Chequered Plate 5815k
This document was ed by and they confirmed that they have the permission to share it. If you are author or own the copyright of this book, please report to us by using this report form. Report 3i3n4
Overview 26281t
& View Chequered Plate as PDF for free.
More details 6y5l6z
- Words: 4,233
- Pages: 23
INPUT DATA FOR CHEQUERED PLATE DESIGN : Case:1 Upper Floors Sl.No
Description
Unit
Symbol
Values
1
Maximum Width of Plate
m
B
1.230
2
Thickness of Plate
m
t
0.006
3
Unit Weight of Steel
kN/m2
γs
78.50
4
Live Load Considered over Chequered Plate
kN/m2
P1
5
5
Yield Stress of Steel
N/mm2
fy
275
6
Youngs Modulus of steel
kN/m2
E
200000
Unit
Symbol
Values
kN/m2
P2
0.471
kN/m2
P1
5
kN/m
W
5.471
Unit
Symbol
Values
= ( 5.471 x 1.23^2 ) / 8
kN.m
M
1.035
= (1000 x 6^3 ) / 12
mm4
I
18000
= ( 18000 / (6 / 2 ))
mm3
Z
6000
N/mm2
fs
172.500
N/mm2
fb
220
(A)--LOADING CALCULATION: Description Self Weight of plate
Expression = (0.006 x 78.5 )
Live Load over chequered plate Total load on Plate = P1 + P2
= ( 5 + 0.471)
Description
Expression
(B) --BENDING MOMENT CALCULATION: Maximum Bending Moment = ( W x B2 ) / 8 Moment of Inertia
Section Modulus
(C) --CHECK FOR BENDING STRESS: Actual Bending Stress =M/Z
= (1.035 x 10^6) / 6000
Permissible Bending Stress (As per BS 5950-1:2000 Clause 4.3.8) = 0.8 x fy
= 0.8 x 275
fb > fs HENCE SAFE
(D) --CHECK FOR DEFLECTION: Actual Deflection = (( 5 x W x B^4 ) / ( 384 x E x I ))
= (( 5 x 5.471 x 1.23^4 ) 10^9 / ( 384 x 200000 x 18000 ))
mm
δ
0.045
mm
δa
6.15
Allowable Deflection (As per BS 5950-1:2000 Table 8) = B / 200
= 1230 / 200
δa > δ HENCE SAFE
INPUT DATA FOR CHEQUERED PLATE DESIGN : Case:2 Upper Floors Sl.No
Description
Unit
Symbol
Values
1
Maximum Width of Plate
m
B
1.230
2
Thickness of Plate
m
t
0.008
3
Unit Weight of Steel
kN/m2
γs
78.50
4
Live Load Considered over Chequered Plate
kN/m2
P1
20
5
Yield Stress of Steel
N/mm2
fy
275
6
Youngs Modulus of steel
kN/m2
E
200000
Unit
Symbol
Values
kN/m2
P2
0.628
kN/m2
P1
5
kN/m
W
5.628
Unit
Symbol
Values
= ( 0.628 x 1.23^2 ) / 8+(5 x 1.23)/4
kN.m
M
1.656
= (1000 x 8^3 ) / 12
mm4
I
42667
= ( 42666.667 / (8 / 2 ))
mm3
Z
10667
N/mm2
fs
155.250
N/mm2
fb
220
(A)--LOADING CALCULATION: Description Self Weight of plate
Expression = (0.008 x 78.5 )
Live Load over chequered plate Total load on Plate = P1 + P2
= ( 5 + 0.628)
Description
Expression
(B) --BENDING MOMENT CALCULATION: Maximum Bending Moment = ( P2 x B2 ) / 8 + (P1 * B)/4 Moment of Inertia
Section Modulus
(C) --CHECK FOR BENDING STRESS: Actual Bending Stress =M/Z
= (1.656 x 10^6) / 10666.667
Permissible Bending Stress (As per BS 5950-1:2000 Clause 4.3.8) = 0.8 x fy
= 0.8 x 275
fb > fs HENCE SAFE
Note: 1. The Chequered plate is designed for 500kg, whereas rest of the equipments loads shall be load on Main & Secondary Beams 2. The seismic & Wind loads are taken care by the column & beams
(D) --CHECK FOR DEFLECTION: Actual Deflection = (( 5 x 0.628 x 1.23^4 ) 10^9 / ( 384 x 200000 x = (( 5 x P2 x B^4 ) / ( 384 x E x I ))+ 42666.667 ))+((5x1.23^3)x10^9/ (( P1 x B^3 ) / ( 48 x E x I )) (48x200000x42666.667)
mm
δ
0.025
mm
δa
6.15
Allowable Deflection (As per BS 5950-1:2000 Table 8) = B / 200
= 1230 / 200
δa > δ HENCE SAFE
8mm thk plate is required for 500kg Concetrated load
INPUT DATA FOR CHEQUERED PLATE DESIGN : Case:2 Upper Floors "Reduced the width from 1.230 to 0.615m inorder to satisfy the 6mm thick" Sl.No
Description
Unit
Symbol
Values
1
Maximum Width of Plate (Stiffener angle shall be added at the mid)
m
B
0.615
2
Thickness of Plate
m
t
0.006
3
Unit Weight of Steel
kN/m2
γs
78.50
4
Live Load Considered over Chequered Plate
kN/m2
P1
20
5
Yield Stress of Steel
N/mm2
fy
275
6
Youngs Modulus of steel
kN/m2
E
200000
Unit
Symbol
Values
kN/m2
P2
0.471
kN/m2
P1
5
kN/m
W
5.471
Unit
Symbol
Values
= ( 0.471 x 0.615^2 ) / 8+(5 x 0.615)/4
kN.m
M
0.791
= (1000 x 6^3 ) / 12
mm4
I
18000
= ( 18000 / (6 / 2 ))
mm3
Z
6000
N/mm2
fs
131.833
N/mm2
fb
220
(A)--LOADING CALCULATION: Description Self Weight of plate
Expression = (0.006 x 78.5 )
Live Load over chequered plate Total load on Plate = P1 + P2
= ( 5 + 0.471)
Description
Expression
(B) --BENDING MOMENT CALCULATION: Maximum Bending Moment = ( P2 x B2 ) / 8 + (P1 * B)/4 Moment of Inertia
Section Modulus
(C) --CHECK FOR BENDING STRESS: Actual Bending Stress =M/Z
= (0.791 x 10^6) / 6000
Permissible Bending Stress (As per BS 5950-1:2000 Clause 4.3.8) = 0.8 x fy
= 0.8 x 275
fb > fs HENCE SAFE
Note: 1. The Chequered plate is designed for 500kg, whereas rest of the equipments loads shall be load on Main & Secondary Beams 2. The seismic & Wind loads are taken care by the column & beams
(D) --CHECK FOR DEFLECTION: Actual Deflection = (( 5 x 0.471 x 0.615^4 ) 10^9 / ( 384 x 200000 = (( 5 x P2 x B^4 ) / ( 384 x E x I ))+ x 18000 ))+((5x0.615^3)x10^9/ (( P1 x B^3 ) / ( 48 x E x I )) (48x200000x18000)
mm
δ
0.007
mm
δa
3.08
Allowable Deflection (As per BS 5950-1:2000 Table 8) = B / 200
= 615 / 200
δa > δ HENCE SAFE
INPUT DATA FOR CHEQUERED PLATE DESIGN : Case:2 Staitways Sl.No
Description
Unit
Symbol
Values
1
Maximum Width of Plate
m
B
1.500
2
Thickness of Plate
m
t
0.008
3
Unit Weight of Steel
kN/m2
γs
78.50
4
Live Load Considered over Grating
kN/m2
P1
5
5
Yield Stress of Steel
N/mm2
fy
275
6
Youngs Modulus of steel
kN/m2
E
200000
Unit
Symbol
Values
kN/m2
P2
0.628
kN/m2
P1
5
kN/m
W
5.628
Unit
Symbol
Values
kN.m
M
1.583
m4
I
42667
mm3
