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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
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
PROJECT DETAILS :
PROJECT : ***************
LIENT :
ARCHITECT :
FAÇADE CONSULTANT :
STRUCTURAL CALCULATIONS(TOP CANOPY)
SPIDER GLAZING FACADE01. ___STAAD PRO STEEL STRUCTURE ANALYSIS02. ___TOP AND GROUND FLOOR BRACKET & ANCHOR DESIGN
01) IS : 875 ( Part 2 ) ‐ 1987
CODE OF PRACTICE FOR DESIGN LOADS FOR BUILDINGS & STRUCTURES- IMPOSED LOADS
02) IS:875 (Part 3) ‐ 1987 150CODE 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)
Aluminium01) IS:8147 : 1976
Code of Practice for Use of Aluminium Alloys in Structures02) AS 1664.2:1997
Aluminium Structures - Part-2 : Allowable Stress DesignEN 13474 : Part 2 : 2000
Glass in Building - Design of Glass Panes - Part 2: Design for Uniformly Distributed LoadsGlass
ASTM E‐1300 : 2004
EN 13474 : Part 1 : 1999
Glass in Building - Design of Glass Panes - Part 1: General Basis of DesignEN 13474 : Part 2 : 2000
Glass in Building - Design of Glass Panes - Part 2: Design for Uniformly Distributed LoadsASTM E‐1300 : 2004
EN 13474 : Part 1 : 1999
Glass in Building - Design of Glass Panes - Part 1: General Basis of DesignEN 13474 : Part 2 : 2000
Glass in Building - Design of Glass Panes - Part 2: Design for Uniformly Distributed LoadsGlass
ASTM E‐1300 : 2004
EN 13474 : Part 1 : 1999
Glass in Building - Design of Glass Panes - Part 1: General Basis of DesignEN 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 & SOFTWARESSTANDARD REFERENCES
Loadings (Wind, Dead & Live)
CRITERIA FOR EARTHQUAKE RESISTANTDESIGN OF STRUCTURES - GENERAL PROVISIONS & BUILDINGS
Mild Steel
STAAD PRO STEEL STRUCTURE ANALYSIS RESULT
MS SUPPORTING STRUCTURE DESIGN FOR INCLINED SPIDER GLZ
Max Wind Pressure
W = 150 Kg/m2
= 1.5 Kn/m2
For Steel
Density = 78.5 Kn/m2
Elasticity (E) = 200000 N/mm2
Mass Properties of Section usedOUTER MS FRAMEMS Tube 400 X 200 X 10mm thk
Major Moment of inertia (Ixx) = 8198.6 cm4 x = 20 cm
Minor Moment of inertia (Iyy) = 24358.6 cm4 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/m2
INNER MS
MS Tube 200 X 200 X 5mm thk
Major Moment of inertia (Ixx) = 2473.25 cm4 x = 10 cmMinor Moment of inertia (Iyy) = 2473.25 cm4 y = 10 cmMajor 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 cmMinor Moment of inertia (Iyy) = 2806.6 cm4 y = 9.6 cmMajor Section Modulus (Zxx) = 292.3542 cm3
Major Section Modulus (Zyy) = 292.3542 cm3
Crossectional Area (A) = 68.23 cm2
SelfWeight = 53.56 kg/m2
SUPPORTING MS PIPE
MS PIPE DIA 508 X 10mm thk
Major Moment of inertia (Ixx) = 48520.24 cm4 x = 25 cmMinor Moment of inertia (Iyy) = 48520.24 cm4 y = 25 cmMajor Section Modulus (Zxx) = 1910.246 cm3
Major Section Modulus (Zyy) = 1910.246 cm3
Crossectional Area (A) = 156.45 cm2
SelfWeight = 122.81 kg/m2
SUPPORTING MS TUBE
MS TUBE DIA 150 X 1000 X 10mm thk
Major Moment of inertia (Ixx) = 695.33 cm4 x = 7.5 cmMinor Moment of inertia (Iyy) = 1347.83 cm4 y = 5 cmMajor Section Modulus (Zxx) = 139.066 cm3
Major Section Modulus (Zyy) = 179.7107 cm3
Crossectional Area (A) = 46 cm2
SelfWeight = 36.11 kg/m2
Loading of Canopy1) Self Weight of MS (Y) = (Refre Staad Output)
2) Wind Load (WL) = 1.5 Kn/m2
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 )
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
BeamsBeam 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
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
MaterialsMat Name E
(kN/mm2)
Density
