 1.72
26 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.23
27 ST TUB40020010.0 PASS 0.000 0.002 0.450 14
240.000 0.23
28 ST TUB2002005.0 PASS 0.002 0.029 6.894 14
240.000 1.72
29 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.23
31 ST TUB2002005.0 PASS 0.001 0.029 6.894 11
240.000 5.74
32 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.23
33 ST TUB40020010.0 PASS 0.000 0.002 0.450 14
240.000 0.23
34 ST TUB2002005.0 PASS 0.002 0.029 6.894 11
240.000 5.74
35 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.23
36 ST TUB40020010.0 PASS 0.000 0.002 0.450 14
240.000 0.23
37 ST TUB2002005.0 PASS 0.002 0.029 6.894 11
240.000 5.17
38 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.22
39 ST TUB40020010.0 PASS 0.000 0.002 0.450 14
240.000 0.19
40 ST TUB2002005.0 PASS 0.002 0.042 10.104 14
240.000 4.21
41 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.23
42 ST TUB40020010.0 PASS 0.000 0.002 0.450 12
240.000 0.23
43 ST TUB2002005.0 PASS 0.003 0.042 10.104 14
240.000 4.21
44 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.23
45 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.23
46 ST TUB2002005.0 PASS 0.002 0.042 10.104 14
240.000 4.21

38. STAAD SPACE -- PAGE NO. 25
47 ST TUB40020010.0 PASS 0.000 0.002 0.450 14
240.000 0.22
48 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.22
49 ST TUB2002005.0 PASS 0.002 0.042 10.104 14
240.000 5.05
50 ST TUB40020010.0 PASS 0.000 0.002 0.450 14
240.000 0.22
51 ST TUB40020010.0 PASS 0.000 0.002 0.450 11
240.000 0.22
52 ST TUB2002005.0 PASS 0.001 0.042 10.104 14
240.000 5.05
53 ST TUB40020010.0 PASS 0.000 0.003 0.806 14
240.000 0.34
54 ST TUB40020010.0 PASS 0.000 0.003 0.806 14
240.000 0.40
55 ST TUB2002005.0 PASS 0.002 0.042 10.104 11
240.000 1.68
56 ST PIP19312.0 PASS 0.000 0.003 0.600 6
240.000 0.35
57 ST PIP50810.0 PASS 0.006 0.054 13.000 6
240.000 6.50
58 ST TUB40020010.0 PASS 0.000 0.002 0.450 14
240.000 0.23
59 ST TUB2002005.0 PASS 0.001 0.013 3.210 11
240.000 1.07
66 ST TUB40020010.0 PASS 0.004 0.023 5.506 11
240.000 1.84
67 ST TUB40020010.0 PASS 0.000 0.004 1.069 11
240.000 0.53
68 ST TUB15010010.0 PASS 0.000 0.001 0.210 6
240.000 0.12
69 ST TUB15010010.0 PASS 0.000 0.001 0.210 11
240.000 0.14
70 ST TUB15010010.0 PASS 0.000 0.001 0.352 14
240.000 0.21
71 ST TUB15010010.0 PASS 0.000 0.001 0.352 11
240.000 0.18
72 ST TUB2002005.0 PASS 0.001 0.013 3.210 11
240.000 1.07
73 ST TUB2002005.0 PASS 0.001 0.013 3.210 11
240.000 0.80
74 ST TUB2002005.0 PASS 0.000 0.013 3.210 14
240.000 2.41
75 ST TUB2002005.0 PASS 0.001 0.013 3.210 11
240.000 1.07
76 ST TUB2002005.0 PASS 0.001 0.013 3.210 11
240.000 0.80
77 ST TUB15010010.0 PASS 0.000 0.001 0.200 9
240.000 0.17
78 ST TUB15010010.0 PASS 0.000 0.001 0.200 6
240.000 0.13
79 ST TUB15010010.0 PASS 0.000 0.001 0.200 6
240.000 0.12
80 ST TUB15010010.0 PASS 0.000 0.001 0.200 13
240.000 0.13

39. STAAD SPACE -- PAGE NO. 26
81 ST TUB15010010.0 PASS 0.000 0.001 0.200 13
240.000 0.12
82 ST TUB15010010.0 PASS 0.000 0.001 0.200 5
240.000 0.18
83 ST TUB15010010.0 PASS 0.000 0.002 0.450 14
240.000 0.19
84 ST TUB15010010.0 PASS 0.000 0.002 0.450 14
240.000 0.22
85 ST TUB15010010.0 PASS 0.000 0.002 0.450 11
240.000 0.26
************** END OF TABULATED RESULT OF DESIGN **************
182. UNIT METER KG
183. STEEL MEMBER TAKE OFF LIST 1 TO 29 31 TO 59 66 TO 85

40. STAAD SPACE -- PAGE NO. 27
STEEL TAKE-OFF
--------------
PROFILE LENGTH(METE) WEIGHT(KG )
ST TUB40020010.0 37.61 3388.067
ST TUB2002005.0 171.77 5207.198
ST PIP19312.0 0.60 32.195
ST PIP50810.0 13.00 1588.615
ST TUB15010010.0 3.67 129.215
----------------
TOTAL = 10345.291
MEMBER PROFILE LENGTH WEIGHT
(METE) (KG )
1 ST TUB40020010.0 0.70 62.636
2 ST TUB40020010.0 0.70 62.636
3 ST TUB40020010.0 3.53 317.907
4 ST TUB40020010.0 10.10 910.211
5 ST TUB40020010.0 0.45 40.538
6 ST TUB40020010.0 0.45 40.538
7 ST TUB2002005.0 10.10 306.306
8 ST TUB40020010.0 0.45 40.538
9 ST TUB40020010.0 0.45 40.538
10 ST TUB2002005.0 10.10 306.306
11 ST TUB40020010.0 0.45 40.538
12 ST TUB40020010.0 0.45 40.538
13 ST TUB2002005.0 10.10 306.306
14 ST TUB40020010.0 0.45 40.538
15 ST TUB40020010.0 0.45 40.538
16 ST TUB2002005.0 10.10 306.306
17 ST TUB40020010.0 0.45 40.538
18 ST TUB40020010.0 0.45 40.538
19 ST TUB2002005.0 10.10 306.306
20 ST TUB40020010.0 0.45 40.538
21 ST TUB40020010.0 0.45 40.538
22 ST TUB2002005.0 6.89 208.994
23 ST TUB40020010.0 0.45 40.538
24 ST TUB40020010.0 0.45 40.538
25 ST TUB2002005.0 6.89 208.994
26 ST TUB40020010.0 0.45 40.538
27 ST TUB40020010.0 0.45 40.538
28 ST TUB2002005.0 6.89 208.994
29 ST TUB40020010.0 0.45 40.538
31 ST TUB2002005.0 6.89 208.994
32 ST TUB40020010.0 0.45 40.538
33 ST TUB40020010.0 0.45 40.538
34 ST TUB2002005.0 6.89 208.994
35 ST TUB40020010.0 0.45 40.538
36 ST TUB40020010.0 0.45 40.538
37 ST TUB2002005.0 6.89 208.994