Z
10667
N/mm2
fs
148.406
N/mm2
fb
220
(A)--LOADING CALCULATION: Description Self Weight of plate
Expression = (0.008 x 78.5 )
Live Load over chequered plate Total load on Plate = P1 + P2
= ( 5 + 0.628)
Description
Expression
(B) --BENDING MOMENT CALCULATION: Maximum Bending Moment = ( W x B2 ) / 8
= ( 5.628 x 1.5^2 ) / 8
Moment of Inertia = (1000 x 8^3 ) / 12 Section Modulus = ( 42666.667 / (8 / 2 ))
(C) --CHECK FOR BENDING STRESS: Actual Bending Stress =M/Z
= (1.583 x 10^6) / 10666.667
Permissible Bending Stress (As per BS 5950-1:2000 Clause 4.3.8) = 0.8 x fy
= 0.8 x 275
fb > fs HENCE SAFE
(D) --CHECK FOR DEFLECTION: Actual Deflection = (( 5 x W x B^4 ) / ( 384 x E x I ))
= (( 5 x 5.628 x 1.5^4 ) 10^9 / ( 384 x 200000 x 42666.667 ))
mm
δ
0.043
mm
δa
7.50
Allowable Deflection (As per BS 5950-1:2000 Table 8) = B / 200
= 1500 / 200
δa > δ HENCE SAFE
LARSEN & TOUBRO LIMITED ECC Division - EDRC
Project :
220 Kv D/c Transmission Line From Shahama East To Samha Sub Station
Title :
Wind Pressure & Sag Tension Calculcaion
DOCUMENT NO : O1033.T.TL - Sag-01
Date : 07/06/2001
DESIGNED
CHECKED
ARA
SMP
Sheet
OF 3
WIND PRESSURE CALCULATIONS AS PER DIV VDE 0210 : Wind Speed for Conductor/ Earthwire as per MOM Dated 26.05.01 in KMPH
150
= 41.67 in m/sec
Wind Speed for Insulator/Tower body as per MOM Dated 26.05.01 in KMPH
160
= 44.44 in m/sec
Basis Span for Sag Tension calculation as per Schedule C2 in M (L)
450
=
As per DIN VDE 0210 and their further clarification dated 24.11.95, the dynamic wind pressure (q) in Table 5 of DIN VDE 0210 is arrived for a basic wind speed of 120 Kmph. Hence for a wind speed of 150 Kmph, the dynamic wind pressure in Table 5 is to be multiplied by a factor = (150 / 120 )^2 = 1.563 in wind pressure calculation for Conductor/ Earthwire & with a factor =(160/120)^2 = 1.778 for Insulator/ Towerbody. Wind Load on Conductor/Groundwire as per Clause 8.1.2.1 of DIN VDE 0210
=
Cf x q x d x ( 80 +0.6 x L)
Wind Pressure on Conductor/Groundwire.
=
Cf x q x ( 80 +0.6 x L) / L
(I) Wind Pressure On Conductors in Kg/m2 : Height of Attachment point in m
Conductor
Drag Coefficient for Conductor Diameter more than 15.80 mm refer Table 6 of DIN VDE 0210
0-40m
40-100m
Cfc
=
1.00
1.00
qc
=
0.53
0.68
Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Dynamic Wind Pressure for 160 KMPH in Kg/m2
=
( Cfc * qc * ( 160 / 120 )^2 * 1000 / 9.81 ) =
Dynamic Wind Pressure for 150 KMPH in Kg/m2
=
( Cfc * qc * ( 150 / 120 )^2 * 1000 / 9.81 ) =
Wind Pressure on Conductor in Kg/m2
96.047 108.308 =
74.703
84.240
(II) Wind Pressure On Earthwire in Kg/m2 : Height of Attachment point in m
Groundwire
Drag Coefficient for Earthwire Diameter more than 15.80 mm refer Table 6 of DIN VDE 0210 Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Dynamic Wind Pressure for 150 KMPH in Kg/m2
=
40-100m
Cfe
=
1.00
qe
=
0.68
( Cfe * qe * ( 150 / 120 )^2 * 1000 / 9.81 ) =
Wind Pressure On Earthwire in Kg/m2
108.308 =
84.240
(III) Effect of Aircraft Warning Sphere on the Earth wire : Increase in wind pressure on earth wire due to Aircraft Warning Sphere : Diameter of Warning sphere in M =
0.600
Centre to Centre Spacing of sphere in M
30
Diameter of earthwire in mm
18.600
Drag Coefficient for Aerial warning balls
0.4
Wind load on one sphere in Kn
= ( Pi / 4 * ( 0.6) ^2 * 0.4 * 0.68 * 1.563 )
Wind load on one sphere in Kn
=
Wind pressure on sphere in Kg/m2
= ( 0.12 * 1000 / ( 9.810 * 30 * 0.0186)) =
Total wind pressure on the earth wire including the effect
0.12
21.922
= ( 84.24 + 21.922)
LARSEN & TOUBRO LIMITED ECC Division - EDRC
Project :
220 Kv D/c Transmission Line From Shahama East To Samha Sub Station
Title :
Wind Pressure & Sag Tension Calculcaion
DOCUMENT NO : O1033.T.TL - Sag-01
Date : 07/06/2001
DESIGNED
CHECKED
ARA
SMP
Sheet
of warning sphere in Kg/m2 For 450 M Span
=
106.162
Weight of earthwire in Kg/m
=
0.818
Weight of one sphere in Kg
=
7.200
Weight of Armour Rod in Kg
=
0.520
Equivalent unit weight of earthwire in Kg/m
= ( 0.818 + 7.2 / 30 + 0.52 / 450 )
OF 3
(For Sag Tension Calculation)
(IV) Increase in weight of earthwire due to Aircraft Warning Sphere :
1.059
(V) Effect of Spacer dampers on conductor : Weight of spacer damper
= 2.40 + 5%
Max Weight of spacer damper in Kg
= 2.40 + (0.05 * 2.40) ]
Average centre to centre spacing of Damper in M
=
30
Weight of conductor in Kg/m
=
0.670
Equivalent weight of conductor including the weight of spacer dampers in Kg/m
= ( 0.67 + ( 2.52 / ( 2 * 30 ) )
=
2.520
=
0.712
(VI) Wind Pressure On Insulator in Kg/m2 : Height of Attachment point in m
Insulator
Drag Coefficient for Insulator as per Table 6 of DIN VDE 0210 Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Wind Pressure on insulator for 160 KMPH in Kg/m2
=
( Cfi * qi * ( 160 / 120 )^2 * 1000 / 9.81 )
0-40m
40-100m
Cfi
=
1.20
1.20
qi
=
0.7
0.9
152.226
195.719
0-40m
40-100m
=
(VII) Wind Pressure On Tower Body in Kg/m2 : Height of Towe Body in m
Tower Body
Drag Coefficient Cf is given in the Table 6 of DIN VDE 0210 for Square & rectangular towers
Cft
=
2.80
2.80
qt
=
0.7
0.9
355.193
456.677
0-40m
40-100m
=
2.80
2.80
(Cfdw = 2.8+10/100 * 2.8) =
3.08
3.08
=
0.7
0.9
=
45
45
Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Wind Pressure on Tower Body for 160 KMPH in Kg/m2
=
( Cft * qt * ( 160 / 120 )^2 * 1000 / 9.81 )
=
(VIII) Wind Pressure On Tower Body in Kg/m2 ( For Diagonal Wind condition ) : Height of Towe Body in m
