MAIN CANOPY BAJAJ HR(22.09.2016)

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 2: Design for Uniformly Distributed LoadsGlass

ASTM E‐1300 : 2004

EN 13474 : Part 1 : 1999


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




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


Crossectional Area (A) = 68.23 cm2


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


Crossectional Area (A) = 156.45 cm2


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




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 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






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









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


MEMBER SPECIFICATION

Load 4X

Y

Z



Load 4X

Y

Z



Load 4X

Y

Z


DEAD LOAD (SELF WEIGHT)

Load 1X

Y

Z


-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


-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


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


2 LIVE LOAD 1.20

3 WIND LOAD -VE 1.20


2 LIVE LOAD 1.20

4 WIND LOAD +VE 1.20


2 LIVE LOAD 1.20

3 WIND LOAD -VE -1.20


2 LIVE LOAD 1.20

4 WIND LOAD +VE -1.20


2 LIVE LOAD 1.20






3 WIND LOAD -VE -1.50

Combination Load Cases Cont...Comb. Combination L/C Name Primary Primary L/C Name Factor


4 WIND LOAD +VE -1.50



17 COMBINATION LOAD CASE 17 1 DEAD LOAD 1.00

2 LIVE LOAD 1.00


18 COMBINATION LOAD CASE 18 1 DEAD LOAD 1.00

2 LIVE LOAD 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


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.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 |



|----------------------------------------------------------------------------------| | 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) |



|----------------------------------------------------------------------------------| | 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) |



|----------------------------------------------------------------------------------| | 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 |



|----------------------------------------------------------------------------------| | 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 |



|----------------------------------------------------------------------------------| | 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) |



|----------------------------------------------------------------------------------| | 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) |



|----------------------------------------------------------------------------------| | 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 |



|----------------------------------------------------------------------------------| | 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) |



|----------------------------------------------------------------------------------| | 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) |



|----------------------------------------------------------------------------------| | 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) |



|----------------------------------------------------------------------------------| | 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 |



|----------------------------------------------------------------------------------| | 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 |



|----------------------------------------------------------------------------------| | 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 |



|----------------------------------------------------------------------------------| | 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


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


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


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


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


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


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


BASE PLATE (7)

ISOMETRIC VIEW

Load 4X

Y

Z


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



-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



-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


17 COMBINATION LOAD CASE 17

Loading


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


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


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)



1.923 19.997 0.012 4.665 0.339 -0.3851.019 9.494 -0.095 2.198 0.037 -0.204



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



0.0313 0.51269 0.02438 -0.23911 0.007875 -0.00625

Considering Maximum Reaction From the Node 57 For Baseplate check



Loading

240




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




Reaction From Support


Anchor Fastner Design

No. of Anchors (N) = 4









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 "




Maximum Shear Force in Minor Axis Vy = 43.10 Kn

Maximum Torsional Moment Mx = 20.459 kN-m


Maximum Moment in Major Axis Mz = 0.018 kN-m




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


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


Shear Force From Resulatnat Force Pr:= Rw Pr:= 101 N

Lw 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



0.7 x tw


mm2


mm


Wc mm


þƜ:=


Weld Check


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



Actual Width Length = 425 mm

Hence Safe





(Allowable Stress)




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) =




edge dist. ( ey1 ) = 80 mmedge dist. ( ey1 ) 80 mm





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




Maximum Shear Force in Minor Axis Vz = 0.01 Kn

Maximum Moment in Major Axis Mz = 0.22 kN-m


Maximum Torsional Moment Mz = 0 kN-m


Section Properties


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


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


Shear Force From Resulatnat Force Pr:= Rw Pr:= 2.18 N

Lw mm




Swx Swy Lw


Stress from Torsional Moment Pt := Mwt x r Pt := 0 N/mm



0.7 x tw


mm


mm


Wc mm


þƜ:=


Weld Check


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



Actual Width Length = 400 (2 x 200 )mm

Hence Safe





(Allowable Stress)




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


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) =




edge dist. ( ey1 ) = 80 mmedge dist. ( ey1 ) 80 mm





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 =


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 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



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



Tensile Stress from Moment Pm := Mwx + Mwy + Ft Pm:= 1.478536426 N/mm2

Sw Sw Lw


Stress from Torsional Moment Pt := Mwt x r Pt := 699.3370597 N/mm2



0.7 x tw

Ultimate Weld Strength þƜ:= 220 N

mm


mm2


Wc mm2


þƜ:=

Weld Check


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



Actual Width Length = 1571 mm

Hence Safe





(Allowable Stress)



Hence Weld is safe with 10 mm Fillet weld

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