41. STAAD SPACE -- PAGE NO. 28
38 ST TUB40020010.0 0.45 40.538
39 ST TUB40020010.0 0.45 40.538
40 ST TUB2002005.0 10.10 306.306
41 ST TUB40020010.0 0.45 40.538
42 ST TUB40020010.0 0.45 40.538
43 ST TUB2002005.0 10.10 306.306
44 ST TUB40020010.0 0.45 40.538
45 ST TUB40020010.0 0.45 40.538
46 ST TUB2002005.0 10.10 306.306
47 ST TUB40020010.0 0.45 40.538
48 ST TUB40020010.0 0.45 40.538
49 ST TUB2002005.0 10.10 306.306
50 ST TUB40020010.0 0.45 40.538
51 ST TUB40020010.0 0.45 40.538
52 ST TUB2002005.0 10.10 306.306
53 ST TUB40020010.0 0.81 72.581
54 ST TUB40020010.0 0.81 72.581
55 ST TUB2002005.0 10.10 306.306
56 ST PIP19312.0 0.60 32.195
57 ST PIP50810.0 13.00 1588.615
58 ST TUB40020010.0 0.45 40.538
59 ST TUB2002005.0 3.21 97.312
66 ST TUB40020010.0 5.51 496.004
67 ST TUB40020010.0 1.07 96.300
68 ST TUB15010010.0 0.21 7.386
69 ST TUB15010010.0 0.21 7.386
70 ST TUB15010010.0 0.35 12.377
71 ST TUB15010010.0 0.35 12.377
72 ST TUB2002005.0 3.21 97.312
73 ST TUB2002005.0 3.21 97.312
74 ST TUB2002005.0 3.21 97.312
75 ST TUB2002005.0 3.21 97.312
76 ST TUB2002005.0 3.21 97.312
77 ST TUB15010010.0 0.20 7.034
78 ST TUB15010010.0 0.20 7.034
79 ST TUB15010010.0 0.20 7.034
80 ST TUB15010010.0 0.20 7.034
81 ST TUB15010010.0 0.20 7.034
82 ST TUB15010010.0 0.20 7.034
83 ST TUB15010010.0 0.45 15.827
84 ST TUB15010010.0 0.45 15.827
85 ST TUB15010010.0 0.45 15.827
----------------
TOTAL = 10345.291
************ END OF DATA FROM INTERNAL STORAGE ************
184. FINISH

42. STAAD STRUCTURAL SUPPORT REACTIONS

43. Node L/C Force‐X kN Force‐Y kN Force‐Z kN
Moment‐X
kNm
Moment‐Y
kNm
Moment‐Z
kNm
49 6 ‐3.2 50.634 9.87 ‐15.716 ‐0.094 0.672
50 6 ‐1.805 1.486 ‐7.537 ‐2.076 ‐0.564 0.379
62 14 ‐1.595 38.558 6.126 ‐12.686 ‐0.023 ‐0.732
57 14 0.091 43.104 0.548 ‐20.459 0.073 ‐0.018
60 11 2.336 26.159 ‐0.178 6.065 0.334 ‐0.467
56 11 1.088 12.131 ‐0.012 ‐0.002 0.366 ‐0.218
40 14 0 78.337 1.526 0 0 0
MAXIMUM SUPPORT REACTION