Tower Body
Drag Coefficient Cf is given in the Table 6 of DIN VDE 0210 for Square & rectangular towers As per Cl.no 8.2.1.2 aerodynamical drag coefficient is to be increased by 10 % = Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Angle of Incidence of wind in deg
Cft
qdw
LARSEN & TOUBRO LIMITED ECC Division - EDRC
Project :
220 Kv D/c Transmission Line From Shahama East To Samha Sub Station
Title :
Wind Pressure & Sag Tension Calculcaion
Wind Pressure tower in Kg/m2 (In Trans. & Long.Face) =
DOCUMENT NO : O1033.T.TL - Sag-01
Date : 07/06/2001
DESIGNED
CHECKED
ARA
SMP
Sheet
Cfdw*qdw*( 160/120 )^2 *1000/9.81*Cos(45) =
276.275
OF 3
355.211
BASIC SPAN FOR SAG TENSION CALCULATION : 450 M DESCRIPTION Name / Code Stranding Aluminium & Steel Diameter in MM Unit Weight (Kg / m)
CONDUCTOR
GROUND WIRE
AAAC ‘ALDREY’
O.P.G.W " FOCAS "
61/ 2.25
32 Fibres
20.200
18.600
(## )
0.712
(* *)
1.059
Ultimate Strength in Kg
6910
11173
Cross Sectional Area in (mm2)
242.5
194.08
Coefficient of Linear Expansion ( / °C)
23 x 10-6
17.3 x 10-6
Final Modulus of Elasticity in Kg /mm2
5697
10227
Minimum Temperature
5°C
5°C
Everyday Temperature
35°C
35°C
Maximum Temperature
80°C
80°C (* * ) Weight of Warning Sphere and armor rod added to O.P.G.W
(# # ) Weight of Spacer Damper Added to conductor Conductor
Earthwire
Sl No
Combination of Temperature & Wind
Wind Pressure in Kg/m2
Tension in Kg
Sag in M
Factor of Safety
Tension in Kg
Sag in M
Factor of Safety
1
35° & Nil wind
0
1126.00
16.006
6.137
1834.30
($) 14.614
6.091
2
5° & Nil Wind
0
1243.00
14.499
5.559
1996.11
13.429
5.597
3
80° & Nil wind
0
995.70
($) 18.100
6.940
1645.29
16.292
6.791
4
40° & Nil wind
0
1109.2
16.248
6.230
1810.49
14.806
6.171
5
5° & Full wind (For conductors less than 40 m)
74.703
2521.80
16.752
2.740
----
----
----
6
5° & Diagonal wind (For conductors less than 40 m)
59.762
2190.50
16.189
3.155
----
----
----
7
5° & Full wind (For conductors more than 40 m)
84.240
2732.10
17.094
2.529
----
----
----
8
5° & Diagonal wind (For conductors more than 40 m)
67.392
2359.60
16.477
2.928
----
----
----
7
5° & Full wind (For groundwire more than 40 m)
106.162
----
----
----
3637.41
15.595
3.072
LARSEN & TOUBRO LIMITED ECC Division - EDRC
Project :
220 Kv D/c Transmission Line From Shahama East To Samha Sub Station
Title :
Wind Pressure & Sag Tension Calculcaion
8
5° & Diagonal wind (For Earthwier more than 40 m)
84.930
----
($) Refers Initial Condition For Conductor and Groundwire
DOCUMENT NO : O1033.T.TL - Sag-01 DESIGNED
CHECKED
ARA
SMP
----
3199.51
Date : 07/06/2001
Sheet
----
15.039
OF 3
3.492
LARSEN & TOUBRO LIMITED ECC DIVISION - EDRC Project :
400/220 Kv D/c Transmission Line From Al Ain Southwest to Abu Dhabi
Document No : T1175.T.TL - Sag-02
Title :
Wind Pressure & Sag Tension Calculcaion (For 220 kv Lines)
Date : 27/07/2001
Designed
Checked
Ara
Smp
Sheet
OF 3
WIND PRESSURE CALCULATIONS AS PER DIV VDE 0210 : Wind Speed for Conductor,Earthwire,Insulator&Tower body in KMPH Basis Span for Sag Tension calculation as per Schedule C2 in M (L)
160 =
= 44.44 in m/sec
450
As per DIN VDE 0210 and their further clarification dated 24.11.95, the dynamic wind pressure (q) in Table 5 of DIN VDE 0210 is arrived for a basic wind speed of 120 Kmph. Hence for a wind speed of 160 Kmph, the dynamic wind pressure in Table 5 is to be multiplied by a factor = (160 / 120 )^2 = 1.778 in wind pressure calculation for Conductor,Earthwire,Insulator &Towerbody. Wind Load on Conductor/Groundwire as per Clause 8.1.2.1 of DIN VDE 0210
=
Cf x q x d x ( 80 +0.6 x L)
Wind Pressure on Conductor/Groundwire.
=
Cf x q x ( 80 +0.6 x L) / L
(I) Wind Pressure On Conductors in Kg/m 2 : Height of Attachment point in m
Conductor
Drag Coefficient for Conductor Diameter more than 15.80 mm refer Table 6 of DIN VDE 0210
0-40m
Cfc
=
1.00
qc
=
0.53
Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Dynamic Wind Pressure for 160 KMPH in Kg/m2
=
( Cfc * qc * ( 160 / 120 )^2 * 1000 / 9.81 )
=
Dynamic Wind Pressure for 160 KMPH in Kg/m2
=
( Cfc * qc * ( 160 / 120 )^2 * 1000 / 9.81 )
=
Wind Pressure on Conductor in Kg/m2
96.047
=
74.703
(II) Wind Pressure On Earthwire in Kg/m2 : Height of Attachment point in m
Groundwire
Drag Coefficient for Earthwire Diameter more than 15.80 mm refer Table 6 of DIN VDE 0210 Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Dynamic Wind Pressure for 160 KMPH in Kg/m2
=
40-100m
Cfe
=
1.00
qe
=
0.68
( Cfe * qe * ( 160 / 120 )^2 * 1000 / 9.81 )
Wind Pressure On Earthwire in Kg/m2
=
123.230 =
95.846
(III) Effect of Aircraft Warning Sphere on the Earth wire : Increase in wind pressure on earth wire due to Aircraft Warning Sphere : Diameter of Warning sphere in M =
0.600
Centre to Centre Spacing of sphere in M
30
Diameter of earthwire in mm
18.600
Drag Coefficient for Aerial warning balls
0.4
Wind load on one sphere in Kn
= ( Pi / 4 * ( 0.6) ^2 * 0.4 * 0.68 * 1.778 )
Wind load on one sphere in Kn
=
Wind pressure on sphere in Kg/m 2
= ( 0.137 * 1000 / ( 9.810 * 30 * 0.0186)) =
Total wind pressure on the earth wire including the effect
0.137
25.027
= ( 95.846 + 25.027)
LARSEN & TOUBRO LIMITED ECC DIVISION - EDRC Project :
400/220 Kv D/c Transmission Line From Al Ain Southwest to Abu Dhabi
Title :
Wind Pressure & Sag Tension Calculcaion (For 220 kv Lines)
Document No : T1175.T.TL - Sag-02
Date : 27/07/2001
Designed
Checked
Ara
Smp
Sheet
of warning sphere in Kg/m2 .
