Chequered Plate

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 78.50

4 Live Load Considered over Chequered Plate 5

5 Yield Stress of Steel fy 275

6 Youngs Modulus of steel E 200000

(A)--LOADING CALCULATION:

Description Expression Unit Symbol Values

Self Weight of plate = (0.006 x 78.5 ) kN/m2 0.471

Live Load over chequered plate kN/m2 P1 5

Total load on Plate

= ( 5 + 0.471) kN/m W 5.471


(B) --BENDING MOMENT CALCULATION:

Maximum Bending Moment

= ( 5.471 x 1.23^2 ) / 8 kN.m M 1.035

Moment of Inertia

= (1000 x 6^3 ) / 12 I 18000

Section Modulus

= ( 18000 / (6 / 2 )) Z 6000

(C) --CHECK FOR BENDING STRESS:

Actual Bending Stress

= M / Z = (1.035 x 10^6) / 6000 fs 172.500

Permissible Bending Stress (As per BS 5950-1:2000 Clause 4.3.8)

= 0.8 x fy = 0.8 x 275 220

fb > fs

HENCE SAFE

kN/m2 γs

kN/m2 P1

N/mm2

kN/m2

P2

= P1 + P

2

= ( W x B2 ) / 8

mm4

mm3

N/mm2

N/mm2 fb

(D) --CHECK FOR DEFLECTION:

Actual Deflection

= (( 5 x W x B^4 ) / ( 384 x E x I )) mm δ 0.045

Allowable Deflection (As per BS 5950-1:2000 Table 8)

= B / 200 = 1230 / 200 mm 6.15

δa > δ

HENCE SAFE

= (( 5 x 5.471 x 1.23^4 ) 10^9 / ( 384 x 200000 x 18000 ))

δa


Case:2 Upper Floors












Total load on Plate

= ( 5 + 0.628) kN/m W 5.628




= ( 0.628 x 1.23^2 ) / 8+(5 x 1.23)/4 kN.m M 1.656

Moment of Inertia

= (1000 x 8^3 ) / 12 I 42667

Section Modulus

= ( 42666.667 / (8 / 2 )) Z 10667



= M / Z = (1.656 x 10^6) / 10666.667 fs 155.250


= 0.8 x fy = 0.8 x 275 220

fb > fs

HENCE SAFE

kN/m2 γs

kN/m2 P1

N/mm2

kN/m2

P2

= P1 + P

2

= ( P2 x B2 ) / 8 + (P

1 * B)/4

mm4

mm3

N/mm2

N/mm2 fb

Note: 1. The Chequered plate is designed for 500kg, whereas rest of the equipments loads shall be load on Main & Secondary Beams2. The seismic & Wind loads are taken care by the column & beams


Actual Deflection

mm δ 0.025


= B / 200 = 1230 / 200 mm 6.15

δa > δ

HENCE SAFE

8mm thk plate is required for 500kg Concetrated load

= (( 5 x P2 x B^4 ) / ( 384 x E x I ))+ (( P1 x B^3 ) / ( 48 x E x I ))

= (( 5 x 0.628 x 1.23^4 ) 10^9 / ( 384 x 200000 x 42666.667 ))+((5x1.23^3)x10^9/(48x200000x42666.667)

δa


Case:2 Upper Floors "Reduced the width from 1.230 to 0.615m inorder to satisfy the 6mm thick"


1 Maximum Width of Plate (Stiffener angle shall be added at the mid) m B 0.615










Total load on Plate

= ( 5 + 0.471) kN/m W 5.471




= ( 0.471 x 0.615^2 ) / 8+(5 x 0.615)/4 kN.m M 0.791

Moment of Inertia

= (1000 x 6^3 ) / 12 I 18000

Section Modulus

= ( 18000 / (6 / 2 )) Z 6000



= M / Z = (0.791 x 10^6) / 6000 fs 131.833


= 0.8 x fy = 0.8 x 275 220

fb > fs

HENCE SAFE

kN/m2 γs

kN/m2 P1

N/mm2

kN/m2

P2

= P1 + P

2

= ( P2 x B2 ) / 8 + (P

1 * B)/4

mm4

mm3

N/mm2

N/mm2 fb

Note: 1. The Chequered plate is designed for 500kg, whereas rest of the equipments loads shall be load on Main & Secondary Beams2. The seismic & Wind loads are taken care by the column & beams


Actual Deflection

mm δ 0.007


= B / 200 = 615 / 200 mm 3.08

δa > δ

HENCE SAFE

= (( 5 x P2 x B^4 ) / ( 384 x E x I ))+ (( P1 x B^3 ) / ( 48 x E x I ))

