Steel stack design as per ASME STS-1Full description
Steel stack design as per ASME STS-1Full description
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Descripción: This spreadsheet sheet is developed for design pad and chimney foundation
This spreadsheet sheet is developed for design pad and chimney foundation
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Descripción: Elige tu propia aventura nº 16. http://librosetpa.blogspot.com.es/
Job : Title :
∅1200 CHIMNEY 33 MTR. HEIGHT
Prepared by
DESIGN DATA SHEET FOR CHIMNEY DESIGN
Checked by Date
CONTENT
1
Introduction
2
Load Data
3
Wind load Calculation
4
Shea Shearr Force Force and and Bendi Bending ng momen momentt Calc Calcul ulat atio ion n
5
Chec Check k for plat plate e thic thickne kness ss wit with h corr corros osio ion n
6
Chec Check k for for Defl Deflec ecti tion on
7
Anchor bolt Design
8
Base Plate Design
9
Desi Design gn of vert vertic ical al Stif Stiffn fner er
VC
Note No:
VPG Revision: 25/09/2017 Page No:
1094 / E / DN - 01 R0
Job : Title :
∅1200 CHIMNEY 33 MTR. HEIGHT
Prepared by
VC
DESIGN DATA SHEET FOR CHIMNEY DESIGN
Checked by Date
VPG
Sr. No. 1.0
Note No:
Revision: 25/09/2017 Page No:
1094 / E / DN - 01 R0
Description
1 of 10 Reference / Output
Introduction
Analysis pertains to a Chimney for a ∅1200 CHIMNEY 33 MTR. HEIGHT for GEO COTON situated in the Northern India, with wind speed of 47 m/sec as per IS:875 Part-3. 2.0
Data Density of Material Height of Steel Chimney Outside Diameter at Top Intensity of Wind Pressure upto a height of 30 m as per IS 875
= = =
3 78.50 kN/m
=
1.5 kn/m²
= Adopt height of Flared Portion = Minimum outside diameter of flared chimney at base = 1.6 = = Consider outside diameter of the chimney at base Shape factor of Steel chimney circullar in plan. = Recommended height of Flared Portion = H/3
Yeild stress of Chimney Steel as per IS 20625 2006 fy =
Temperature Coefficient Kt
1.2 m
11.0 m 33.0 m 1.9 m 2.2 m 3
160.0 °C 1.0
External corrosion allowance Tce mm (ref.Table5 1; IS:6533 part-2:1989 for non-copper bearing steel and design life 20 years)
=
0.0 mm
Internal corrosion allowance Tci mm (ref.Table5 1; IS:6533 part-2:1989 for non-copper bearing steel and design life 20 years)
=
3.0 mm
Minimum thickness of the shell without corrosion = Tmin = dtop/500
Thickness of Brick Lining Unit wt of Brick lining Allowable tensile stress in steel plate as per I S 800-2007 = 0.6*fy*kt*ηt = efficiency of joint on tension side
ηt
efficiency of joint on tension side
ηc
Youngs modulus of Elasticity of steel
E
Width of platform
Wp
Imposed load on platform
Wl
Load combinations a)
Dead Load + Wind Load
b)
Dead Load + Imposed Load + Wind Load
= = = = = =
0. 3
0.8 250.0 Mpa
= =
Temperature of Steel Chimney
33.0 m
6.0 mm 0.0 mm 20.0 kn/m3 105.0 Mpa 0.7 1.0 200000.0 Mpa 0.60
m
3.00
kN/m²
Job : Title :
∅1200 CHIMNEY 33 MTR. HEIGHT
Prepared by
VC
DESIGN DATA SHEET FOR CHIMNEY DESIGN
Checked by Date
VPG
Sr. No. 3.0
Note No:
1094 / E / DN - 01
Revision: 25/09/2017 Page No:
R0
2 of 10 Reference / Output
Description Wind load Calculation
Wind Speed Chimney Bottom Dia Chimney Top Dia Chimney Height Dia of Bolt c/c
=
169
km/hr
=
2.2
m
=
1.2
m
=
33
m
=
2.85
m
Terrain Category Class of Building Topographic Factor Type of structure (Enclosed/Partially)
=
3
=
C
=
0.85
V b
Wind Speed
=
P
(P or E)
47
m/sec
i.e. 47 m/sec
Maximum Height
h
= =
Exposure Coefficient
k2
=
1.200
(Table 2) IS 875 part-3
Risk Co-eff.
k1
=
0.9
(Table 1) IS 875 part-3
Topographic Factor Design wind speed
k3 V z
Exposure Category
C 33
m
= 1 k1 x k2 x k3 x V b
(Assumed Value)
50.76 p z
Wind Pressure Design Wind Pressure
p
33 / 2.2 h / D = From IS 875 part:3 Table 18 Cpe
= 0.6 x V z ² : =
Cl. 5.4, IS 875 part-3
1.55 = (p z )(C pe ) (C f )kN/m² 15
1.0
Resultant
m/sec
0.6
=
1.0
+
0.6
=
1.6
From IS 875 part:3 Table 23 Cf Cf =
0.6
Design Wind Pressure
= =
1.546 x 1.6 1.484 kN/m²
x
0.6
kN/m
2
Job : ∅1200 CHIMNEY 33 MTR. HEIGHT
Prepared by
Title : DESIGN DATA SHEET FOR CHIMNEY DESIGN
Checked by Date
Sr. No.
