Load Calculation of Civil Foundation

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SURYALAKSHMI COTTON MILLS LIMITED

RITECHOICE ENERGY & SYSTEMS ENGINEERING PRIVATE LTD

AREVA T&D INDIA LTD.IOC BUILDING , 19/1 GST ROAD,

DESIGN OF PILE FOUNDATIONS FOR 220kV EQUIPMENTS

5427PC017-DRG-C-SYD-CAL-1036

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00 FIRST ISSUEName PS

Date 11/08/2011 Date 11/08/2011

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NameSKL

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Date 11/08/2011

Name

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PROJECT :

PO No.:

CHENNAI - 600 043

REV.

TITLE :

CLIENT :

DESCRIPTION

220kV SWITCHYARD FOR 25MW POWER PROJECT AT

RAMTEK,MAHARASTRA,

PP/IND/03/ DATED 30-04-2011

DRAWN

DOCUMENT No.

DESIGN OF PILE FOUNDATIONS FOR 220kV EQUIPMENTS

5

TOTAL SH.

83 00

SH. No. REV.

CALCULATION OF WIND LOADS FOR SWITCHYARD STRUCTURES

Suryalakshmi Cotton Mills Limited220kV Switchyard for 25MW Power project at Ramtek , Maharashtra

Calculation of wind loads for switchyard structures

Wind loads shall be considered for design of structures as per IS : 802 (part 1/Sec1) - 1995.

Location : Ramtek , Maharashtra

Basic wind speed Vb = 44 m/s

Reference wind speed VR = Vb/K0

K0 = 1.375

VR = 44 / 1.375= 32

Design wind speed VD = VR k1 k2

Risk coefficient k1 = 1(Table-2, Reliability level 1, Wind zone : 3)

Terrain roughness coefficient k2 = 1(Table-3, Terrain category : 2)

Design wind speed Vz = 32 x 1 x 1= 32

Design wind pressure Pd = 0.6 x Vz²= 0.6 x 32 ²= 614.4 N/m²= 63 kg/m²

a Wind load on structures :

Drag coefficient Cdt : As per table 5

Ae : Exposed area of the structure in m²

Hence wind load on structures Fwt = Pd x Cdt x Ae x GT

= 63 x Ae x Cdt x GT

b Wind load on insulators :

Ai = 0.5 x Dia of insulator x Length of one insulator x No. of insulators per stringxno. of strings

Hence wind load on insulators Fwi = Pd x Ai x Cdi X GI

Cdi = 1.2

Hence wind load on insulators Fwi = 63 x 1.2 x Ai x GI

= 76 x Ai x GI

c Wind load on conductors :

Wind load on conductor Fwc = Pd x L x d x Cdc X GC

Cdc = 1

L = Effective span of conductor

d = Dia of conductor

Hence wind load on conductor Fwc = 63 x 1 x L x d x GC

= 63 x L x d x GC

d Wind load on ground wires :

Wind load on ground wire Fwg = Pd x L x d x Cdc X GC

Cdc = 1.2

L = Effective span of ground wire

d = Dia of ground wire

Hence wind load on ground wire Fwg = 63 x 1.2 x L x d = 76 x L x d

e Wind load on solid objects (Junction boxes etc.):Drag coefficient Cdt : 2(Table 5, Solidity ratio = 1)Ae : Width x Height of the object

Hence wind load on solid objects Fwt = Pd x Cdt x Ae X GT

= 63 x 2 x Aex GT

FOUNDATION LOAD CALCULATION FOR 220kV PT

(EQUIPMENT DRAWING ATTACHED ARE FOR REFERENCE OF LOAD CALCULATIONS ONLY)

Equipment drawing No. = ME-220-OP1/R2Equipment make = Mehru Electrical & Mechanical Engineers (P) Ltd

Height of CL of bus from plinth level = 6.2 m

Ht. of eqpt. from CL of Bus to eqpt. base = 2.52 m

Height of insulator portion = 2.2 m (Approx.)Dia of insulator = 0.5 m (Approx.)

Span of conductor = 5 + 5= 10 m (Conservatively)

Span for design, m = 5 m

Type of conductor = ACSR ZebraDia. of conductor = 0.02862 mWeight of conductor / metre = 1.621 m

Structure height = 2.925 mPlinth height = 0.3 m

Grade of concrete for Foundation = M 20

LOAD CALCULATION :The wind is considered to act perpendicular to the conductor (i.e Z-dirn.)