= (( 5 x 0.471 x 0.615^4 ) 10^9 / ( 384 x 200000 x 18000 ))+((5x0.615^3)x10^9/(48x200000x18000)

δa


Case:2 Staitways





4 Live Load Considered over Grating 5







Total load on Plate

= ( 5 + 0.628) kN/m W 5.628




= ( 5.628 x 1.5^2 ) / 8 kN.m M 1.583

Moment of Inertia

= (1000 x 8^3 ) / 12 I 42667

Section Modulus

= ( 42666.667 / (8 / 2 )) Z 10667



= M / Z = (1.583 x 10^6) / 10666.667 fs 148.406


= 0.8 x fy = 0.8 x 275 220

fb > fs

HENCE SAFE

kN/m2 γs

kN/m2 P1

N/mm2

kN/m2

P2

= P1 + P

2

= ( W x B2 ) / 8

m4

mm3

N/mm2

N/mm2 fb


Actual Deflection

= (( 5 x W x B^4 ) / ( 384 x E x I )) mm δ 0.043


= B / 200 = 1500 / 200 mm 7.50

δa > δ

HENCE SAFE

= (( 5 x 5.628 x 1.5^4 ) 10^9 / ( 384 x 200000 x 42666.667 ))

δa

LARSEN & TOUBRO LIMITED ECC Division - EDRC

Project : Date : 07/06/2001

Title : Wind Pressure & Sag Tension Calculcaion

DESIGNED CHECKED

Sheet OF 3 ARA SMP

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

Height of Attachment point in m Conductor 0-40m 40-100m

Drag Coefficient for Conductor Diameter more than 15.80 mm refer Table 6 of DIN VDE 0210 Cfc = 1.00 1.00

Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH qc = 0.53 0.68

Dynamic Wind Pressure for 160 KMPH in Kg/m2 = ( Cfc * qc * ( 160 / 120 )^2 * 1000 / 9.81 ) = 96.047


= 74.703 84.240

Height of Attachment point in m Groundwire 40-100m

Drag Coefficient for Earthwire Diameter more than 15.80 mm refer Table 6 of DIN VDE 0210 Cfe = 1.00

Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH qe = 0.68

Dynamic Wind Pressure for 150 KMPH in Kg/m2 = ( Cfe * qe * ( 150 / 120 )^2 * 1000 / 9.81 ) = 108.308

Wind Pressure On Earthwire in Kg/m2 = 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 = 0.12

= ( 0.12 * 1000 / ( 9.810 * 30 * 0.0186))

= 21.922

Total wind pressure on the earth wire including the effect = ( 84.24 + 21.922)

220 Kv D/c Transmission Line From Shahama East To Samha Sub Station

DOCUMENT NO : O1033.T.TL - Sag-01

(I) Wind Pressure On Conductors in Kg/m2 : -

Wind Pressure on Conductor in Kg/m2

(II) Wind Pressure On Earthwire in Kg/m2 : -

Wind pressure on sphere in Kg/m2




DESIGNED CHECKED

Sheet OF 3 ARA SMP



= 106.162 (For Sag Tension Calculation)

(IV) Increase in weight of earthwire due to Aircraft Warning Sphere :

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 ) 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) ] = 2.520

Average centre to centre spacing of Damper in M = 30

Weight of conductor in Kg/m = 0.670

= ( 0.67 + ( 2.52 / ( 2 * 30 ) ) = 0.712

Height of Attachment point in m Insulator 0-40m 40-100m

Drag Coefficient for Insulator as per Table 6 of DIN VDE 0210 Cfi = 1.20 1.20

Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH qi = 0.7 0.9

Wind Pressure on insulator for 160 KMPH in Kg/m2 = ( Cfi * qi * ( 160 / 120 )^2 * 1000 / 9.81 ) = 152.226 195.719

Height of Towe Body in m Tower Body 0-40m 40-100m

Drag Coefficient Cf is given in the Table 6 of DIN VDE 0210 for Square & rectangular towers Cft = 2.80 2.80

Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH qt = 0.7 0.9

Wind Pressure on Tower Body for 160 KMPH in Kg/m2 = ( Cft * qt * ( 160 / 120 )^2 * 1000 / 9.81 ) = 355.193 456.677

Height of Towe Body in m Tower Body 0-40m 40-100m

Drag Coefficient Cf is given in the Table 6 of DIN VDE 0210 for Square & rectangular towers Cft = 2.80 2.80

As per Cl.no 8.2.1.2 aerodynamical drag coefficient is to be increased by 10 % = (Cfdw = 2.8+10/100 * 2.8) = 3.08 3.08

Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH qdw = 0.7 0.9

Angle of Incidence of wind in deg = 45 45

of warning sphere in Kg/m2 For 450 M Span

Equivalent weight of conductor including the weight of spacer dampers in Kg/m

(VI) Wind Pressure On Insulator in Kg/m2 : -

(VII) Wind Pressure On Tower Body in Kg/m2 : -

(VIII) Wind Pressure On Tower Body in Kg/m2 ( For Diagonal Wind condition ) : -




DESIGNED CHECKED

Sheet OF 3 ARA SMP



Cfdw*qdw*( 160/120 )^2 *1000/9.81*Cos(45) = 276.275 355.211

BASIC SPAN FOR SAG TENSION CALCULATION : 450 M

DESCRIPTION CONDUCTOR GROUND WIRE

Name / Code AAAC ‘ALDREY’ O.P.G.W " FOCAS "

Stranding Aluminium & Steel 61/ 2.25 32 Fibres

Diameter in MM 20.200 18.600

Unit Weight (Kg / m) ( # # ) 0.712 ( * * ) 1.059

Ultimate Strength in Kg 6910 11173

242.5 194.08

5697 10227

Minimum Temperature 5°C 5°C

Everyday Temperature 35°C 35°C

Maximum Temperature 80°C 80°C

(# # ) Weight of Spacer Damper Added to conductor

Sl No

Conductor Earthwire

1 35° & Nil wind 0 1126.00 16.006 6.137 1834.30 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 74.703 2521.80 16.752 2.740 ---- ---- ----

6 59.762 2190.50 16.189 3.155 ---- ---- ----

7 84.240 2732.10 17.094 2.529 ---- ---- ----

8 67.392 2359.60 16.477 2.928 ---- ---- ----

7 106.162 ---- ---- ---- 3637.41 15.595 3.072

Wind Pressure tower in Kg/m2 (In Trans. & Long.Face) =

Cross Sectional Area in (mm2)

Coefficient of Linear Expansion ( / °C) 23 x 10-6 17.3 x 10-6

Final Modulus of Elasticity in Kg /mm2

(* * ) Weight of Warning Sphere and armor rod added to O.P.G.W

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

($) 14.614

5° & Full wind (For conductors less

than 40 m)

5° & Diagonal wind(For conductors less

than 40 m)

5° & Full wind (For conductors more than 40 m)

5° & Diagonal wind(For conductors more than 40 m)

5° & Full wind(For groundwire

more than 40 m)




DESIGNED CHECKED

Sheet OF 3 ARA SMP



8 84.930 ---- ---- ---- 3199.51 15.039 3.492

($) Refers Initial Condition For Conductor and Groundwire

5° & Diagonal wind(For Earthwier more

than 40 m)

LARSEN & TOUBRO LIMITED

ECC DIVISION - EDRC


Title :

Designed Checked

Sheet OF 3 Ara Smp


Wind Speed for Conductor,Earthwire,Insulator&Tower body in KMPH 160 = 44.44 in m/sec

Basis Span for Sag Tension calculation as per Schedule C2 in M (L) = 450



= (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

Height of Attachment point in m Conductor 0-40m

Drag Coefficient for Conductor Diameter more than 15.80 mm refer Table 6 of DIN VDE 0210 Cfc = 1.00

Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH qc = 0.53


Dynamic Wind Pressure for 160 KMPH in Kg/m2 = ( Cfc * qc * ( 160 / 120 )^2 * 1000 / 9.81 ) =

= 74.703

Height of Attachment point in m Groundwire 40-100m

Drag Coefficient for Earthwire Diameter more than 15.80 mm refer Table 6 of DIN VDE 0210 Cfe = 1.00

Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH qe = 0.68

Dynamic Wind Pressure for 160 KMPH in Kg/m2 = ( Cfe * qe * ( 160 / 120 )^2 * 1000 / 9.81 ) = 123.230

Wind Pressure On Earthwire in Kg/m2 = 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 = 0.137

= ( 0.137 * 1000 / ( 9.810 * 30 * 0.0186))

= 25.027

Total wind pressure on the earth wire including the effect = ( 95.846 + 25.027)

400/220 Kv D/c Transmission Line From Al Ain Southwest to Abu Dhabi

Document No :T1175.T.TL - Sag-02

Wind Pressure & Sag Tension Calculcaion (For 220 kv Lines)

(I) Wind Pressure On Conductors in Kg/m2 : -

Wind Pressure on Conductor in Kg/m2

(II) Wind Pressure On Earthwire in Kg/m2 : -

Wind pressure on sphere in Kg/m2


ECC DIVISION - EDRC


Title :