44. STAAD STRUCTURAL INPUT FLE

45. STAAD SPACE
START JOB INFORMATION
ENGINEER DATE 20-Sep-16
END JOB INFORMATION
INPUT WIDTH 79
UNIT MMS KN
JOINT COORDINATES
1 0 0 0; 2 10104 0 0; 3 0 0 8701; 4 10104 0 8701; 5 0 0 8005.7;
6 10104 0 8005.7; 7 0 0 7555.7; 8 10104 0 7555.7; 9 0 0 7105.7;
10 10104 0 7105.7; 11 0 0 6655.7; 12 10104 0 6655.7; 13 0 0 6205.7;
14 10104 0 6205.7; 15 0 0 5755.7; 16 10104 0 5755.7; 17 0 0 5305.7;
18 10104 0 5305.7; 19 0 0 4855.7; 20 10104 0 4855.7; 21 0 0 4405.7;
22 10104 0 4405.7; 23 0 0 3955.7; 24 10104 0 3955.7; 25 0 0 3505.7;
26 10104 0 3505.7; 27 0 0 3055.7; 28 10104 0 3055.7; 29 0 0 2605.7;
30 10104 0 2605.7; 31 0 0 2155.7; 32 10104 0 2155.7; 33 0 0 1705.7;
34 10104 0 1705.7; 35 0 0 1255.7; 36 10104 0 1255.7; 37 0 0 805.701;
38 10104 0 805.701; 39 0 -600 8701; 40 0 -13600 8701; 41 6894 0 4405.7;
45 3529 0 0; 46 9035 0 0; 47 3529 -210 0; 48 9035 -210 0; 49 3529 -210 -351.9;
50 9035 -210 -351.9; 51 6894 0 4855.7; 52 6894 0 5305.7; 53 6894 0 5755.7;
54 6894 0 3955.7; 55 6894 0 3505.7; 56 6894 -200 4405.7; 57 6894 -200 4855.7;
58 6894 -200 5305.7; 59 6894 -200 5755.7; 60 6894 -200 3955.7;
61 6894 -200 3505.7; 62 10104 -200 4405.7;
MEMBER INCIDENCES
1 3 5; 2 4 6; 3 1 45; 4 3 4; 5 5 7; 6 6 8; 7 5 6; 8 7 9; 9 8 10; 10 7 8;
11 9 11; 12 10 12; 13 9 10; 14 11 13; 15 12 14; 16 11 12; 17 13 15; 18 14 16;
19 13 14; 20 15 17; 21 16 18; 22 15 53; 23 17 19; 24 18 20; 25 17 52; 26 19 21;
27 20 22; 28 19 51; 29 21 23; 31 21 41; 32 23 25; 33 24 26; 34 23 54; 35 25 27;
36 26 28; 37 25 55; 38 27 29; 39 28 30; 40 27 28; 41 29 31; 42 30 32; 43 29 30;
44 31 33; 45 32 34; 46 31 32; 47 33 35; 48 34 36; 49 33 34; 50 35 37; 51 36 38;
52 35 36; 53 37 1; 54 38 2; 55 37 38; 56 3 39; 57 40 39; 58 22 24; 59 41 22;
66 45 46; 67 46 2; 68 45 47; 69 46 48; 70 47 49; 71 48 50; 72 51 20; 73 52 18;
74 53 16; 75 54 24; 76 55 26; 77 55 61; 78 54 60; 79 41 56; 80 51 57; 81 52 58;
82 53 59; 83 58 59; 84 57 58; 85 61 60; 86 22 62;
DEFINE MATERIAL START
ISOTROPIC STEEL
E 205
POISSON 0.3
DENSITY 7.68195e-008
ALPHA 1.2e-005
DAMP 0.03
TYPE STEEL
STRENGTH FY 0.2532 FU 0.4078 RY 1.5 RT 1.2
END DEFINE MATERIAL
UNIT METER KN
MEMBER PROPERTY BRITISH
7 10 13 16 19 22 25 28 31 34 37 40 43 46 49 52 55 59 72 TO 75 -
76 TABLE ST TUB2002005.0
68 TO 71 77 TO 86 TABLE ST TUB15010010.0
57 TABLE ST PIP50810.0
56 TABLE ST PIP19312.0
MEMBER PROPERTY BRITISH
1 TO 6 8 9 11 12 14 15 17 18 20 21 23 24 26 27 29 32 33 35 36 38 39 41 42 -
44 45 47 48 50 51 53 54 58 66 67 TABLE ST TUB40020010.0
UNIT MMS KN
CONSTANTS
BETA 90 MEMB 1 TO 6 8 9 11 12 14 15 17 18 20 21 23 24 26 27 29 32 33 35 36 -
38 39 41 42 44 45 47 48 50 51 53 54 58 66 TO 71
MATERIAL STEEL ALL
SUPPORTS
40 PINNED
49 50 56 57 60 62 FIXED
UNIT METER KN
MEMBER RELEASE
56 68 69 77 TO 82 START MY MZ
UNIT MMS KN
LOAD 1 LOADTYPE Dead TITLE DEAD LOAD
SELFWEIGHT Y -1.15 LIST 1 TO 29 31 TO 59 66 TO 85
LOAD 2 LOADTYPE Live TITLE LIVE LOAD
MEMBER LOAD
4 UNI GY -0.0003 0 10103 200
1 2 53 54 UNI GY -0.0003 0 695 200
5 6 8 9 11 12 14 15 17 18 20 21 23 24 26 27 29 32 33 35 36 38 39 41 42 44 -
45 47 48 50 51 58 UNI GY -0.0003 0 450 200

46. 3 UNI GY -0.0003 0 3528 200
66 UNI GY -0.0003 0 5506 200
67 UNI GY -0.0003 0 1068 200
7 10 13 16 19 40 43 46 49 52 55 UNI GY -7.5e-005 0 10104 50
76 UNI GY -7.5e-005 0 3210 50
37 UNI GY -7.5e-005 0 6894 50
75 UNI GY -7.5e-005 0 3210 50
34 UNI GY -7.5e-005 0 6894 50
74 UNI GY -7.5e-005 0 3210 50
22 UNI GY -7.5e-005 0 6894 50
73 UNI GY -7.5e-005 0 3210 50
25 UNI GY -7.5e-005 0 6894 50
72 UNI GY -7.5e-005 0 3210 50
28 UNI GY -7.5e-005 0 6894 50
31 UNI GY -7.5e-005 0 6893 50
59 UNI GY -7.5e-005 0 3210 100
57 UNI GZ -0.000375 0 12900 250
LOAD 3 LOADTYPE Wind TITLE WIND LOAD -VE
UNIT METER KN
MEMBER LOAD
4 UNI GY -0.6 0 10.103 0.2
1 2 53 54 UNI GY -0.6 0 0.695 0.2
3 UNI GY -0.6 0 3.528 0.2
66 UNI GY -0.6 0 5.506 0.2
67 UNI GY -0.75 0 1.068 0.25
7 10 13 16 19 40 43 46 49 52 55 UNI GY -0.15 0 10.104 0.05
76 UNI GY -0.15 0 3.21 0.05
37 UNI GY -0.15 0 6.894 0.05
75 UNI GY -0.15 0 3.21 0.05
34 UNI GY -0.15 0 6.894 0.05
74 UNI GY -0.15 0 3.21 0.05
22 UNI GY -0.15 0 6.894 0.05
73 UNI GY -0.15 0 3.21 0.05
25 UNI GY -0.15 0 6.894 0.05
72 UNI GY -0.15 0 3.21 0.05
28 UNI GY -0.15 0 6.894 0.05
31 UNI GY -0.15 0 6.893 0.05
59 UNI GY -0.15 0 3.21 0.05
57 UNI GZ -0.75 0 12.9 0.25
5 6 8 9 11 12 14 15 17 18 20 21 23 24 26 27 29 32 33 35 36 38 39 41 42 44 -
45 47 48 50 51 58 UNI GY -0.75 0 0.449 0.25
UNIT MMS KN
LOAD 4 LOADTYPE Wind TITLE WIND LOAD +VE
UNIT METER KN
MEMBER LOAD
4 UNI GY 0.75 0 10.104 0.25
1 2 53 54 UNI GY 0.75 0 0.695 0.25
5 6 8 9 11 12 14 15 17 18 20 21 23 24 26 27 29 32 33 35 36 38 39 41 42 44 -
45 47 48 50 51 58 UNI GY 0.75 0 0.45 0.25
3 UNI GY 0.75 0 3.528 0.25
66 UNI GY 0.75 0 5.506 0.25
67 UNI GY 0.75 0 1.07 0.25
7 10 13 16 19 40 43 46 49 52 55 UNI GY 0.15 0 10.104 0.05
76 UNI GY 0.15 0 3.21 0.05
37 UNI GY 0.15 0 6.894 0.05
75 UNI GY 0.15 0 3.21 0.05
34 UNI GY 0.15 0 6.894 0.05
74 UNI GY 0.15 0 3.21 0.05
22 UNI GY 0.15 0 6.894 0.05
73 UNI GY 0.15 0 3.21 0.05
25 UNI GY 0.15 0 6.894 0.05
72 UNI GY 0.15 0 3.21 0.05
28 UNI GY 0.15 0 6.894 0.05
31 UNI GY 0.15 0 6.893 0.05
59 UNI GY 0.15 0 3.21 0.05
57 UNI GZ 0.15 0 12.9 0.05
LOAD COMB 5 GENERATED INDIAN CODE GENRAL_STRUCTURES 1
1 1.5 2 1.5
LOAD COMB 6 GENERATED INDIAN CODE GENRAL_STRUCTURES 2
1 1.2 2 1.2 3 1.2
LOAD COMB 7 GENERATED INDIAN CODE GENRAL_STRUCTURES 3
1 1.2 2 1.2 4 1.2
LOAD COMB 8 GENERATED INDIAN CODE GENRAL_STRUCTURES 4