Z - Directional load at PL :

Wind on top tank = 0.7 x 0.7 x 63 x 2(Approx. dimensions) x 1.92(Cdt = 2, GT = 1.92) = 119 kg

Wind on insulator = 2.2 x 0.5 x 76 x 1(On net exposed area) x 1.92(GI = 1.92) = 161 kg

Wind on bottom tank = 0.25 x 0.8 x 63 x 2(Approx. dimensions) x 1.92(Cdt = 2, GT = 1.92) = 49 kg

Wind on structure = 0.683 x 63 x 1.92 x 2.233(Refer Annexure - A ) 185 Kg(Cdt = 2.233, GT = 1.92)

Wind on conductor = 5 x 0.02862 x 63 x 1.83(Gc = 1.83) = 17 kg

Wind on junction box = 1 x 1 x 126 x 1.92= 242 kg

Total Z-directional load = 773 kg

FOUNDATION LOADS FOR 220 kV PT

Z - Directional moment at P.L Due to wind on top tank = 119 x 5.725( 2.925 + 0.25 +2.2 + 0.7/2 = 5.725 ) = 682 kgm

Due to wind on insulator = 161 x 4.275( 2.925 + 0.25 +2.2/2 = 4.275 ) = 689 kgm

Due to wind on bottom tank = 49 x 3.05( 2.925 + 0.25/2 = 3.05 ) = 150 kgm

Due to wind on structure = 185 x 1.4625( 2.925/2 = 1.4625 ) 271 Kgm

Due to wind on conductor = 17 x 6.2= 106 kgm

Due to wind on junction box = 242 x 1.2= 291 kgm

Total Z - Directional moment at P.L = 2189 kgm

Vertical load

Weight of equipment = 1000 kg

Weight of conductor = 1.621 x 5= 9

Self weight of structure = 200 kg (approx.)

Weight of man with kit = 150 kg

Weight of junction box = 50 kg

Total Vertical load at PL = 1409 kg

Foundation loadings at Plinth level :

Load case : Wind acting perpendicular to the bus :Horizontal shear = Kg 773

Moment = Kgm 2189

Vertical load = Kg 1409

Structure Back to Back at PL = mm 600

ANNEXURE - A

Wind load calculation on support structure :Data :

1. Size of Main leg = ISA 60x60x6

2. Size of Bracing members = ISA 45x45x5

3. Back to back of structure = 0.6 m

4. Total height of structure from PL = 2.925 m

5. No. of panels = 4

6. Length of inclined bracing =( 0.6 ² + (2.925 / 4)² ) ^0.5(conservatively) = 0.95 m

7. Length of Horizontal bracings = 0.6 m

8. Size of support angle provided at top = ISA 100 x 100 x 8

9. Length of support angle (approx.) = 800 mm0.8 m

Calculation :

1. Net surface area exposed to wind = 2 x 0.06 x 2.925+ 1 x 0.1 x 0.8+ 4 x 0.045 x 0.95+ 3 x 0.045 x 0.6

= 0.683 m²

2. Total gross area = 0.6 x 2.925 = 1.755 m²

Solidity ratio = 0.683 / 1.755 = 0.389

Drag coeff. = 2.233

FOUNDATION LOAD CALCULATION FOR 220kV CT


Equipment drawing No. = 220-DC-01/R1Equipment make = Mehru Electrical & Mechanical Engineers (P) Ltd


















FOUNDATION LOADS FOR 220 kV CT








Vertical load









Moment = Kgm 2566



ANNEXURE - A











Calculation :


= 0.802 m²


Solidity ratio = 0.802 / 1.92 = 0.418

Drag coeff. = 2.164

FOUNDATION LOAD CALCULATION FOR 220kV PI


Equipment drawing No. = 220-SC-A-0104Equipment make = Saravana Insulators Limited















FOUNDATION LOADS FOR 220 kV PI

Z - Directional moment at P.L Due to wind on insulator = 83 x 5.285( 4.135 + 0 +2.3/2 = 5.285 ) = 439 kgm




Vertical load








Moment = Kgm 951



ANNEXURE - A











Calculation :


= 0.793 m²


Solidity ratio = 0.793 / 1.654 = 0.479

Drag coeff. = 2.042

FOUNDATION LOAD CALCULATION FOR 220kV CC


Equipment drawing No. = 711-B-156Equipment make = Areva Limited


















FOUNDATION LOADS FOR 220 kV CC








Vertical load









Moment = Kgm 1491



ANNEXURE - A











Calculation :