(kg/m3)
(/°C)
1 STEEL 205.000 0.300 7.83 E +3 12 E -6
2 STAINLESSSTEEL 197.930 0.300 7.83 E +3 18 E -6
3 ALUMINUM 68.948 0.330 2.71 E +3 23 E -6
4 CONCRETE 21.718 0.170 2.4 E +3 10 E -6
SupportsNode 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
ReleasesBeam 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 4X
Y
Z
Whole Structure (Input data was modified after picture taken)
0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m
0.750 kN/m0.750 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/m0.750 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/m0.150 kN/m
0.750 kN/m 0.750 kN/m0.150 kN/m
0.750 kN/m0.150 kN/m
0.750 kN/m0.750 kN/m0.150 kN/m
0.750 kN/m0.150 kN/m0.150 kN/m
0.750 kN/m0.150 kN/m0.150 kN/m
0.150 kN/m
0.750 kN/m0.150 kN/m0.750 kN/m0.150 kN/m0.750 kN/m0.150 kN/m0.750 kN/m
0.750 kN/m
0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m
+VE WIND LOAD OF 1.5 KN/SQM
Load 4X
Y
Z
Whole Structure (Input data was modified after picture taken)
MEMBER SPECIFICATION
Load 4X
Y
Z
Whole Structure (Input data was modified after picture taken)
MEMBER SPECIFICATION
Load 4X
Y
Z
Whole Structure (Input data was modified after picture taken)
MEMBER SPECIFICATION
Load 4X
Y
Z
Whole Structure (Input data was modified after picture taken)
DEAD LOAD (SELF WEIGHT)
Load 1X
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 2X
Y
Z
Whole Structure (Input data was modified after picture taken)
-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 3X
Y
Z
Whole Structure (Input data was modified after picture taken)
Basic Load CasesNumber Name
1 DEAD LOAD
2 LIVE LOAD
3 WIND LOAD -VE
4 WIND LOAD +VE
Combination Load CasesComb. 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
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/m0.750 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/m0.750 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/m0.150 kN/m
0.750 kN/m 0.750 kN/m0.150 kN/m
0.750 kN/m0.150 kN/m
0.750 kN/m0.750 kN/m0.150 kN/m
0.750 kN/m0.150 kN/m0.150 kN/m
0.750 kN/m0.150 kN/m0.150 kN/m
0.150 kN/m
0.750 kN/m0.150 kN/m0.750 kN/m0.150 kN/m0.750 kN/m0.150 kN/m0.750 kN/m
0.750 kN/m
0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m0.750 kN/m
+VE WIND LOAD OF 1.5 KN/SQM
Load 4X
Y
Z
Whole Structure (Input data was modified after picture taken)
3D Rendered View (Input data was modified after picture taken)
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) |
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 |
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) |
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) |
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 |
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 |
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) |
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) |
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 |
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) |
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) |
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) |
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 |
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 |
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 |
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) | |----------------------------------------------------------------------------------|
STAAD PRO DEFLECTION CHECK
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
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