47. 1 1.2 2 1.2 3 -1.2
LOAD COMB 9 GENERATED INDIAN CODE GENRAL_STRUCTURES 5
1 1.2 2 1.2 4 -1.2
LOAD COMB 10 GENERATED INDIAN CODE GENRAL_STRUCTURES 6
1 1.2 2 1.2
LOAD COMB 11 GENERATED INDIAN CODE GENRAL_STRUCTURES 7
1 1.5 3 1.5
LOAD COMB 12 GENERATED INDIAN CODE GENRAL_STRUCTURES 8
1 1.5 4 1.5
LOAD COMB 13 GENERATED INDIAN CODE GENRAL_STRUCTURES 9
1 1.5 3 -1.5
LOAD COMB 14 GENERATED INDIAN CODE GENRAL_STRUCTURES 10
1 1.5 4 -1.5
LOAD COMB 15 GENERATED INDIAN CODE GENRAL_STRUCTURES 11
1 1.5
LOAD COMB 16 GENERATED INDIAN CODE GENRAL_STRUCTURES 12
1 0.9
UNIT METER KG
LOAD COMB 17 COMBINATION LOAD CASE 17
1 1.0 2 1.0 3 1.0
LOAD COMB 18 COMBINATION LOAD CASE 18
1 1.0 2 1.0 4 1.0
UNIT METER KN
PERFORM ANALYSIS
PARAMETER 1
CODE IS800 LSD
FYLD 250000 MEMB 1 TO 29 31 TO 59 66 TO 85
CHECK CODE MEMB 1 TO 29 31 TO 59 66 TO 85
PARAMETER 2
CODE IS800 LSD
PARAMETER 3
CODE BS5950
DFF 240 MEMB 1 TO 29 31 TO 59 66 TO 85
TRACK 4 MEMB 1 TO 29 31 TO 59 66 TO 85
CHECK CODE MEMB 1 TO 29 31 TO 59 66 TO 85
UNIT METER KG
STEEL MEMBER TAKE OFF LIST 1 TO 29 31 TO 59 66 TO 85
FINISH

48. BASE PLATE REFERENCE

49. BASEPLATE (1) BASEPLATE (2)TOP VIEW OF CANOPY
BASEPLATE (3)
BASEPLATE (4)
BASEPLATE (5)
BASEPLATE (6)
Load 4
XY
Z
Whole Structure (Input data was modified after picture taken)
BASE PLATE (7)
ISOMETRIC VIEW
Load 4
X
Y
Z
Whole Structure (Input data was modified after picture taken)

50. BASE PLATE 1 & 2 ,WELD CHECK & ANCHOR DESIGN

51. 1 Design forces
Factored Axial load Pu = KN
Nature of axial load =
Factored Shear force Fy = KN
Dia of anchor bolts (HT bolts) = M mm
No of Anchor = Nos
Factored lateral load Fx = KN
Ultimate Tensile strength of bolt fu = Mpa
Ultimate Tesile strength of plate fcu = Mpa
Yield stress of plate fy = Mpa
Cube compressive strength of concrete fck = Mpa
2 Geometric properties
Column section =
Depth of section = mm
Width of flange = mm
Clearence of holes = mm
Dia of holes = Nominal dia of bolt + clearence = mm
Minimum Edge distance = mm Clause 10.2.4
Maximum edge distance = 12tε IS:800:2007
= mm
ε = (250/fy)1/2
=
Edge distance provided = mm
O.K
4
Design of base plate As per IS 800:2007
BASEPLATE 1 & 2 MAXIMUM REACTION FROM NODE 49 & 50
9.87 From Staad
analysisCompression
50.634
10
28
-3.2
100
250
250
20
RHS
150
100
20
30
30
50
300
1
80
75 75
25
800
30 240 30
140
100
200
150
30
300

52. Minimum spacing of bolts (2.5 d) = mm Clause 10.2.2 &
Maximum spacing of bolts (lesser of 32t or 300) = mm 10.2.3
Spacing of bolt provided = mm IS:800:2007
Taking Non- Factored Reaction For Base Plate & divided by no of nodes (48)
FX (Kn)
Fy (KN-
m)
Fz (Kn)
MX
(Kn.m)
My (KN.m) My (KN.m)
-1.504 1.238 -6.281 -1.73 -0.47 0.316
-0.269 0.503 -1.744 -0.519 -0.095 0.056
FX (Kn)
Fy (KN-
m)
Fz (Kn)
MX
(Kn.m)
My (KN.m) My (KN.m)
-2.667 42.195 8.225 -13.096 -0.079 0.56
-0.489 16.927 1.865 -5.54 -0.028 0.103
No of nodes = 48
FX (Kn)
Fy (KN-
m)
Fz (Kn)
MX
(Kn.m)
My (KN.m) My (KN.m)
-0.056 0.87906 0.17135 -0.27283 -0.001646 0.0116667
Considering Maximum Reaction From the Node 49 For Baseplate check
25
240
300
17 COMBINATION LOAD CASE 17
18 COMBINATION LOAD CASE 18
Reaction from Node 50
Reaction from Node 49
17 COMBINATION LOAD CASE 17
Loading
18 COMBINATION LOAD CASE 18
Section RHS 150 x 100 x10 mm thk
Thickness 25 mm MS Stifneer 40 x 10 mm thk