= 0.576 m²


Solidity ratio = 0.576 / 1.326 = 0.434

Drag coeff. = 2.132

FOUNDATION LOAD CALCULATION FOR 220kV LA


Equipment drawing No. = ZAQ-198135-SMEquipment make = Oblum Electrical Industries








Ground clearance available upto = 4.325 + 0 + 0.3insulator base = 4.625 > 2.55 m. Hence Safe







Wind on surge counter = 0.3 x 0.3 x 126 x 1.92= 22 kg


FOUNDATION LOADS FOR 220 kV LA

Z - Directional moment at P.L Due to wind on insulator = 119 x 5.72( 4.325 + 0 +2.79/2 = 5.72 ) = 681 kgm



Due to wind on surge counter = 22 x 1.2= 27 kgm


Vertical load









Moment = Kgm 1258



ANNEXURE - A











Calculation :


= 0.825 m²


Solidity ratio = 0.825 / 1.73 = 0.477

Drag coeff. = 2.046

FOUNDATION LOAD CALCULATION FOR 220kV WAVETRAP


Equipment drawing No. = 313-B-2725Equipment make = Areva T&D Limited



Height of insulator portion = 0.59 m (Approx.)Dia of base frame = 0.1 m (Approx.)





Ground clearance available upto = 4.075 + 2.3 + 0.3insulator base = 6.675 > 2.55 m. Hence Safe





Wind on base frame = 0.59 x 0.1 x 63 x 2(On net exposed area) x 4 x 1.92(GI = 1.92) = 58 kg

Wind on insulator = 2.3 x 0.245 x 76 x 3(Approx. dimensions) x 1.92(Gc = 1.92) = 247 kg




FOUNDATION LOADS FOR 220 kV WT


Due to wind on base frame = 58 x 6.67( 4.075 + 2.3 +0.59/2 = 6.67 ) = 387 kgm

Due to wind on insulator = 247 x 5.225( 4.075 + 2.3/2 = 5.225 ) = 1291 kgm




Vertical load









Moment = Kgm 4488



ANNEXURE - A











Calculation :


= 0.988 m²


Solidity ratio = 0.988 / 2.445 = 0.404

Drag coeff. = 2.192

FOUNDATION LOAD CALCULATION FOR 220kV ISOLATOR


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DIMENSIONS A B C D E F G H J K L M

250 2300 190 125 270 1565 150 1200 300 525 690 350 4500

N 0 P Q R S T U V W X

225 2500 2800 1800 180 5900 3035 195 1250 1640 525

REFERENCE DRAWINGS: FOR MAIN SWITCH CONTACTDETAILS ----------------------4. SM 890 02

FOR EARTH SV'!ITCH CONTACTDETAILS ---------------------4. SE 890 03

FOR OPERATING MECHANISM(MAIN SWITCH DETAILS) -------------4. M 890 04

FOR SCHEMAT'C DIAGRAMDETAILS FOR MAINSWITCH -------------4. M 89005 FOR OPERATING MECHANISM(EARTH SWITCH DETAILS) ------------4. N 890 06 FOR AUXILIARYSWITCHDETAILS FOR M.S. & E.S. ------------4.189007 FOR MECHANICALINTERLOCKBETWEEN M.S & E.S ---------------4. Z 89008

FOR NAME PLATE DETAILS----------------------------4. Z 89009

WEIGHT: NET WEIGHT OF THE TRIPLE POLE ISOLATOR EXCLUDING INSULATORS: 1200 Kg. (Approx.)

QUANTITY: 03 Nos.

NOTES: 1. ALL DIMENSIONS ARE IN MILLIMETERS

2. ALL FERROUS PARTS ARE HOT DIP GALVANIZED

3. ALL NON-FERROUS CONTACT POINTS ARE SILVER PLATED (15 MICRONS)

4. THE INDICATED DIMENSIONS ARE SUBJECTED TO THE MANUFACTURING TOLERANCES: UPTO 50 mm ±3%; 51 TO 100 mm ±2%;

101 TO 30e mm ±1%; ABOVE 300 mm ±0.5%; 5. SHORT TIME CURRENT RATING 40 KA rms. FOR 3 Sec.

6. MIN. CREEPAGE DiSTANCE 7595 mm

7. ROTATING STOOL BASE HAVING 2 Nos. DOUBLE END SEALED BALL BEARINGS

OF ADEQUATE DIAMETER 8. APPLICABLE STANDARDS IEC : 62271 - 102. IEC : 60694 & IS 9921 PART I TOV 9. MAX. TERMINAL LOAD SHALL BE AS PER IEC -62271-102

10. ALL G.!. PIPES~ARE CLASS "B" TYPE AS PER IS: 1239

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8 Nos.018 HOLES ON 254 P.C.D.