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
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
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
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
STAAD STRUCTURAL SUPPORT REACTIONS
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
STAAD STRUCTURAL INPUT FLE
STAAD SPACESTART JOB INFORMATIONENGINEER DATE 20-Sep-16END JOB INFORMATIONINPUT WIDTH 79UNIT MMS KNJOINT COORDINATES1 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 INCIDENCES1 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 STARTISOTROPIC STEELE 205POISSON 0.3DENSITY 7.68195e-008ALPHA 1.2e-005DAMP 0.03TYPE STEELSTRENGTH FY 0.2532 FU 0.4078 RY 1.5 RT 1.2END DEFINE MATERIALUNIT METER KNMEMBER PROPERTY BRITISH7 10 13 16 19 22 25 28 31 34 37 40 43 46 49 52 55 59 72 TO 75 -76 TABLE ST TUB2002005.068 TO 71 77 TO 86 TABLE ST TUB15010010.057 TABLE ST PIP50810.056 TABLE ST PIP19312.0MEMBER PROPERTY BRITISH1 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 TUB40020010.0UNIT MMS KNCONSTANTSBETA 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 71MATERIAL STEEL ALLSUPPORTS40 PINNED49 50 56 57 60 62 FIXEDUNIT METER KNMEMBER RELEASE56 68 69 77 TO 82 START MY MZUNIT MMS KNLOAD 1 LOADTYPE Dead TITLE DEAD LOADSELFWEIGHT Y -1.15 LIST 1 TO 29 31 TO 59 66 TO 85LOAD 2 LOADTYPE Live TITLE LIVE LOADMEMBER LOAD4 UNI GY -0.0003 0 10103 2001 2 53 54 UNI GY -0.0003 0 695 2005 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
3 UNI GY -0.0003 0 3528 20066 UNI GY -0.0003 0 5506 20067 UNI GY -0.0003 0 1068 2007 10 13 16 19 40 43 46 49 52 55 UNI GY -7.5e-005 0 10104 5076 UNI GY -7.5e-005 0 3210 5037 UNI GY -7.5e-005 0 6894 5075 UNI GY -7.5e-005 0 3210 5034 UNI GY -7.5e-005 0 6894 5074 UNI GY -7.5e-005 0 3210 5022 UNI GY -7.5e-005 0 6894 5073 UNI GY -7.5e-005 0 3210 5025 UNI GY -7.5e-005 0 6894 5072 UNI GY -7.5e-005 0 3210 5028 UNI GY -7.5e-005 0 6894 5031 UNI GY -7.5e-005 0 6893 5059 UNI GY -7.5e-005 0 3210 10057 UNI GZ -0.000375 0 12900 250LOAD 3 LOADTYPE Wind TITLE WIND LOAD -VEUNIT METER KNMEMBER LOAD4 UNI GY -0.6 0 10.103 0.21 2 53 54 UNI GY -0.6 0 0.695 0.23 UNI GY -0.6 0 3.528 0.266 UNI GY -0.6 0 5.506 0.267 UNI GY -0.75 0 1.068 0.257 10 13 16 19 40 43 46 49 52 55 UNI GY -0.15 0 10.104 0.0576 UNI GY -0.15 0 3.21 0.0537 UNI GY -0.15 0 6.894 0.0575 UNI GY -0.15 0 3.21 0.0534 UNI GY -0.15 0 6.894 0.0574 UNI GY -0.15 0 3.21 0.0522 UNI GY -0.15 0 6.894 0.0573 UNI GY -0.15 0 3.21 0.0525 UNI GY -0.15 0 6.894 0.0572 UNI GY -0.15 0 3.21 0.0528 UNI GY -0.15 0 6.894 0.0531 UNI GY -0.15 0 6.893 0.0559 UNI GY -0.15 0 3.21 0.0557 UNI GZ -0.75 0 12.9 0.255 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 0.25UNIT MMS KNLOAD 4 LOADTYPE Wind TITLE WIND LOAD +VEUNIT METER KNMEMBER LOAD4 UNI GY 0.75 0 10.104 0.251 2 53 54 UNI GY 0.75 0 0.695 0.255 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 0.253 UNI GY 0.75 0 3.528 0.2566 UNI GY 0.75 0 5.506 0.2567 UNI GY 0.75 0 1.07 0.257 10 13 16 19 40 43 46 49 52 55 UNI GY 0.15 0 10.104 0.0576 UNI GY 0.15 0 3.21 0.0537 UNI GY 0.15 0 6.894 0.0575 UNI GY 0.15 0 3.21 0.0534 UNI GY 0.15 0 6.894 0.0574 UNI GY 0.15 0 3.21 0.0522 UNI GY 0.15 0 6.894 0.0573 UNI GY 0.15 0 3.21 0.0525 UNI GY 0.15 0 6.894 0.0572 UNI GY 0.15 0 3.21 0.0528 UNI GY 0.15 0 6.894 0.0531 UNI GY 0.15 0 6.893 0.0559 UNI GY 0.15 0 3.21 0.0557 UNI GZ 0.15 0 12.9 0.05LOAD COMB 5 GENERATED INDIAN CODE GENRAL_STRUCTURES 11 1.5 2 1.5 LOAD COMB 6 GENERATED INDIAN CODE GENRAL_STRUCTURES 21 1.2 2 1.2 3 1.2 LOAD COMB 7 GENERATED INDIAN CODE GENRAL_STRUCTURES 31 1.2 2 1.2 4 1.2 LOAD COMB 8 GENERATED INDIAN CODE GENRAL_STRUCTURES 4