=
120.873
(For Sag Tension Calculation)
Weight of earthwire in Kg/m
=
0.818
Weight of one sphere in Kg
=
7.200
Weight of Armour Rod in Kg
=
0.520
Equivalent unit weight of earthwire in Kg/m
= ( 0.818 + 7.2 / 30 + 0.52 / 450 )
(IV) Increase in weight of earthwire due to Aircraft Warning Sphere :
1.059
(V) Effect of Spacer dampers on conductor : Weight of spacer damper
= 2.40 + 5%
Max Weight of spacer damper in Kg
= 2.40 + (0.05 * 2.40) ]
Average centre to centre spacing of Damper in M (Assumed)
=
30
Weight of conductor in Kg/m
=
1.085
No. of conductors per phase
=
2
Equivalent weight of conductor including the weight of spacer dampers in Kg/m
= ( 1.085 + ( 2.52 / ( 30 * 2 ) )
=
2.520
nos =
1.127
(VI) Wind Pressure On Insulator in Kg/m2 : Height of Attachment point in m
Insulator
Drag Coefficient for Insulator as per Table 6 of DIN VDE 0210 Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Wind Pressure on insulator for 160 KMPH in Kg/m2
=
( Cfi * qi * ( 160 / 120 )^2 * 1000 / 9.81 )
0-40m Cfi
=
1.20
qi
=
0.7
=
152.226
(VII) Wind Pressure On Tower Body in Kg/m2 : Height of Towe Body in m
Tower Body
Drag Coefficient Cf is given in the Table 6 of DIN VDE 0210 for Square & rectangular towers Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Wind Pressure on Tower Body for 160 KMPH in Kg/m2
=
( Cft * qt * ( 160 / 120 )^2 * 1000 / 9.81 )
0-40m
Cft
=
2.80
qt
=
0.7
=
355.193
(VIII) Wind Pressure On Tower Body in Kg/m2 ( For Diagonal Wind condition ) : Height of Towe Body in m
Tower Body
Drag Coefficient Cf is given in the Table 6 of DIN VDE 0210 for Square & rectangular towers As per Cl.no 8.2.1.2 aerodynamical drag coefficient is to be increased by 10 % = Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH
Cft
0-40m =
2.80
(Cfdw = 2.8+10/100 * 2.8) =
3.08
qdw
=
0.7
OF 3
LARSEN & TOUBRO LIMITED ECC DIVISION - EDRC Project :
400/220 Kv D/c Transmission Line From Al Ain Southwest to Abu Dhabi
Document No : T1175.T.TL - Sag-02
Title :
Wind Pressure & Sag Tension Calculcaion (For 220 kv Lines)
Designed
Checked
Ara
Smp
Date : 27/07/2001
Sheet
Angle of Incidence of wind in deg
=
Wind Pressure tower in Kg/m2 (In Trans. & Long.Face) =
Cfdw*qdw*( 160/120 )^2 *1000/9.81*Cos(45) =
OF 3
45 276.275
BASIC SPAN FOR SAG TENSION CALCULATION : 450 M DESCRIPTION
CONDUCTOR
GROUND WIRE
Name / Code
AL/AlClad Steel
O.P.G.W " FOCAS "
Stranding Aluminium & Steel
26/3.72 , 7/2.89
32 Fibres
23.550
18.600
Diameter in MM Unit Weight (Kg / m)
(## )
Ultimate Strength in Kg
1.127
(* *)
1.059
9990
11173
328.52
194.08
Coefficient of Linear Expansion ( / °C)
20.0 x 10-6
17.3 x 10-6
Final Modulus of Elasticity in Kg /mm2
7727
10227
Minimum Temperature
5°C
5°C
Everyday Temperature
35°C
35°C
Maximum Temperature
80°C
80°C
Cross Sectional Area in (mm2)
(* * ) Weight of Warning Sphere and armor rod added to O.P.G.W.
(# # ) Weight of Spacer Damper Added to conductor Conductor
Earthwire
Sl No
Combination of Temperature & Wind
Wind Pressure in Kg/m2
Tension in Kg
Sag in M
Factor of Safety
Tension in Kg
Sag in M
1
35° & Nil wind
0
1798.20
($) 15.865
5.556
1770.30
15.142
2
60° & Nil wind
0
1686.10
16.921
5.925
1668.21
16.069
3
80° & Nil wind
0
1608.01
17.730
6.213
1597.10
16.786
4
5°- Full wind (For conductors less than 40 m)
74.703
3331.50
15.872
2.999
----
----
5
5°- Diagonal wind (For conductors less than 40 m)
59.762
2943.60
15.504
3.394
----
----
6
5° & Full wind (For conductors more than 40 m)
95.846
3894.80
16.397
2.565
----
----
7
5°- Diagonal wind (For conductors more than 40 m)
76.677
3383.70
15.926
2.952
----
----
8
5° - Full wind (For groundwire more than 40 m)
120.873
----
----
----
3836.21
($) 16.397
LARSEN & TOUBRO LIMITED ECC DIVISION - EDRC Project :
400/220 Kv D/c Transmission Line From Al Ain Southwest to Abu Dhabi
Title :
Wind Pressure & Sag Tension Calculcaion (For 220 kv Lines)
9
5° - Diagonal wind (For groundwire more than 40 m)
96.698
----
($) Refers Initial Condition For Conductor and Groundwire
Document No : T1175.T.TL - Sag-02 Designed
Checked
Ara
Smp
----
3341.61
Date : 27/07/2001
Sheet
----
15.817
OF 3
N & TOUBRO LIMITED
ECC DIVISION - EDRC Date : 27/07/2001
Sheet
OF 3
ALCULATIONS AS PER DIV VDE 0210 : = 44.44 in m/sec
11.95, the dynamic wind pressure (q) in Table 5 of DIN VDE 0210 is arrived for 160 Kmph, the dynamic wind pressure in Table 5 is to be multiplied by a factor
40-100m 1.00 0.68
123.230 95.846
40-100m 1.00 0.68 123.230 95.846
N & TOUBRO LIMITED
ECC DIVISION - EDRC Date : 27/07/2001
Sheet
OF 3
40-100m 1.20 0.9 195.719
40-100m 2.80 0.9 456.677
40-100m 2.80 3.08 0.9
N & TOUBRO LIMITED
ECC DIVISION - EDRC Date : 27/07/2001
Sheet
OF 3
45 355.211
GROUND WIRE O.P.G.W " FOCAS " 32 Fibres 18.600 (* *)
1.059
11173 194.08 17.3 x 10-6 10227 5°C 35°C 80°C (* * ) Weight of Warning Sphere and armor rod added to O.P.G.W. Earthwire Factor of Safety 6.311 6.698 6.996 ----
----
----
----
2.913
N & TOUBRO LIMITED
ECC DIVISION - EDRC Date : 27/07/2001
Sheet
OF 3
3.344
Description
Unit
Symbol
Values
1
Maximum Width of Plate
m
B
1.230
2
Thickness of Plate
m
t
0.006
3
Unit Weight of Steel
kN/m2
γs
78.50
4
Live Load Considered over Chequered Plate
kN/m2
P1
5
5
Yield Stress of Steel
N/mm2
fy
275
6
Youngs Modulus of steel