53. Staa Pro Base pLate Stress Result
Conclusion
Induce Stress = 207 N/mm2
Permissible Stress = 250 N/mm2
Hence Plate Is Safe in Stress
FX (Kn)
Fy (KN-
Fz (Kn)
MX
My (KN m) My (KN m)
Reaction From Support
FX (Kn)
y (
m)
Fz (Kn)
(Kn.m)
My (KN.m) My (KN.m)
-0.004 0.039 -0.001 0 0 0
0.264 -8.948 0.13 0 0 0
0.26 -8.909 0.129 0 0 0
-0.268 8.987 -0.131 0 0 0
0.004 0.039 -0.001 0 0 0
2.821 -9.038 0.147 0 0 0
2.825 -8.999 0.147 0 0 0
-2.818 9.077 -0.148 0 0 0
0.004 0.04 0 0 0 0
-2.692 -10.774 -43.735 0 0 0
-2.688 -10.733 -43.735 0 0 0
2.696 10.814 43.735 0 0 0
-0.004 0.04 0 0 0 0
2.22 -12.556 -44.529 0 0 0
2.216 -12.515 -44.529 0 0 0
-2.224 12.596 44.529 0 0 0
573 1 LOAD CASE 1
2 DL+ LL+(-VE) WL (NON-FACTORED)
3 COMBINATION LOAD CASE 3
4 COMBINATION LOAD CASE 4
3 COMBINATION LOAD CASE 3
4 COMBINATION LOAD CASE 4
587
69
83
2 DL+ LL+(-VE) WL (NON-FACTORED)
3 COMBINATION LOAD CASE 3
4 COMBINATION LOAD CASE 4
1 LOAD CASE 1
2 DL+ LL+(-VE) WL (NON-FACTORED)
1 LOAD CASE 1
2 DL+ LL+(-VE) WL (NON-FACTORED)
3 COMBINATION LOAD CASE 3
4 COMBINATION LOAD CASE 4
1 LOAD CASE 1

54. Anchor Fastner Design
No. of Anchors (N) = 4
Spacing (dh) = 140 mm
Spacing (dv) = 240 mm
edge dist. ( ex ) = 50 mm
edge dist. ( ey1 ) = 75 mm
edge dist. ( ey2 ) = 75 mm
Min Edge distance to RCC = 245 mm
Min Concrete Thickness = 230 mm
Min Concrete Grade = M20
F.O.S assumed = 1.5
Combined Reaction x Fos
Fx (Lateral Direction) = 12.0195 Kn
Fy (Verticle Direction) = 62.211 Kn
Fz (Axial Direction) = 132.815 Kn
Mx = 0 Kn-m
My = 0 Kn-m
Mz = 0 Kn-m
Anchor Fasteners is designed using HILTI software
Provide 4#s, HILTI "

55. Checking For Welding - Between Veticle Plate to Base Plate (As per IS :816-1969)
Maximum Axial Force Ft = 9.87 Kn
Maximum Shear Force in Major Axis Vx = 50.63 Kn
Maximum Shear Force in Minor Axis Vy = 3.20 Kn
Maximum Moment in Major Axis Mx = 0.09 kN-m
Maximum Moment in minor Axis My = 0.672 kN-m
Maximum Torsional Moment Mz = 15.72 kN-m
Thickness of Weld (tw) tw = 6 mm
Section Properties for 2 verticle Side Weld
Deiamention of Weld b = 100 mm b = 100 mm
d = 150 mm d = 150 mm
Weld Length (Lw) Lw:= 2 x(d+b) Lw:= 500 mm
Section Modulus of Weld Swx := (d2
/3) Swx := 7500 mm2
Section Modlus of Weld Swy:= (b x d) Swy:= 15000 mm2
Polar Moment Of inerti of weld Jw:= (b2
+ 3 b x d 2
) + (3 d x b2
+ d 3
) Jw:= 2447500 mm4
6 6
r:= ((b/2)2
+ ( d/2)2
)^0.5) r:= 90.13878 mm
Resltant Shear Force on Weld (factored) Rw:= ((Vx)2
+ (Vy)2
)^0.5) Rw:= 50.7 Kn
Shear Force From Resulatnat Force Pr:= Rw Pr:= 101 N
Lw mm
Moment on Weld (factored) Mwx := Mx Mwx := 90000 N.mm
Moment on Weld (factored) Mwy := My Mwy := 672000 N.mm
Tensile Stress from Moment Pm := Mwx + Mwy + Ft Pm:= 56.81974 N.mm
Swx Swy Lw
Torsional Moment in Weld (Factored) Mwt := Mt Mt:= 0 N.mm
Stress from Torsional Moment Pt := Mwt x r Pt := 0 N/mm
Jw
Resultant Stress on Weld Pw := ((Pr + Pt )2
+ Pm2
)^0.5) Pw := 116.2955 N/mm
Resultat Stress on Weld pw:= Pw pw:= 27.68941 N/mm
0.7 x tw
factored Ultimate Weld Strength þƜ:= 220 N
mm2
Weld capacity Wc:= (0.7*þƜ*tw) Wc:= 924 N
mm
% utilization U:= Pw U:= 0.12586 Pw := 116.2955 N
Wc mm
% utilization U:= pw U:= 0.12586 Hence ok
þƜ:=
Reaction Considered from Factored load node 49

56. Weld Check
Weld Check - Fillet weld
Forces
Fx = 50.63 Kn
Fy = 3.20 Kn
Fz = 9.87 Kn
Moments
Mx = 0.0900 Kn-m
My = 0.6720 Kn-m
Mz = 15.72 Kn-m
Minimum Weld thickness (tw) = 6 mm
Throat thickness = 4.2 mm (Refer Weld calc. Sheet)
Actual Width Length = 400 (2 x 200 )mm
Hence Safe
Refer Output of Weld calculatio sheet
Design Strength Check
Induced Max Stress σi = 0.0277 Kn/mm2
Permissible Stress σp = 0.22 Kn/mm2
(Allowable Stress)
Hence Safe in Welding
utilization Ratio = 0.1259 < 1
Hence Weld is safe with 6mm Fillet weld

57. BASE PLATE 4 & 6 ,WELD CHECK & ANCHOR DESIGN

58. 1 Design forces
Factored Axial load Pu = KN
Nature of axial load =
Factored Shear force Fy = KN
Dia of anchor bolts (HT bolts) = M mm
No of Anchor = Nos
Factored lateral load Fx = KN
Ultimate Tensile strength of bolt fu = Mpa
Ultimate Tesile strength of plate fcu = Mpa
Yield stress of plate fy = Mpa
Cube compressive strength of concrete fck = Mpa
2 Geometric properties
Column section =
Depth of section = mm
Width of flange = mm
Clearence of holes = mm
Dia of holes = Nominal dia of bolt + clearence = mm
Minimum Edge distance = mm Clause 10.2.4
Maximum edge distance = 12tε IS:800:2007
= mm
ε = (250/fy)1/2
=
Edge distance provided = mm
O.K
800
30 240 30
0
50
300
1
80
0 75
25
RHS
150
100
20
30
28
-3.2
100
250
250
20
9.87 From Staad
analysisCompression
50.634
10
4
Design of base plate As per IS 800:2007
BASEPLATE 1 & 2 MAXIMUM REACTION FROM NODE 49 & 50
200
150
30
300
30
50
140
100