1 1.2 2 1.2 3 -1.2 LOAD COMB 9 GENERATED INDIAN CODE GENRAL_STRUCTURES 51 1.2 2 1.2 4 -1.2 LOAD COMB 10 GENERATED INDIAN CODE GENRAL_STRUCTURES 61 1.2 2 1.2 LOAD COMB 11 GENERATED INDIAN CODE GENRAL_STRUCTURES 71 1.5 3 1.5 LOAD COMB 12 GENERATED INDIAN CODE GENRAL_STRUCTURES 81 1.5 4 1.5 LOAD COMB 13 GENERATED INDIAN CODE GENRAL_STRUCTURES 91 1.5 3 -1.5 LOAD COMB 14 GENERATED INDIAN CODE GENRAL_STRUCTURES 101 1.5 4 -1.5 LOAD COMB 15 GENERATED INDIAN CODE GENRAL_STRUCTURES 111 1.5 LOAD COMB 16 GENERATED INDIAN CODE GENRAL_STRUCTURES 121 0.9 UNIT METER KGLOAD COMB 17 COMBINATION LOAD CASE 171 1.0 2 1.0 3 1.0 LOAD COMB 18 COMBINATION LOAD CASE 181 1.0 2 1.0 4 1.0 UNIT METER KNPERFORM ANALYSISPARAMETER 1CODE IS800 LSDFYLD 250000 MEMB 1 TO 29 31 TO 59 66 TO 85CHECK CODE MEMB 1 TO 29 31 TO 59 66 TO 85PARAMETER 2CODE IS800 LSDPARAMETER 3CODE BS5950DFF 240 MEMB 1 TO 29 31 TO 59 66 TO 85TRACK 4 MEMB 1 TO 29 31 TO 59 66 TO 85CHECK CODE MEMB 1 TO 29 31 TO 59 66 TO 85UNIT METER KGSTEEL MEMBER TAKE OFF LIST 1 TO 29 31 TO 59 66 TO 85FINISH
BASE PLATE REFERENCE
BASEPLATE (1) BASEPLATE (2)TOP VIEW OF CANOPY
BASEPLATE (3)BASEPLATE (4)
BASEPLATE (5)
BASEPLATE (6)
Load 4XY
Z
Whole Structure (Input data was modified after picture taken)
BASE PLATE (7)
ISOMETRIC VIEW
Load 4X
Y
Z
Whole Structure (Input data was modified after picture taken)
BASE PLATE 1 & 2 ,WELD CHECK & ANCHOR DESIGN
1 Design forcesFactored Axial load Pu = KNNature of axial load =Factored Shear force Fy = KNDia of anchor bolts (HT bolts) = M mmNo of Anchor = NosFactored lateral load Fx = KNUltimate Tensile strength of bolt fu = MpaUltimate Tesile strength of plate fcu = MpaYield stress of plate fy = Mpa
Cube compressive strength of concrete fck = Mpa2 Geometric properties
Column section =Depth of section = mmWidth of flange = mmClearence of holes = mmDia of holes = Nominal dia of bolt + clearence = mmMinimum Edge distance = mm Clause 10.2.4Maximum edge distance = 12tε IS:800:2007
= mmε = (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
50.63410
28
-3.2100250250
20
RHS1501002030
30 50
300
180
75 75
25800
30 240 30
140
100
200
150
30
300
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
240300
17 COMBINATION LOAD CASE 1718 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
Staa Pro Base pLate Stress Result
ConclusionInduce 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 00.264 -8.948 0.13 0 0 00.26 -8.909 0.129 0 0 0
-0.268 8.987 -0.131 0 0 0
0.004 0.039 -0.001 0 0 02.821 -9.038 0.147 0 0 02.825 -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 02.696 10.814 43.735 0 0 0
-0.004 0.04 0 0 0 02.22 -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 12 DL+ LL+(-VE) WL (NON-FACTORED)3 COMBINATION LOAD CASE 34 COMBINATION LOAD CASE 4
3 COMBINATION LOAD CASE 34 COMBINATION LOAD CASE 4
587
69
83
2 DL+ LL+(-VE) WL (NON-FACTORED)3 COMBINATION LOAD CASE 34 COMBINATION LOAD CASE 4
1 LOAD CASE 12 DL+ LL+(-VE) WL (NON-FACTORED)
1 LOAD CASE 12 DL+ LL+(-VE) WL (NON-FACTORED)3 COMBINATION LOAD CASE 34 COMBINATION LOAD CASE 4
1 LOAD CASE 1
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 "
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
JwResultant 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
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
BASE PLATE 4 & 6 ,WELD CHECK & ANCHOR DESIGN