kN/m2
E
200000
Unit
Symbol
Values
kN/m2
P2
0.471
kN/m2
P1
5
kN/m
W
5.471
Unit
Symbol
Values
= ( 5.471 x 1.23^2 ) / 8
kN.m
M
1.035
= (1000 x 6^3 ) / 12
mm4
I
18000
= ( 18000 / (6 / 2 ))
mm3
Z
6000
N/mm2
fs
172.500
N/mm2
fb
220
(A)--LOADING CALCULATION: Description Self Weight of plate
Expression = (0.006 x 78.5 )
Live Load over chequered plate Total load on Plate = P1 + P2
= ( 5 + 0.471)
Description
Expression
(B) --BENDING MOMENT CALCULATION: Maximum Bending Moment = ( W x B2 ) / 8 Moment of Inertia
Section Modulus
(C) --CHECK FOR BENDING STRESS: Actual Bending Stress =M/Z
= (1.035 x 10^6) / 6000
Permissible Bending Stress (As per BS 5950-1:2000 Clause 4.3.8) = 0.8 x fy
= 0.8 x 275
fb > fs HENCE SAFE
(D) --CHECK FOR DEFLECTION: Actual Deflection = (( 5 x W x B^4 ) / ( 384 x E x I ))
= (( 5 x 5.471 x 1.23^4 ) 10^9 / ( 384 x 200000 x 18000 ))
mm
δ
0.045
mm
δa
6.15
Allowable Deflection (As per BS 5950-1:2000 Table 8) = B / 200
= 1230 / 200
δa > δ HENCE SAFE
INPUT DATA FOR CHEQUERED PLATE DESIGN : Case:2 Upper Floors Sl.No
Description
Unit
Symbol
Values
1
Maximum Width of Plate
m
B
1.230
2
Thickness of Plate
m
t
0.008
3
Unit Weight of Steel
kN/m2
γs
78.50
4
Live Load Considered over Chequered Plate
kN/m2
P1
20
5
Yield Stress of Steel
N/mm2
fy
275
6
Youngs Modulus of steel
kN/m2
E
200000
Unit
Symbol
Values
kN/m2
P2
0.628
kN/m2
P1
5
kN/m
W
5.628
Unit
Symbol
Values
= ( 0.628 x 1.23^2 ) / 8+(5 x 1.23)/4
kN.m
M
1.656
= (1000 x 8^3 ) / 12
mm4
I
42667
= ( 42666.667 / (8 / 2 ))
mm3
Z
10667
N/mm2
fs
155.250
N/mm2
fb
220
(A)--LOADING CALCULATION: Description Self Weight of plate
Expression = (0.008 x 78.5 )
Live Load over chequered plate Total load on Plate = P1 + P2
= ( 5 + 0.628)
Description
Expression
(B) --BENDING MOMENT CALCULATION: Maximum Bending Moment = ( P2 x B2 ) / 8 + (P1 * B)/4 Moment of Inertia
Section Modulus
(C) --CHECK FOR BENDING STRESS: Actual Bending Stress =M/Z
= (1.656 x 10^6) / 10666.667
Permissible Bending Stress (As per BS 5950-1:2000 Clause 4.3.8) = 0.8 x fy
= 0.8 x 275
fb > fs HENCE SAFE
Note: 1. The Chequered plate is designed for 500kg, whereas rest of the equipments loads shall be load on Main & Secondary Beams 2. The seismic & Wind loads are taken care by the column & beams
(D) --CHECK FOR DEFLECTION: Actual Deflection = (( 5 x 0.628 x 1.23^4 ) 10^9 / ( 384 x 200000 x = (( 5 x P2 x B^4 ) / ( 384 x E x I ))+ 42666.667 ))+((5x1.23^3)x10^9/ (( P1 x B^3 ) / ( 48 x E x I )) (48x200000x42666.667)
mm
δ
0.025
mm
δa
6.15
Allowable Deflection (As per BS 5950-1:2000 Table 8) = B / 200
= 1230 / 200
δa > δ HENCE SAFE
8mm thk plate is required for 500kg Concetrated load
INPUT DATA FOR CHEQUERED PLATE DESIGN : Case:2 Upper Floors "Reduced the width from 1.230 to 0.615m inorder to satisfy the 6mm thick" Sl.No
Description
Unit
Symbol
Values
1
Maximum Width of Plate (Stiffener angle shall be added at the mid)
m
B
0.615
2
Thickness of Plate
m
t
0.006
3
Unit Weight of Steel
kN/m2
γs
78.50
4
Live Load Considered over Chequered Plate
kN/m2
P1
20
5
Yield Stress of Steel
N/mm2
fy
275
6
Youngs Modulus of steel
kN/m2
E
200000
Unit
Symbol
Values
kN/m2
P2
0.471
kN/m2
P1
5
kN/m
W
5.471
Unit
Symbol
Values
= ( 0.471 x 0.615^2 ) / 8+(5 x 0.615)/4
kN.m
M
0.791
= (1000 x 6^3 ) / 12
mm4
I
18000
= ( 18000 / (6 / 2 ))
mm3
Z
6000
N/mm2
fs
131.833
N/mm2
fb
220
(A)--LOADING CALCULATION: Description Self Weight of plate
Expression = (0.006 x 78.5 )
Live Load over chequered plate Total load on Plate = P1 + P2
= ( 5 + 0.471)
Description
Expression
(B) --BENDING MOMENT CALCULATION: Maximum Bending Moment = ( P2 x B2 ) / 8 + (P1 * B)/4 Moment of Inertia
Section Modulus
(C) --CHECK FOR BENDING STRESS: Actual Bending Stress =M/Z
= (0.791 x 10^6) / 6000
Permissible Bending Stress (As per BS 5950-1:2000 Clause 4.3.8) = 0.8 x fy
= 0.8 x 275
fb > fs HENCE SAFE
Note: 1. The Chequered plate is designed for 500kg, whereas rest of the equipments loads shall be load on Main & Secondary Beams 2. The seismic & Wind loads are taken care by the column & beams
(D) --CHECK FOR DEFLECTION: Actual Deflection = (( 5 x 0.471 x 0.615^4 ) 10^9 / ( 384 x 200000 = (( 5 x P2 x B^4 ) / ( 384 x E x I ))+ x 18000 ))+((5x0.615^3)x10^9/ (( P1 x B^3 ) / ( 48 x E x I )) (48x200000x18000)
mm
δ
0.007
mm
δa
3.08
Allowable Deflection (As per BS 5950-1:2000 Table 8) = B / 200
= 615 / 200
δa > δ HENCE SAFE
INPUT DATA FOR CHEQUERED PLATE DESIGN : Case:2 Staitways Sl.No
Description
Unit
Symbol
Values
1
Maximum Width of Plate
m
B
1.500
2
Thickness of Plate
m
t
0.008
3
Unit Weight of Steel
kN/m2
γs
78.50
4
Live Load Considered over Grating
kN/m2
P1
5
5
Yield Stress of Steel
N/mm2
fy
275
6
Youngs Modulus of steel
kN/m2
E
200000
Unit
Symbol
Values
kN/m2
P2
0.628
kN/m2
P1
5
kN/m
W
5.628
Unit
Symbol
Values
kN.m
M
1.583
m4
I
42667
mm3
Z
10667
N/mm2
fs
148.406
N/mm2
fb
220
(A)--LOADING CALCULATION: Description Self Weight of plate
Expression = (0.008 x 78.5 )
Live Load over chequered plate Total load on Plate = P1 + P2
= ( 5 + 0.628)
Description
Expression
(B) --BENDING MOMENT CALCULATION: Maximum Bending Moment = ( W x B2 ) / 8
= ( 5.628 x 1.5^2 ) / 8
Moment of Inertia = (1000 x 8^3 ) / 12 Section Modulus = ( 42666.667 / (8 / 2 ))