59. Minimum spacing of bolts (2.5 d) = mm Clause 10.2.2 &
Maximum spacing of bolts (lesser of 32t or 300) = mm 10.2.3
Spacing of bolt provided = mm IS:800:2007
Taking Non- Factored Reaction For Base Plate & divided by no of nodes (64)
FX (Kn)
Fy (KN-
m)
Fz (Kn)
MX
(Kn.m)
My (KN.m) My (KN.m)
1.923 19.997 0.012 4.665 0.339 -0.385
1.019 9.494 -0.095 2.198 0.037 -0.204
FX (Kn)
Fy (KN-
m)
Fz (Kn)
MX
(Kn.m)
My (KN.m) My (KN.m)
2.001 32.812 1.56 -15.303 0.504 -0.4
0.773 14.426 0.45 -6.603 0.087 -0.155
No of nodes = 64
FX (Kn)
Fy (KN-
m)
Fz (Kn)
MX
(Kn.m)
My (KN.m) My (KN.m)
0.0313 0.51269 0.02438 -0.23911 0.007875 -0.00625
Considering Maximum Reaction From the Node 57 For Baseplate check
17 COMBINATION LOAD CASE 17
18 COMBINATION LOAD CASE 18
Loading
240
Reaction from Node 60
17 COMBINATION LOAD CASE 17
18 COMBINATION LOAD CASE 18
Reaction from Node 57
25
300
Section RHS 150 x 100 x10 mm thk
Thickness 20 mm

60. Staa Pro Base pLate Stress Result
Conclusion
Induce Stress = 220 N/mm2
Permissible Stress = 250 N/mm2
Hence Plate Is Safe in Stress
R ti F S t
FX (Kn) Fy (KN-
)
Fz (Kn) MX
(K )
My (KN.m) My (KN.m)
-0.004 0.045 -0.015 0 0 0
2.007 -10.771 0.674 0 0 0
2.002 -10.725 0.659 0 0 0
-2.011 10.816 -0.688 0 0 0
0.004 0.045 -0.014 0 0 0
-1.609 -8.638 0.824 0 0 0
-1.605 -8.592 0.81 0 0 0
1.613 8.683 -0.838 0 0 0
0.004 0.041 0 0 0 0
-2.937 -6.863 -60.286 0 0 0
-2.932 -6.821 -60.286 0 0 0
2.941 6.904 60.286 0 0 0
-0.004 0.041 0 0 0 0
4.543 -6.497 -58.572 0 0 0
4.538 -6.456 -58.572 0 0 0
-4.547 6.538 58.572 0 0 0
83 1 LOAD CASE 1
2 DL+ LL+(-VE) WL (NON-FACTORED)
3 COMBINATION LOAD CASE 3
4 COMBINATION LOAD CASE 4
587 1 LOAD CASE 1
2 DL+ LL+(-VE) WL (NON-FACTORED)
3 COMBINATION LOAD CASE 3
4 COMBINATION LOAD CASE 4
69 1 LOAD CASE 1
2 DL+ LL+(-VE) WL (NON-FACTORED)
3 COMBINATION LOAD CASE 3
4 COMBINATION LOAD CASE 4
Reaction From Support
573 1 LOAD CASE 1
2 DL+ LL+(-VE) WL (NON-FACTORED)
3 COMBINATION LOAD CASE 3
4 COMBINATION LOAD CASE 4

61. Anchor Fastner Design
No. of Anchors (N) = 4
Spacing (dh) = 140 mm
Spacing (dv) = 240 mm
edge dist. ( ex ) = 50 mm
edge dist. ( ey1 ) = 75 mm
edge dist. ( ey2 ) = 75 mm
Min Edge distance to RCC = 245 mm
Min Concrete Thickness = 230 mm
Min Concrete Grade = M20
F.O.S assumed = 1.5
Combined Reaction x Fos
Fx (Lateral Direction) = 16.668 Kn
Fy (Verticle Direction) = 49.4115 Kn
Fz (Axial Direction) = 180.576 Kn
Mx = 0 Kn-m
My = 0 Kn-m
Mz = 0 Kn-m
Anchor Fasteners is designed using HILTI software
Provide 4#s, HILTI "

62. Checking For Welding - Between Veticle Plate to Base Plate (As per IS :816-1969)
Maximum Axial Force Ft = 0.548 Kn
Maximum Shear Force in Major Axis Vx = 0.09 Kn
Maximum Shear Force in Minor Axis Vy = 43.10 Kn
Maximum Torsional Moment Mx = 20.459 kN-m
Maximum Moment in minor Axis My = 0.073 kN-m
Maximum Moment in Major Axis Mz = 0.018 kN-m
Thickness of Weld (tw) tw = 6 mm
Section Properties for 2 verticle Side Weld
Deiamention of Weld b = 225 mm b = 225 mm
d = 100 mm d = 100 mm
Weld Length (Lw) Lw:= 2d + b Lw:= 425 mm
Section Modulus of Weld Swx := (d2
/3) Swx := 3333.3333 mm2
Section Modlus of Weld Swy:= (b x d) Swy:= 22500 mm2
Polar Moment Of inerti of weld Jw:= in X Axis Jw:= 6653872 mm4
r:= ((b/2)2
+ ( d/2)2
)^0.5) r:= 123.1107 mm
Resltant Shear Force on Weld (factored) Rw:= ((Vx)2
+ (Vy)2
)^0.5) Rw:= 43.1 Kn
Shear Force From Resulatnat Force Pr:= Rw Pr:= 101 N
Lw mm
Moment on Weld (factored) Mwx := Mx Mwx := 18000 N.mm
Moment on Weld (factored) Mwy := My Mwy := 73000 N.mm
Tensile Stress from Moment Pm := Mwx + Mwy + Ft Pm:= 8.645734 N.mm
Swx Swy Lw
Torsional Moment in Weld (Factored) Mwt := Mt Mt:= 20.459 N.mm
Stress from Torsional Moment Pt := Mwt x r Pt := 0.000379 N/mm
Jw
Resultant Stress on Weld Pw := ((Pr + Pt )2
+ Pm2
)^0.5) Pw := 101.7896 N/mm
Resultat Stress on Weld pw:= Pw pw:= 24.23562 N/mm
0.7 x tw
factored Ultimate Weld Strength þƜ:= 220 N
mm2
Weld capacity Wc:= (0.7*þƜ*tw) Wc:= 924 N
mm
% utilization U:= Pw U:= 0.11016 Pw := 101.7896 N
Wc mm
% utilization U:= pw U:= 0.11016 Hence ok
þƜ:=
Reaction Considered from Factored load node 57