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PO No" TPM!MUNDRA!TP-Os7!014A Dated: 05.06.2008.... ....... .... ....... .... """" STIIIUS-5.... ...". .... """" .... -.. TITl£ : 245KV,1600A,TP,HCB,ISOLATOR A...... .... ..-. .... _. STAIII!H WITH TWO EARTHSWITCH.... DIl"" .... """'. .... .......... lME3 .... IMEJ .... -. STAllS-• A AREVA T&DINDIALTD. DRAWING NO. I.... IlOOEJ .... alOlEJ .... I6\1EJ 457. Nfi\ s-.I.AI.... IJWE2 .... ....... .... -. 5tGI&-2 A3 """"'PEr .~.... ..,.",. .... awE2 .... ....,.. AREVA QiENMI - 100018 3. GS890 01 ., .... ...... .... ..-. .... ....... 5tGI&-, ~.... _. .... alIIIE1 .... .....,

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PART LIST: ASSY. LOOSE

1. TERMINAL STUD 6 Nos. 2. FEMALE CONTACT ARM 3 Nos. 3. MALE CONTACT ARM 3 Nos. F 4. INSULATOR STACK (AREVA SCOPE OF SUPPLY) 6 Nos. 5. TANDEM PIPE (32 NB, CLASS 'B' G.!. PIPE) 1 No. 6. ROTATING STOOL BASE WITH LEVER ARM AND CLAMP 6 Nos.I (M.S. HOT DIP GALVANIZED).. III "

I 7. LINK TANDEM PIPE (32 NB, CLASS 'B' G.!. PIPE) 3 Nos. 8. BASE CHANNEL (125 x 65 x 5 mm THK

3 Nos.FORMED CHANNEL) 9. DOWN OPERATING PIPE (50 NB CLASS B G.!. PIPE) 1 No.

10. EARTH SWITCH DOWN OPERATING PIPE (50 NB, 2 Nos.CLASS "8" G.!. PIPE)

11. EARTH SWITCH OPERATING MECHANISM (MANUAL) 2 Nos.

.. I II .. 12. OPERATING MECHANISM FOR MAIN SWITCH (MOTOR) 1 No.

ii!ii 13. SUPPORTING STRUCTURE (AREVA SCOPE OF SUPPLY)

.. I r" 14. EARTH SWITCH FIXED CONTACT 6 Nos.

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15. EARTH SWITCH MOVING CONTACT

16. COUNTER WEIGHT E

17. EARTH SWITCH TANDEM PIPE (32 NB CLASS B G.!. PIPE)

18. MECHANICAL STOPPER 6 Nos. 0 19. CORONJi.SHIELD 12 Nos.

20. UNIVERSAL JOINT ASSEMBLY 1 No. V 21. MECHANICAL INTERLOCK PIPES 2 Nos.

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Equipment drawing No. = 3.GS 890 01Equipment make = GR Power Switchgear Limited











Wind on contact blade = 0.1 x 2.5 x 63 x 2(Approx. dimensions) x 1.92(Cdt = 2, GT = 1.92) = 61 kg

Wind on insulator = 0.315 x 2.8 x 76 x 3 /(On net exposed area- 3 insulators supported x 1.92by 2 structures)(GI = 1.92) = 194 kg

Wind on base channel = 2.3 x 0.245 x 63 x 2 /(Approx. dimensions) x 1.92(Cdt = 2, GT = 1.92) = 69 kg





FOUNDATION LOADS FOR 220 kV ISOLATOR

Z - Directional moment at P.L Due to wind on contact blade = 61 x 6.49( 3.825 + 2.3 +0.315 + 0.1/2 = 6.49 ) = 396 kgm

Due to wind on insulator = 194 x 5.29( 3.825 + 2.3/2 +0.315 = 5.29 ) = 1027 kgm

Due to wind on base channel = 69 x 3.9825( 3.825 + 0.315/2 = 3.9825 ) = 275 kgm





Vertical load









Moment = Kgm 2432



ANNEXURE - A











Calculation :