1 Design forcesFactored Axial load Pu = KNNature of axial load =Factored Shear force Fy = KNDia of anchor bolts (HT bolts) = M mmNo of Anchor = NosFactored lateral load Fx = KNUltimate Tensile strength of bolt fu = MpaUltimate Tesile strength of plate fcu = MpaYield stress of plate fy = Mpa
Cube compressive strength of concrete fck = Mpa2 Geometric properties
Column section =Depth of section = mmWidth of flange = mmClearence of holes = mmDia of holes = Nominal dia of bolt + clearence = mmMinimum Edge distance = mm Clause 10.2.4Maximum edge distance = 12tε IS:800:2007
= mmε = (250/fy)1/2
=Edge distance provided = mm
O.K
80030 240 30
0 50
300
180
0 75
25
RHS150100203028
-3.2100250250
20
9.87 From Staad analysisCompression
50.63410
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
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 -0.3851.019 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 1718 COMBINATION LOAD CASE 18
Reaction from Node 57
25300
Section RHS 150 x 100 x10 mm thk
Thickness 20 mm
Staa Pro Base pLate Stress Result
ConclusionInduce Stress = 220 N/mm2
Permissible Stress = 250 N/mm2
Hence Plate Is Safe in Stress
R ti F S tFX (Kn) Fy (KN-
)Fz (Kn) MX
(K )My (KN.m) My (KN.m)
-0.004 0.045 -0.015 0 0 02.007 -10.771 0.674 0 0 02.002 -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 01.613 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 02.941 6.904 60.286 0 0 0
-0.004 0.041 0 0 0 04.543 -6.497 -58.572 0 0 04.538 -6.456 -58.572 0 0 0
-4.547 6.538 58.572 0 0 0
83 1 LOAD CASE 12 DL+ LL+(-VE) WL (NON-FACTORED)3 COMBINATION LOAD CASE 34 COMBINATION LOAD CASE 4
587 1 LOAD CASE 12 DL+ LL+(-VE) WL (NON-FACTORED)3 COMBINATION LOAD CASE 34 COMBINATION LOAD CASE 4
69 1 LOAD CASE 12 DL+ LL+(-VE) WL (NON-FACTORED)3 COMBINATION LOAD CASE 34 COMBINATION LOAD CASE 4
Reaction From Support
573 1 LOAD CASE 12 DL+ LL+(-VE) WL (NON-FACTORED)3 COMBINATION LOAD CASE 34 COMBINATION LOAD CASE 4
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 "
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
JwResultant 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
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
basePLATE 3 & 5
BASEPLATE (3 & 5)for Terrace level on RCC Column Taking Maximum reaction From Node 56
Max. Reactions from Node 56Fx (Lateral Load ) = 1.008 KNFy (Axial Load ) = 12.131 KNFz (Horizontal Load ) = -0.012 KNMx = 0.002 Kn-mMy = 0.366 Kn-mMz = 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
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 KNFy = 12.131 KNFz = -0.012 KNMx = 0.002 Kn-mMy = 0.366 Kn-mMz = 0.218 Kn-m
Anchor Fasteners is designed using HILTI softwareProvide 4#s HILTI "Provide 4#s, HILTI
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
JwResultant 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
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
BASE PLATE 7 (Bottom Baseplate)
BASEPLATE : Ground floor base plate
Max. Reactions for node 40Fx = 0 KNFy = 78.337 KNFz = 1.526 KNMx = 0 Kn-mMy = 0 Kn-mMz = 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
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 softwareProvide 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
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/mm2Permissible 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
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
JwResultant 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:=
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