(C) --CHECK FOR BENDING STRESS: Actual Bending Stress =M/Z
= (1.583 x 10^6) / 10666.667
Permissible Bending Stress (As per BS 5950-1:2000 Clause 4.3.8) = 0.8 x fy
= 0.8 x 275
fb > fs HENCE SAFE
(D) --CHECK FOR DEFLECTION: Actual Deflection = (( 5 x W x B^4 ) / ( 384 x E x I ))
= (( 5 x 5.628 x 1.5^4 ) 10^9 / ( 384 x 200000 x 42666.667 ))
mm
δ
0.043
mm
δa
7.50
Allowable Deflection (As per BS 5950-1:2000 Table 8) = B / 200
= 1500 / 200
δa > δ HENCE SAFE
LARSEN & TOUBRO LIMITED ECC Division - EDRC
Project :
220 Kv D/c Transmission Line From Shahama East To Samha Sub Station
Title :
Wind Pressure & Sag Tension Calculcaion
DOCUMENT NO : O1033.T.TL - Sag-01
Date : 07/06/2001
DESIGNED
CHECKED
ARA
SMP
Sheet
OF 3
WIND PRESSURE CALCULATIONS AS PER DIV VDE 0210 : Wind Speed for Conductor/ Earthwire as per MOM Dated 26.05.01 in KMPH
150
= 41.67 in m/sec
Wind Speed for Insulator/Tower body as per MOM Dated 26.05.01 in KMPH
160
= 44.44 in m/sec
Basis Span for Sag Tension calculation as per Schedule C2 in M (L)
450
=
As per DIN VDE 0210 and their further clarification dated 24.11.95, the dynamic wind pressure (q) in Table 5 of DIN VDE 0210 is arrived for a basic wind speed of 120 Kmph. Hence for a wind speed of 150 Kmph, the dynamic wind pressure in Table 5 is to be multiplied by a factor = (150 / 120 )^2 = 1.563 in wind pressure calculation for Conductor/ Earthwire & with a factor =(160/120)^2 = 1.778 for Insulator/ Towerbody. Wind Load on Conductor/Groundwire as per Clause 8.1.2.1 of DIN VDE 0210
=
Cf x q x d x ( 80 +0.6 x L)
Wind Pressure on Conductor/Groundwire.
=
Cf x q x ( 80 +0.6 x L) / L
(I) Wind Pressure On Conductors in Kg/m2 : Height of Attachment point in m
Conductor
Drag Coefficient for Conductor Diameter more than 15.80 mm refer Table 6 of DIN VDE 0210
0-40m
40-100m
Cfc
=
1.00
1.00
qc
=
0.53
0.68
Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Dynamic Wind Pressure for 160 KMPH in Kg/m2
=
( Cfc * qc * ( 160 / 120 )^2 * 1000 / 9.81 ) =
Dynamic Wind Pressure for 150 KMPH in Kg/m2
=
( Cfc * qc * ( 150 / 120 )^2 * 1000 / 9.81 ) =
Wind Pressure on Conductor in Kg/m2
96.047 108.308 =
74.703
84.240
(II) Wind Pressure On Earthwire in Kg/m2 : Height of Attachment point in m
Groundwire
Drag Coefficient for Earthwire Diameter more than 15.80 mm refer Table 6 of DIN VDE 0210 Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Dynamic Wind Pressure for 150 KMPH in Kg/m2
=
40-100m
Cfe
=
1.00
qe
=
0.68
( Cfe * qe * ( 150 / 120 )^2 * 1000 / 9.81 ) =
Wind Pressure On Earthwire in Kg/m2
108.308 =
84.240
(III) Effect of Aircraft Warning Sphere on the Earth wire : Increase in wind pressure on earth wire due to Aircraft Warning Sphere : Diameter of Warning sphere in M =
0.600
Centre to Centre Spacing of sphere in M
30
Diameter of earthwire in mm
18.600
Drag Coefficient for Aerial warning balls
0.4
Wind load on one sphere in Kn
= ( Pi / 4 * ( 0.6) ^2 * 0.4 * 0.68 * 1.563 )
Wind load on one sphere in Kn
=
Wind pressure on sphere in Kg/m2
= ( 0.12 * 1000 / ( 9.810 * 30 * 0.0186)) =
Total wind pressure on the earth wire including the effect
0.12
21.922
= ( 84.24 + 21.922)
LARSEN & TOUBRO LIMITED ECC Division - EDRC
Project :
220 Kv D/c Transmission Line From Shahama East To Samha Sub Station
Title :
Wind Pressure & Sag Tension Calculcaion
DOCUMENT NO : O1033.T.TL - Sag-01
Date : 07/06/2001
DESIGNED
CHECKED
ARA
SMP
Sheet
of warning sphere in Kg/m2 For 450 M Span
=
106.162
Weight of earthwire in Kg/m
=
0.818
Weight of one sphere in Kg
=
7.200
Weight of Armour Rod in Kg
=
0.520
Equivalent unit weight of earthwire in Kg/m
= ( 0.818 + 7.2 / 30 + 0.52 / 450 )
OF 3
(For Sag Tension Calculation)
(IV) Increase in weight of earthwire due to Aircraft Warning Sphere :
1.059
(V) Effect of Spacer dampers on conductor : Weight of spacer damper
= 2.40 + 5%
Max Weight of spacer damper in Kg
= 2.40 + (0.05 * 2.40) ]
Average centre to centre spacing of Damper in M
=
30
Weight of conductor in Kg/m
=
0.670
Equivalent weight of conductor including the weight of spacer dampers in Kg/m
= ( 0.67 + ( 2.52 / ( 2 * 30 ) )
=
2.520
=
0.712
(VI) Wind Pressure On Insulator in Kg/m2 : Height of Attachment point in m
Insulator
Drag Coefficient for Insulator as per Table 6 of DIN VDE 0210 Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Wind Pressure on insulator for 160 KMPH in Kg/m2
=
( Cfi * qi * ( 160 / 120 )^2 * 1000 / 9.81 )
0-40m
40-100m
Cfi
=
1.20
1.20
qi
=
0.7
0.9
152.226
195.719
0-40m
40-100m
=
(VII) Wind Pressure On Tower Body in Kg/m2 : Height of Towe Body in m
Tower Body
Drag Coefficient Cf is given in the Table 6 of DIN VDE 0210 for Square & rectangular towers
Cft
=
2.80
2.80
qt
=
0.7
0.9
355.193
456.677
0-40m
40-100m
=
2.80
2.80
(Cfdw = 2.8+10/100 * 2.8) =
3.08
3.08
=
0.7
0.9
=
45
45
Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Wind Pressure on Tower Body for 160 KMPH in Kg/m2
=
( Cft * qt * ( 160 / 120 )^2 * 1000 / 9.81 )
=
(VIII) Wind Pressure On Tower Body in Kg/m2 ( For Diagonal Wind condition ) : Height of Towe Body in m
Tower Body
Drag Coefficient Cf is given in the Table 6 of DIN VDE 0210 for Square & rectangular towers As per Cl.no 8.2.1.2 aerodynamical drag coefficient is to be increased by 10 % = Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Angle of Incidence of wind in deg
