durai ppt mini 2

8/13/2019 Durai Ppt Mini 2

1/42

MINI PROJECT-II

ANALYSIS AND DESIGN OF

AN INDUSTRIAL BUILDING

SUBMITTED BY

M . DURAI MARATHU06DA004


2/42

GIVEN DATA

GIVEN DATA

Length of the building = 42.75 m.

Span of the truss = 14.75 m.

Spacing of truss = 4.75 m.

Pitch of roof = 1 in 5.

Basic wind pressure = 2 KN/m.

Snow fall = NIL.

Height of eaves above GL = 8m.

Horizontal force due to overhead crane = 25KN. Height of the rails above base = 5m.

SBC of soil =250 KN/m.


3/42

MAJOR COMPONENTS OF AN

INDUSTRIAL BUILDING

1.Roof trusses

2.Gantry girder

3.Side rails (or grits) with claddings

4.Gable rafter

5.Gable columns

6.Rafter bracing

7.Vertical bracing in longitudinal side

8.Gable wind girder at eave level

9.Main columns

10.Column brackets


4/42

COMPOUND FINK TRUSS


5/42

DIMENSIONS OF THE TRUSS

DIMENSIONS OF THE TRUSS

Span of the knee braced roof truss = 14.75 m.

Rise of roof truss = 1/5 x span = 1/5 x 14.75= 2.95 m.

Let be the slope of the roof truss, then

tan = 2.95

8.0

= 21.8

Sloping side is divided into 4sections of equal length =1.985 m.


6/42

DESIGN OF CHANNEL SECTION

PURLIN

Spacing of Purlins = 1.985 m

Span of Purlins = 4.75 m

Load calculation:Dead load W1 As per IS 875 part I

Live load W2 As per IS 875 part II

Wind load W3 As per IS 875 part III


7/42

Combination of loads

1) Dead load

2) Dead load + Live load 3) Dead load + Wind load(critical case)


8/42

LOAD ACTING ON PURLIN

Provide ISJC 175@ 112 N/m @ distance of

1.985 m as purlin

W3

W2

W1

21.8


9/42

ANALYSIS OF ROOF TRUSS

1. Dead load


10/42

2.Live load


11/42

3.Wind load


12/42

LOAD COMBINATION

Dead load + live load


13/42

Dead load + wind load


14/42

Axial Force Diagram

DL AFD


15/42

LL AFD


16/42

WL AFD


17/42

DL + LL AFD


18/42

DL + WL AFD


19/42

DL + LL + WL AFD


20/42

Design of tension member

Max tensile force member = -205 KN ( WL)

As per IS 800-1984 sect ion 4 c lause 4.2.1.2

For 2- ISA connected to the same side of the gusset plate

A1 = Effective c/s area of the connected leg

= (b-nd-t/2)t A2 = gross c/s area of unconnected leg

= (b-t/2)t

K = 5 A1 /(5 A1+ A2)

Net eff cross area = A1 + A2 k

Psafe = at x A = 0 .6 fy x A > 270.9 KN

prov ide 2 - ISA 100 X 100 X 12 mm @ 354 N/m


21/42

Design of compression member

Max Compressive force member =

190.352 KN (WL)

= leff

/ rmin

from IS 800 1984 tab le 5.1permissible

stress in axial compression ac

Psaf =

ac x Area > 190.352 KN hence safe ok

p rov ide ISA 70 X 70 X 10@ 204N/m


22/42

GABLE WIND GIRDER

26.25

KN

52.49

KN

52.49

KN

52.49

KN

26.25

KN

105KN 105KN


23/42

Design of critical tension member:

Provide 2- ISA 70 x 70 x 10 mm @ 102

N/m

Design of a critical compression

member:

Provide 2- ISA 100 x 100 x 8mm @ 242

N/m


24/42

DESIGN OF COLUMNS SUPPORTING THE

ROOF TRUSSES

Case C

8 m

2.95

m

98.06

36.42

91.43

85.69

79.56

31.82


25/42

Left side knee brace

12.19

KN

34.2

22.01 15.12

+ 12.19

132.8

132.8

F1

15.1212.19

34.2

12.19

KN

22.0

1

AFD SFD BMD

80.29

51.88

15.12

37.1

3

61.47

74.26

131.42

80.92


26/42

7.62

21.3

15.12

+ 7.62

7.62

17.5

17.5

F2

13.36

15.12

+ 7.62

21.3

7.62

7.62

AFD SFD BMD

90.1

72.16

KN

15.12

1.36

2.44

2.76

5.217

90.1


27/42

DESIGN OF COLUMNS SUPPORTING THE

ROOF TRUSSES

Case C

8 m

2.95

m


28/42

left side knee brace

2.03

5.7

3.67 15.11

26.4

26.4

F3

15.11+

2.03

2.03

5.7

2.03

3.67

AFD SFD BMD

80.92

54.52

15.11

11.44

32.14

22.88

68.72

80.92


29/42

right side knee brace

2.54

7.12

5

15.114.58

22.43

22.4

3

F4

4.58

15.11

+

2.54

7.125

2.54

2.54

AFD SFD BMD

90.1

67.67

15.11

10

.3

9

3.4

20.065

7.269

90.1


30/42

Max BM = 131.42 KN-m

Max tension = 72.16 KN LOADS

Load on each column due to DL Load on each column due toLL

Toal load

Net load Max BM


31/42

from IS-800 1984 table 5.1= leff / rmin

Permissible stress in axial compression ac

Based on T/t

D1/t

d/t From table 6.1 B o f IS 800-1984

Permissible stress in bending compression bc

ac cal = P/A

bc cal =M/Zxx

ac(cal) / ac, + bc (cal ) / bc x Cm /1- ac(cal) /.6fCC 1

Prov ide ISHB 350 @ 674 N/m asco lumn


32/42

DESIGN OF GABLE RAFTER

GABLE

RAFTER


33/42

Dead Load

Live load

Wind Load Prov ide 2-ISA 75 x75x 10 @ 110 N/ m

for gab le rafter


34/42

DESIGN OF SIDE RAILS

Prov ide side rai ls o f ISA 110x110x12@ 165

N/m @ 1.6m spacing

SIDE RAILS @ 1.6 m C/C


35/42

DESIGN OF GABLE COLUMN

Prov ide Gab le co lum n ISHB 250 @

547N /m

GABLE COLUMN


36/42

VERTICAL SIDE BRACING

VERTICAL SIDE

BRACING


37/42

Vertical Side Bracing

a g

b

c

d

e

f

h

i

8m

5m

3m


38/42

Horizontal force due to gantry girder = 25 KN

Reaction from the gable wind girder = 107.52 KN

ie,

Force in member cf (Eaves strut) = 107.52 kN

Force in member ai

Design of compression member

Provide 2-110 x 110 x 8 mm @268 N/m

design of tension member: Provide 2-100 x 100 x 8 mm @ 268 N/m


39/42

DESIGN OF RAFTER BRACING

VERTICAL SIDE

BRACING

RAFTER BRACING


40/42

The rafter bracing is critical in tension and hence

designed for tension and checked for compression

Prov ide ISA 80 x 80 12 @ 110 N/m

DESIGN OF GRILLAGE


41/42

DESIGN OF GRILLAGE

FOUNDATION

Area of footing required

Check for combined stress

bearing pressure on soil fb = P/A M/Z

Design of upper tier

The beam are designed for given load and moment

Providing 4 beams in upper tier

Provide ISLB 200 @ 279N/m

Design of beam in lower tier Prov ide ISLB 225 @ 235 N/m as

beams in lower t ier


42/42

durai ppt mini 2

Documents