Designed Checked

Sheet OF 3 Ara Smp




= 120.873 (For Sag Tension Calculation)

(IV) Increase in weight of earthwire due to Aircraft Warning Sphere :

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 ) 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) ] = 2.520

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 nos

= ( 1.085 + ( 2.52 / ( 30 * 2 ) ) = 1.127

Height of Attachment point in m Insulator 0-40m

Drag Coefficient for Insulator as per Table 6 of DIN VDE 0210 Cfi = 1.20

Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH qi = 0.7

Wind Pressure on insulator for 160 KMPH in Kg/m2 = ( Cfi * qi * ( 160 / 120 )^2 * 1000 / 9.81 ) = 152.226

Height of Towe Body in m Tower Body 0-40m

Drag Coefficient Cf is given in the Table 6 of DIN VDE 0210 for Square & rectangular towers Cft = 2.80

Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH qt = 0.7

Wind Pressure on Tower Body for 160 KMPH in Kg/m2 = ( Cft * qt * ( 160 / 120 )^2 * 1000 / 9.81 ) = 355.193

Height of Towe Body in m Tower Body 0-40m

Drag Coefficient Cf is given in the Table 6 of DIN VDE 0210 for Square & rectangular towers Cft = 2.80

As per Cl.no 8.2.1.2 aerodynamical drag coefficient is to be increased by 10 % = (Cfdw = 2.8+10/100 * 2.8) = 3.08

Dynamic Wind Pressure As Per Table - 5 of DIN VDE 0210 in Kn/m2 for 120 KMPH qdw = 0.7

of warning sphere in Kg/m2 .

Equivalent weight of conductor including the weight of spacer dampers in Kg/m

(VI) Wind Pressure On Insulator in Kg/m2 : -

(VII) Wind Pressure On Tower Body in Kg/m2 : -

(VIII) Wind Pressure On Tower Body in Kg/m2 ( For Diagonal Wind condition ) : -


ECC DIVISION - EDRC


Title :

Designed Checked

Sheet OF 3 Ara Smp




Angle of Incidence of wind in deg = 45

Cfdw*qdw*( 160/120 )^2 *1000/9.81*Cos(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

Diameter in MM 23.550 18.600

Unit Weight (Kg / m) ( # # ) 1.127 ( * * ) 1.059

Ultimate Strength in Kg 9990 11173

328.52 194.08

7727 10227

Minimum Temperature 5°C 5°C

Everyday Temperature 35°C 35°C

Maximum Temperature 80°C 80°C

(# # ) Weight of Spacer Damper Added to conductor

Sl No

Conductor Earthwire

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 74.703 3331.50 15.872 2.999 ---- ----

5 59.762 2943.60 15.504 3.394 ---- ----

6 95.846 3894.80 16.397 2.565 ---- ----

7 76.677 3383.70 15.926 2.952 ---- ----

8 120.873 ---- ---- ---- 3836.21 ($) 16.397

Wind Pressure tower in Kg/m2 (In Trans. & Long.Face) =

Cross Sectional Area in (mm2)

Coefficient of Linear Expansion ( / °C) 20.0 x 10-6 17.3 x 10-6

Final Modulus of Elasticity in Kg /mm2

(* * ) Weight of Warning Sphere and armor rod added to O.P.G.W.

Combination of Temperature

& Wind

Wind Pressure in Kg/m2

Tension in Kg

Sag in M

Factor of

Safety

Tension in Kg

Sag in M

5°- Full wind (For conductors less than 40 m)

5°- Diagonal wind(For conductors less than 40 m)

5° & Full wind (For conductors more than 40 m)

5°- Diagonal wind(For conductors

more than 40 m)

5° - Full wind(For groundwire

more than 40 m)


ECC DIVISION - EDRC


Title :

Designed Checked

Sheet OF 3 Ara Smp




9 96.698 ---- ---- ---- 3341.61 15.817

($) Refers Initial Condition For Conductor and Groundwire

5° - Diagonal wind(For groundwire more than 40 m)


ECC DIVISION - EDRC

Date : 27/07/2001

Sheet OF 3


= 44.44 in m/sec



40-100m

1.00

0.68

123.230

95.846

40-100m

1.00

0.68

123.230

95.846


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


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

10227

5°C

35°C

80°C

Earthwire

6.311

6.698

6.996

----

----

----

----

2.913

17.3 x 10-6

(* * ) Weight of Warning Sphere and armor rod added to O.P.G.W.

Factor of

Safety


ECC DIVISION - EDRC

Date : 27/07/2001

Sheet OF 3

3.344

Documents

Chequered Plate