Cft
qdw
LARSEN & TOUBRO LIMITED ECC Division - EDRC
Project :
220 Kv D/c Transmission Line From Shahama East To Samha Sub Station
Title :
Wind Pressure & Sag Tension Calculcaion
Wind Pressure tower in Kg/m2 (In Trans. & Long.Face) =
DOCUMENT NO : O1033.T.TL - Sag-01
Date : 07/06/2001
DESIGNED
CHECKED
ARA
SMP
Sheet
Cfdw*qdw*( 160/120 )^2 *1000/9.81*Cos(45) =
276.275
OF 3
355.211
BASIC SPAN FOR SAG TENSION CALCULATION : 450 M DESCRIPTION Name / Code Stranding Aluminium & Steel Diameter in MM Unit Weight (Kg / m)
CONDUCTOR
GROUND WIRE
AAAC ‘ALDREY’
O.P.G.W " FOCAS "
61/ 2.25
32 Fibres
20.200
18.600
(## )
0.712
(* *)
1.059
Ultimate Strength in Kg
6910
11173
Cross Sectional Area in (mm2)
242.5
194.08
Coefficient of Linear Expansion ( / °C)
23 x 10-6
17.3 x 10-6
Final Modulus of Elasticity in Kg /mm2
5697
10227
Minimum Temperature
5°C
5°C
Everyday Temperature
35°C
35°C
Maximum Temperature
80°C
80°C (* * ) Weight of Warning Sphere and armor rod added to O.P.G.W
(# # ) Weight of Spacer Damper Added to conductor Conductor
Earthwire
Sl No
Combination of Temperature & Wind
Wind Pressure in Kg/m2
Tension in Kg
Sag in M
Factor of Safety
Tension in Kg
Sag in M
Factor of Safety
1
35° & Nil wind
0
1126.00
16.006
6.137
1834.30
($) 14.614
6.091
2
5° & Nil Wind
0
1243.00
14.499
5.559
1996.11
13.429
5.597
3
80° & Nil wind
0
995.70
($) 18.100
6.940
1645.29
16.292
6.791
4
40° & Nil wind
0
1109.2
16.248
6.230
1810.49
14.806
6.171
5
5° & Full wind (For conductors less than 40 m)
74.703
2521.80
16.752
2.740
----
----
----
6
5° & Diagonal wind (For conductors less than 40 m)
59.762
2190.50
16.189
3.155
----
----
----
7
5° & Full wind (For conductors more than 40 m)
84.240
2732.10
17.094
2.529
----
----
----
8
5° & Diagonal wind (For conductors more than 40 m)
67.392
2359.60
16.477
2.928
----
----
----
7
5° & Full wind (For groundwire more than 40 m)
106.162
----
----
----
3637.41
15.595
3.072
LARSEN & TOUBRO LIMITED ECC Division - EDRC
Project :
220 Kv D/c Transmission Line From Shahama East To Samha Sub Station
Title :
Wind Pressure & Sag Tension Calculcaion
8
5° & Diagonal wind (For Earthwier more than 40 m)
84.930
----
($) Refers Initial Condition For Conductor and Groundwire
DOCUMENT NO : O1033.T.TL - Sag-01 DESIGNED
CHECKED
ARA
SMP
----
3199.51
Date : 07/06/2001
Sheet
----
15.039
OF 3
3.492
LARSEN & TOUBRO LIMITED ECC DIVISION - EDRC Project :
400/220 Kv D/c Transmission Line From Al Ain Southwest to Abu Dhabi
Document No : T1175.T.TL - Sag-02
Title :
Wind Pressure & Sag Tension Calculcaion (For 220 kv Lines)
Date : 27/07/2001
Designed
Checked
Ara
Smp
Sheet
OF 3
WIND PRESSURE CALCULATIONS AS PER DIV VDE 0210 : Wind Speed for Conductor,Earthwire,Insulator&Tower body in KMPH Basis Span for Sag Tension calculation as per Schedule C2 in M (L)
160 =
= 44.44 in m/sec
450
As per DIN VDE 0210 and their further clarification dated 24.11.95, the dynamic wind pressure (q) in Table 5 of DIN VDE 0210 is arrived for a basic wind speed of 120 Kmph. Hence for a wind speed of 160 Kmph, the dynamic wind pressure in Table 5 is to be multiplied by a factor = (160 / 120 )^2 = 1.778 in wind pressure calculation for Conductor,Earthwire,Insulator &Towerbody. Wind Load on Conductor/Groundwire as per Clause 8.1.2.1 of DIN VDE 0210
=
Cf x q x d x ( 80 +0.6 x L)
Wind Pressure on Conductor/Groundwire.
=
Cf x q x ( 80 +0.6 x L) / L
(I) Wind Pressure On Conductors in Kg/m 2 : Height of Attachment point in m
Conductor
Drag Coefficient for Conductor Diameter more than 15.80 mm refer Table 6 of DIN VDE 0210
0-40m
Cfc
=
1.00
qc
=
0.53
Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Dynamic Wind Pressure for 160 KMPH in Kg/m2
=
( Cfc * qc * ( 160 / 120 )^2 * 1000 / 9.81 )
=
Dynamic Wind Pressure for 160 KMPH in Kg/m2
=
( Cfc * qc * ( 160 / 120 )^2 * 1000 / 9.81 )
=
Wind Pressure on Conductor in Kg/m2
96.047
=
74.703
(II) Wind Pressure On Earthwire in Kg/m2 : Height of Attachment point in m
Groundwire
Drag Coefficient for Earthwire Diameter more than 15.80 mm refer Table 6 of DIN VDE 0210 Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Dynamic Wind Pressure for 160 KMPH in Kg/m2
=
40-100m
Cfe
=
1.00
qe
=
0.68
( Cfe * qe * ( 160 / 120 )^2 * 1000 / 9.81 )
Wind Pressure On Earthwire in Kg/m2
=
123.230 =
95.846
(III) Effect of Aircraft Warning Sphere on the Earth wire : Increase in wind pressure on earth wire due to Aircraft Warning Sphere : Diameter of Warning sphere in M =
0.600
Centre to Centre Spacing of sphere in M
30
Diameter of earthwire in mm
18.600
Drag Coefficient for Aerial warning balls
0.4
Wind load on one sphere in Kn
= ( Pi / 4 * ( 0.6) ^2 * 0.4 * 0.68 * 1.778 )
Wind load on one sphere in Kn
=
Wind pressure on sphere in Kg/m 2
= ( 0.137 * 1000 / ( 9.810 * 30 * 0.0186)) =
Total wind pressure on the earth wire including the effect
0.137
25.027
= ( 95.846 + 25.027)
LARSEN & TOUBRO LIMITED ECC DIVISION - EDRC Project :
400/220 Kv D/c Transmission Line From Al Ain Southwest to Abu Dhabi
Title :
Wind Pressure & Sag Tension Calculcaion (For 220 kv Lines)
Document No : T1175.T.TL - Sag-02
Date : 27/07/2001
Designed
Checked
Ara
Smp
Sheet
of warning sphere in Kg/m2 .