63. Weld Check
Weld Check - Fillet weld
Forces
Fx = 0.09 Kn
Fy = 43.10 Kn
Fz = 0.55 Kn
Moments
Mx = 20.4590 Kn-m
My = 0.0730 Kn-m
Mz = 0.018 Kn-m
Minimum Weld thickness (tw) = 6 mm
Throat thickness = 4.2 mm (Refer Weld calc. Sheet)
Actual Width Length = 425 mm
Hence Safe
Refer Output of Weld calculatio sheet
Design Strength Check
Induced Max Stress σi = 0.0242 Kn/mm2
Permissible Stress σp = 0.22 Kn/mm2
(Allowable Stress)
Hence Safe in Welding
utilization Ratio = 0.1102 < 1
Hence Weld is safe with 6mm Fillet weld

64. basePLATE 3 & 5

65. BASEPLATE (3 & 5)for Terrace level on RCC Column
Taking Maximum reaction From Node 56
Max. Reactions from Node 56
Fx (Lateral Load ) = 1.008 KN
Fy (Axial Load ) = 12.131 KN
Fz (Horizontal Load ) = -0.012 KN
Mx = 0.002 Kn-m
My = 0.366 Kn-m
Mz = 0.218 Kn-mMz 0.218 Kn m
Design of base plate
Material Used Mild Steel
Min Yeild Strength (Fyld1) = 250 N/mm2
Width of Plate (B) = 300 mm
Depth of Plate (D) = 200 mm
Thickness of Plate (T) = 20 mm
Eccentricity (e) = 0 mm
Mzt = 0.218 Kn-m (Mz + Fx x e)
Mxt = 0.002 Kn-m (Mx + Fz x e)
Max Pressure at Base (P) = 0.27585 N/mm2
(Fy/BD + 6Mxt/BD2 + 6Mzt/DB2)
Max Plate Projection (a) = 200 mm
Max Bending Moment in Base Plate (M) = 5517 N-mm (P x a2
/ 2)
Max Plate Stress = 82.755 N/mm2
(6M / t2)
<
187.5 N/mm2
(0.75fyld1)
Hence OK

66. Anchor Fastner Design
No. of Anchors (N) =
Spacing (dh) = 640 mm
Spacing (dv) = 640 mm
edge dist. ( ex ) = 80 mm
edge dist. ( ey1 ) = 80 mmedge dist. ( ey1 ) 80 mm
edge dist. ( ey2 ) = 80 mm
Min Edge distance to RCC = 125 mm
Min Concrete Thickness = 500 mm
Min Concrete Grade = M20
F.O.S assumed = 1.5
Fx (Axial Load or Verticle Load ) = 1.008 KN
Fy = 12.131 KN
Fz = -0.012 KN
Mx = 0.002 Kn-m
My = 0.366 Kn-m
Mz = 0.218 Kn-m
Anchor Fasteners is designed using HILTI software
Provide 4#s HILTI "Provide 4#s, HILTI

67. Checking For Welding - Between Veticle Plate to Base Plate (As per IS :816-1969)
Maximum Axial Force Ft = 12.13 Kn
Maximum Shear Force in Major Axis Vx = 1.09 Kn
Maximum Shear Force in Minor Axis Vz = 0.01 Kn
Maximum Moment in Major Axis Mz = 0.22 kN-m
Maximum Moment in minor Axis My = 0.37 kN-m
Maximum Torsional Moment Mz = 0 kN-m
Thickness of Weld (tw) tw = 6 mm
Section Properties
Deiamention of Weld b = 100 mm b = 100 mm
d = 150 mm d = 150 mm
Weld Length (Lw) Lw:= 2 x(d+b) Lw:= 500 mm
Section Modulus of Weld Swx := (d2
/3) Swx := 7500 mm2
Section Modlus of Weld Swy:= (b x d) Swy:= 15000 mm2
Polar Moment Of inerti of weld Jw:= (b2
+ 3 b x d 2
) + (3 d x b2
+ d 3
) Jw:= 2447500 mm4
6 6
r:= ((b/2)2
+ ( d/2)2
)^0.5) r:= 90.13878 mm
Resltant Shear Force on Weld (factored) Rw:= ((Vx)2
+ (Vy)2
)^0.5) Rw:= 1.09 Kn
Shear Force From Resulatnat Force Pr:= Rw Pr:= 2.18 N
Lw mm
Moment on Weld (factored) Mwx := Mx Mwx := 220000 N.mm
Moment on Weld (factored) Mwy := My Mwy := 370000 N.mm
Tensile Stress from Moment Pm := Mwx + Mwy + Ft Pm:= 54.02426 N.mm
Swx Swy Lw
Torsional Moment in Weld (Factored) Mwt := Mt Mt:= 0 N.mm
Stress from Torsional Moment Pt := Mwt x r Pt := 0 N/mm
Jw
Resultant Stress on Weld Pw := ((Pr + Pt )2
+ Pm2
)^0.5) Pw := 54.06807 N/mm
Resultat Stress on Weld pw:= Pw pw:= 12.87335 N/mm
0.7 x tw
factored Ultimate Weld Strength þƜ:= 220 N
mm
Weld capacity Wc:= (0.7*þƜ*tw) Wc:= 924 N
mm
% utilization U:= Pw U:= 0.05852 Pw := 54.06807 N
Wc mm
% utilization U:= pw U:= 0.05852 Hence ok
þƜ:=
Reaction Considered from Factored load node 49

68. Weld Check
Weld Check - Fillet weld
Forces
Fx = 1.09 Kn
Fy = 0.01 Kn
Fz = 12.13 Kn
Moments
Mx = 0.2200 Kn-m
My = 0.3700 Kn-m
Mz = 0 Kn-m
Minimum Weld thickness (tw) = 6 mm
Throat thickness = 4.2 mm (Refer Weld calc. Sheet)
Actual Width Length = 400 (2 x 200 )mm
Hence Safe
Refer Output of Weld calculatio sheet
Design Strength Check
Induced Max Stress σi = 0.0129 Kn/mm2
Permissible Stress σp = 0.22 Kn/mm2
(Allowable Stress)
Hence Safe in Welding
utilization Ratio = 0.0585 < 1
Hence Weld is safe with 6mm Fillet weld