4.0
VC
Note No:
1094 / E / DN - 01
VPG
Revision:
R0
25/09/2017
Page No:
3 of 10 Reference / Output
Description
Shear Force and Bending moment Calculation Wind Speed
V b
=
47
Exposure Coefficient
k2
=
1.1500
Risk Co-eff.
k1
=
0.9
Topographic Factor
k3
=
1
Design wind speed
V z
= k 1 x k 2 x k 3 x V b
P z
0.6 x V z ²
= 1419.8 N/m²
External pressure co-eff.
C pe
=
1 +
Force Co-eff.
C f
=
0.7
=
Design Pressure
P z x
C f
K t
Tempreture Co-eff. Sr. No. Height from Bottom in m 1 33
Job : ∅1200 CHIMNEY 33 MTR. HEIGHT Title : DESIGN DATA SHEET FOR CHIMNEY DESIGN
Prepared by
VC
Note No:
1094 / E / DN - 01
Checked by
VPG
Revision:
R0
25/09/2017
Page No:
Date Sr. No.
Reference / Output
Description
6.0
Check for Deflection
A Staad model has been prepared for the deflection calculations m ot t
0
ai D
ot
f
>
s
e u
.
k
t
o
iot
n f
nI
e
al
5/
D m
et f
m h D
b
ht
e
r
o N
p e
or .r S
O
t k
c
ai t ig e
1 2
mm
n
n d P
c lef e d
e cr
o C
t ol
a
of m
oi
e
d
r e
mm
W c
h
H
mm
in tr
et
o .
d
t 0
o M F
mm^4
KN
mm
33
1.20
3.0
OK
-4.14E-01
1.93
84.2
32
1.23
3.0
OK
-3.69E-01
3.95
80.0
3.0
4.11
71.5
30
1.29
OK
-2.83E-01
4
28
1.35
3.0
OK
-1.99E-01
4.25
63.1
5
26
1.41
3.0
OK
-1.17E-01
4.40
54.9
6
24
1.47
3.0
OK
-3.62E-02
4.54
47.2
7
22
1.53
3.0
OK
4.42E-02
4.68
39.9
20
1.59
5.0
OK
-6.29E+00
4.81
33.3
18
1.65
5.0
OK
-5.78E+00
4.88
27.1
5.0
21.6
3
8 9
16
1.72
OK
-5.29E+00
4.95
11
14
1.78
7.0
OK
-3.61E+01
4.99
16.7
12
12
1.84
7.0
OK
-3.43E+01
5.01
12.3
13
10
1.90
7.0
OK
-3.27E+01
5.03
8.5
14
8
1.96
7.0
OK
-3.10E+01
5.19
5.4
6
2.02
7.0
OK
-2.94E+01
5.35
3.1
9.0
1.4
10
15
4
2.08
OK
-1.12E+02
5.51
17
2
2.14
9.0
OK
-1.08E+02
5.67
0.4
18
0
2.20
9.0
OK
-1.04E+02
0.00
0.0
16
Maximum Deflection is
=
84.2
8 of 10
mm
< ok
165
mm
Job : Title :
∅1200 CHIMNEY 33 MTR. HEIGHT
Prepared by
VC
DESIGN DATA SHEET FOR CHIMNEY DESIGN
Checked by Date
VPG
Sr. No. 7.0
Note No:
Revision: 25/09/2017 Page No:
Description
1094 / E / DN - 01 R0
9 of 10 Reference / Output
Anchor bolt Design
Maximum tensile stress Thickness at that section Maximum tensile force per unit length of circumferance 29.09 x 12.0 Provide M 40 mm dia. anchor bolts Area of root of thread tolerance -5mm Allowable Stress in Anchor bolt Strength of anchor bolt
962.11
120
x
1000.00 spacing of bolt
115.45
1000
x
349.04 Therefore provide spacing = Dia at bolt level
=
No. of bolts.
=
330.00
2400 24
-500
-1000
-1500
500
314.16 mm
1000
349.04
N/mm
=
962.11
mm²
=
120
N/mm²
mm
0 0
=
mm
330.77
500
-500
12.0
=
1000
-1000
=
kN
1500
-1500
N/mm²
115.45
mm
@
-29.09
=
mm
Nos.
=
1500
Job : Title :
∅1200 CHIMNEY 33 MTR. HEIGHT
Prepared by
VC
DESIGN DATA SHEET FOR CHIMNEY DESIGN
Checked by Date
VPG
Sr. No. 8.0
Note No:
Revision: 25/09/2017 Page No:
1094 / E / DN - 01 R0
10 of 10 Reference / Output
Description Base Plate Design
Maximum stress on Chimney base plate Thickness at that section Maximum tensile force per unit length of circumferance 39.77 x 12.0
=
39.77
N/mm²
=
12.0
mm
=
477.20
N/mm
Allowable Bearing Stress for Steel on Concrete
=
4.00
N/mm²
Width of base plate required
477.20
119.30
=
4.00
mm <
Allowable stress in bending of Base Plate = 0.75 fy