=
120.873
(For Sag Tension Calculation)
Weight of earthwire in Kg/m
=
0.818
Weight of one sphere in Kg
=
7.200
Weight of Armour Rod in Kg
=
0.520
Equivalent unit weight of earthwire in Kg/m
= ( 0.818 + 7.2 / 30 + 0.52 / 450 )
(IV) Increase in weight of earthwire due to Aircraft Warning Sphere :
1.059
(V) Effect of Spacer dampers on conductor : Weight of spacer damper
= 2.40 + 5%
Max Weight of spacer damper in Kg
= 2.40 + (0.05 * 2.40) ]
Average centre to centre spacing of Damper in M (Assumed)
=
30
Weight of conductor in Kg/m
=
1.085
No. of conductors per phase
=
2
Equivalent weight of conductor including the weight of spacer dampers in Kg/m
= ( 1.085 + ( 2.52 / ( 30 * 2 ) )
=
2.520
nos =
1.127
(VI) Wind Pressure On Insulator in Kg/m2 : Height of Attachment point in m
Insulator
Drag Coefficient for Insulator as per Table 6 of DIN VDE 0210 Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Wind Pressure on insulator for 160 KMPH in Kg/m2
=
( Cfi * qi * ( 160 / 120 )^2 * 1000 / 9.81 )
0-40m Cfi
=
1.20
qi
=
0.7
=
152.226
(VII) Wind Pressure On Tower Body in Kg/m2 : Height of Towe Body in m
Tower Body
Drag Coefficient Cf is given in the Table 6 of DIN VDE 0210 for Square & rectangular towers Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH Wind Pressure on Tower Body for 160 KMPH in Kg/m2
=
( Cft * qt * ( 160 / 120 )^2 * 1000 / 9.81 )
0-40m
Cft
=
2.80
qt
=
0.7
=
355.193
(VIII) Wind Pressure On Tower Body in Kg/m2 ( For Diagonal Wind condition ) : Height of Towe Body in m
Tower Body
Drag Coefficient Cf is given in the Table 6 of DIN VDE 0210 for Square & rectangular towers As per Cl.no 8.2.1.2 aerodynamical drag coefficient is to be increased by 10 % = Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH
Cft
0-40m =
2.80
(Cfdw = 2.8+10/100 * 2.8) =
3.08
qdw
=
0.7
OF 3
LARSEN & TOUBRO LIMITED ECC DIVISION - EDRC Project :
400/220 Kv D/c Transmission Line From Al Ain Southwest to Abu Dhabi
Document No : T1175.T.TL - Sag-02
Title :
Wind Pressure & Sag Tension Calculcaion (For 220 kv Lines)
Designed
Checked
Ara
Smp
Date : 27/07/2001
Sheet
Angle of Incidence of wind in deg
=
Wind Pressure tower in Kg/m2 (In Trans. & Long.Face) =
Cfdw*qdw*( 160/120 )^2 *1000/9.81*Cos(45) =
OF 3
45 276.275
BASIC SPAN FOR SAG TENSION CALCULATION : 450 M DESCRIPTION
CONDUCTOR
GROUND WIRE
Name / Code
AL/AlClad Steel
O.P.G.W " FOCAS "
Stranding Aluminium & Steel
26/3.72 , 7/2.89
32 Fibres
23.550
18.600
Diameter in MM Unit Weight (Kg / m)
(## )
Ultimate Strength in Kg
1.127
(* *)
1.059
9990
11173
328.52
194.08
Coefficient of Linear Expansion ( / °C)
20.0 x 10-6
17.3 x 10-6
Final Modulus of Elasticity in Kg /mm2
7727
10227
Minimum Temperature
5°C
5°C
Everyday Temperature
35°C
35°C
Maximum Temperature
80°C
80°C
Cross Sectional Area in (mm2)
(* * ) Weight of Warning Sphere and armor rod added to O.P.G.W.
(# # ) Weight of Spacer Damper Added to conductor Conductor
Earthwire
Sl No
Combination of Temperature & Wind
Wind Pressure in Kg/m2
Tension in Kg
Sag in M
Factor of Safety
Tension in Kg
Sag in M
1
35° & Nil wind
0
1798.20
($) 15.865
5.556
1770.30
15.142
2
60° & Nil wind
0
1686.10
16.921
5.925
1668.21
16.069
3
80° & Nil wind
0
1608.01
17.730
6.213
1597.10
16.786
4
5°- Full wind (For conductors less than 40 m)
74.703
3331.50
15.872
2.999
----
----
5
5°- Diagonal wind (For conductors less than 40 m)
59.762
2943.60
15.504
3.394
----
----
6
5° & Full wind (For conductors more than 40 m)
95.846
3894.80
16.397
2.565
----
----
7
5°- Diagonal wind (For conductors more than 40 m)
76.677
3383.70
15.926
2.952
----
----
8
5° - Full wind (For groundwire more than 40 m)
120.873
----
----
----
3836.21
($) 16.397
LARSEN & TOUBRO LIMITED ECC DIVISION - EDRC Project :
400/220 Kv D/c Transmission Line From Al Ain Southwest to Abu Dhabi
Title :
Wind Pressure & Sag Tension Calculcaion (For 220 kv Lines)
9
5° - Diagonal wind (For groundwire more than 40 m)
96.698
----
($) Refers Initial Condition For Conductor and Groundwire
Document No : T1175.T.TL - Sag-02 Designed
Checked
Ara
Smp
----
3341.61
Date : 27/07/2001
Sheet
----
15.817
OF 3
N & TOUBRO LIMITED
ECC DIVISION - EDRC Date : 27/07/2001
Sheet
OF 3
ALCULATIONS AS PER DIV VDE 0210 : = 44.44 in m/sec
11.95, the dynamic wind pressure (q) in Table 5 of DIN VDE 0210 is arrived for 160 Kmph, the dynamic wind pressure in Table 5 is to be multiplied by a factor
40-100m 1.00 0.68
123.230 95.846
40-100m 1.00 0.68 123.230 95.846
N & TOUBRO LIMITED
ECC DIVISION - EDRC Date : 27/07/2001
Sheet
OF 3
40-100m 1.20 0.9 195.719
40-100m 2.80 0.9 456.677
40-100m 2.80 3.08 0.9
N & TOUBRO LIMITED
ECC DIVISION - EDRC Date : 27/07/2001
Sheet
OF 3
45 355.211
GROUND WIRE O.P.G.W " FOCAS " 32 Fibres 18.600 (* *)
1.059
11173 194.08 17.3 x 10-6 10227 5°C 35°C 80°C (* * ) Weight of Warning Sphere and armor rod added to O.P.G.W. Earthwire Factor of Safety 6.311 6.698 6.996 ----
----
----
----
2.913
N & TOUBRO LIMITED
ECC DIVISION - EDRC Date : 27/07/2001
Sheet
OF 3
3.344
Related Documents 3h463d
Chequered Plate 5815k
December 2019 44
Chequered Plate 5815k
October 2019 87
Chequered Plate Technical Details.pdf 22194p
October 2022 0
How Do You Calculate Chequered Plate Weight 1c635m
November 2022 0
Manual Vibro Plate Plate 354jw
November 2019 61
Embedded Plate 2w2h4z
December 2019 76More Documents from "Mythili Bysani" 661n1f
Hdfcbank Credit Card Rewards Catalogue y4a3u
December 2019 59
Chequered Plate 5815k
December 2019 44
Experiment 7 - Batch Reactor 635s6y
December 2019 66
Physics Design Lab 2h4n5p
October 2019 48
[smtebooks.eu] Google Cloud Ai Services Quick Start Guide 1st Edition 5d1dl
January 2021 0