69. BASE PLATE 7 (Bottom Baseplate)

70. BASEPLATE : Ground floor base plate
Max. Reactions for node 40
Fx = 0 KN
Fy = 78.337 KN
Fz = 1.526 KN
Mx = 0 Kn-m
My = 0 Kn-m
Mz = 0 Kn-mMz 0 Kn m
Design of base plate
Material Used Mild Steel
Min Yeild Strength (Fyld1) = 250 N/mm2
Width of Plate (B) = 800 mm
Depth of Plate (D) = 800 mm
Thickness of Plate (T) = 25 mm
Eccentricity (e) = 0 mm
Mzt = 0 Kn-m (Mz + Fx x e)
Mxt = 0 Kn-m (Mx + Fz x e)
Max Pressure at Base (P) = 0.122402 N/mm2
(Fy/BD + 6Mxt/BD2 + 6Mzt/DB2)
Max Plate Projection (a) = 200 mm
Max Bending Moment in Base Plate (M) = 2448.031 N-mm (P x a2
/ 2)
Max Plate Stress = 23.5011 N/mm2
(6M / t2)
187.5 N/mm2
(0.75fyld1)
Hence OK

71. No. of Anchors (N) =
Spacing (dh) = 640 mm
Spacing (dv) = 640 mm
edge dist. ( ex ) = 80 mm
edge dist. ( ey1 ) = 80 mmedge dist. ( ey1 ) 80 mm
edge dist. ( ey2 ) = 80 mm
Min Edge distance to RCC = 125 mm
Min Concrete Thickness = 500 mm
Min Concrete Grade = M20
F.O.S assumed = 1.5
Anchor Fasteners is designed using HILTI software
Provide 4#s, HILTI "HSA-M12" ANCHORS, (hef = 65mm)
Check for Side Stiffeners
Material Used =
Min Yeild Strength (Fyld2) = 250 N/mm2
Combined Width of Member (B) = 500 mmCombined Width of Member (B) = 500 mm
Depth of Member (D) = 500 mm
Min. thickness of member (t) = 10 mm (Web thickness)
No. of Faces for main memb. (n) = 4
Depth of Side Stiffeners (ds) = 100 mm
Thickness of Side Stiffeners (ts) = 4 mm
No. of Side Stiffeners (ns) = 4
Bending Stress induced
Vertical (sv) = 0 N/mm2
(6Mxt / ntDB)
Lateral (sh) = 0 N/mm2
(6Myt / nstsds2
)
Permissible Bending Stress (sp) = 165 N/mm2
(0.66fyld2)Permissible Bending Stress (sp) = 165 N/mm (0.66fyld2)
Interaction eq:-
(sv + sh) / (sp) = 0
< 1
Hence Plates are OK

72. Check For Weld (Vert. Main Memb. to Horz. Base Plate)
Fillet Weld Thickness (tw) = 6 mm
Throat Thickness (twt) = 4.242 mm (0.707 x tw)
Permissible Stress (σw) = 220 N/mm2
Permissible Stress (σw) 220 N/mm
Strength of Weld/mm run (Sw) = 933.24 (twt x σw)
Refer Detailed Calculation Sheets (weld3.pdf)
Provide Minimum 6mm FW All Around

73. Checking For Welding - Between Cylindrical section to Base Plate (As per IS :816 :1969)
Maximum Axial Force Ft = 73.541 Kn
Maximum Shear Force in Major Axis Vy = 1.48 Kn
Maximum Shear Force in Minor Axis Vz = 8.26 Kn
Maximum Moment in Major Axis My = 6.595 kN-m
Maximum Moment in minor Axis Mz = 10.966 kN-m
Maximum Torsional Moment Mx = 0.538 kN-m
Thickness of Weld (tw) tw = 8 mm
Section Properties for 2 verticle Side Weld
Diamention of Weld cr = 1571 mm cr = 1571 mm
Diamention of Circle (Diameter) d = 500 mm d = 500 mm
Inner diamter if circle di = 480 mm di = 480 mm
Weld Length (Lw) Lw:= 1571 Lw:= 1571 mm
Section Modulus of Weld Sw := (Π x d3
)/32 Sw := 12265625 mm3
Polar Moment Of inerti of weld Jw:= (Π x( r4
‐ri4
)/2 Jw:= 7693 mm4
r:= 10 mm2
Resltant Shear Force on Weld (factored) Rw:= ((VZ)2
+ (Vy)2
)^0.5) Rw:= 8.394 Kn
Shear Force From Resulatnat Force Pr:= Rw Pr:= 5.343 N
Lw mm
Moment on Weld (factored) Mwx := Mx Mwx := 6595000 N.mm
Moment on Weld (factored) Mwy := My Mwy := 10966000 N.mm
Tensile Stress from Moment Pm := Mwx + Mwy + Ft Pm:= 1.478536426 N/mm2
Sw Sw Lw
Torsional Moment in Weld (Factored) Mwt := Mt Mt:= 538000 N.mm
Stress from Torsional Moment Pt := Mwt x r Pt := 699.3370597 N/mm2
Jw
Resultant Stress on Weld Pw := ((Pr + Pt )2
+ Pm2
)^0.5) Pw := 704.6820203 N/mm
Resultat Stress on Weld pw:= Pw pw:= 125.8360751 N/mm
0.7 x tw
Ultimate Weld Strength þƜ:= 220 N
mm
Weld capacity Wc:= (0.7*þƜ*tw) Wc:= 1232 N
mm2
% utilization U:= Pw U:= 0.57198 Pw := 704.6820203 N
Wc mm2
% utilization U:= pw U:= 0.57198 Hence ok
þƜ:=

74. Weld Check
Weld Check - Fillet weld
Forces
Fx = 1.48 Kn
Fy = 73.54 Kn
Fz = 8.26 Kn
Moments
Mx = 0.5380 Kn-m
My = 6.5950 Kn-m
Mz = 10.966 Kn-m
Minimum Weld thickness (tw) = 8 mm
Throat thickness = 5.656 mm (Refer Weld calc. Sheet)
Actual Width Length = 1571 mm
Hence Safe
Refer Output of Weld calculatio sheet
Design Strength Check
Induced Max Stress σi = 0.1258 Kn/mm2
Permissible Stress σp = 0.22 Kn/mm2
(Allowable Stress)
Hence Safe in Welding
utilization Ratio = 0.572 < 1
Hence Weld is safe with 10 mm Fillet weld