= 0.695 m²


Solidity ratio = 0.695 / 1.53 = 0.454

Drag coeff. = 2.092

FOUNDATION LOAD CALCULATION FOR 220kV CB


Equipment drawing No. = G1599086Equipment make = Areva Limited












Wind on control cubilce = 0.77 x 0.768 x 63 x 2(Approx. dimensions) x 1.92(Cdt = 2, GT = 1.92) = 144 kg




FOUNDATION LOADS FOR 220 kV CB

Z - Directional moment at P.L Due to wind on insulator = 275 x 6.161( 3.3 + 0.77 +4.182/2 = 6.161 ) = 1695 kgm

Due to wind on control cubilce = 144 x 3.3( 3.3 + 0.77/2 = 3.3 ) = 476 kgm


Due to wind on conductor = 17 x 7.482(Upper level considered conservatively) = 128 kgm


Vertical load




Operating load = 2244 kg




Moment = Kgm 2755



ANNEXURE - A


Size of Main leg = ISA 150x65x6

Back to back of structure = 0.75 m

Total height of structure from PL = 3.3 m

Length of Horizontal bracings = 0.75 m

Size of support angle provided at top = ISA 50 x 50 x 6

Length of support angle (approx.) = 750 mm0.75 m

Calculation :

1. Net surface area exposed to wind = 2 x 0.15 x 3.3+ 1 x 0.1 x 0.75

= 1.065 m²


Solidity ratio = 1.065 / 2.475 = 0.43

Drag coeff. = 2.14

ABSTRACT OF FOUNDATION LOADS FOR EQUIPMENTS

Abstract of foundation loads :(For PI,CC,LA and Isolator)

Shear (kg) Moment (kgm) Vertical load (kg)

220kV PI 296 951 527

220kV CC 590 1491 639

220kV LA 363 1258 594

220kV Iso 759 2432 886

Maximum ofthe above

Abstract of foundation loads :(For PT and CT)


220kV PT 773 2189 1409

220kV CT 850 2566 1409

Maximum ofthe above

Abstract of foundation loads :(For WT)


220kV WT 872 4488 824

Maximum ofthe above

Equipment Foundation loads at PL

872 4488 824


850 2566 1409


759 2432 886

Abstract of foundation loads :(For CB)


220kV CB 712 2755 3403

Maximum ofthe above


712 2755 3403

(DESIGNED FOR MAXIMUM LOADS)

DESIGN OF FOUNDATION FOR FOR 220 kV LA,PI,CC AND ISOLATOR

(Designed for maximum loads)

Maximum horizontal shear kg = 759 (Refer foundation loads at plinth level)Maximum moment kg-m = 2432Vertical load kg = 886

Compressive capacity of 400 dia kg = 18500 > 886single under reamed pile

Tension capacity kg = 7400

Lateral load capacity kg = 2000 > 759

Hence one number 400mm dia 5m long single under reamed pile is provided for each phase.

Design of pile foundation :

Determination of depth of fixity of piles :From figure 4, appendix C of IS 2911 (Part 1/Sec 2) - 1979for clayey strata , L/d = 10 (Maximum considered conservatively)

Diameter of pile mm = 500

Hence design length of pile m = 10 x 0.5= 5

Plinth level from bottom of gravel m = 0.45

Depth of pedestal from FGL m = 0.3

Size of pedestal m = 0.7 x 0.7

Density of soil kg/cum = 1800

Grade of concrete = M 25

Grade of steel = Fe 415

Density of concrete kg/cum = 2500

Design moment kgm = 2432 + 759 x( 0.45 + 0.3+ 5 )

= 6796.25kNm = 66.7

Weight of concrete kg =( 0.7 x 0.7 x 0.75 )x 2500= 919

Vertical load from structure kg = 886

DESIGN OF FOUNDATION FOR FOR 220 kV LA,PI,CC and Isolator

Total vertical load kg = 919 + 886= 1805

kN = 17.7

Pu/fck d² = 17.7 x 1000 x 1.525 x 500 ²

= 0.004

Mu/fck d3 = 66.7 x 1E+06 x 1.525 x 500 3

= 0.032

Clear cover to reinforcement mm = 50

Dia of bar mm = 12

d'/D = 56 / 500= 0.11

From Chart 57 , SP 16, p/fck = 0.03

p % = 0.03 x 25= 0.75

Minimum % of reinforcement % = 0.4

Area of steel required = 1473

Provide 8 - 16 dia bars

Area of steel provided mm² = 1608 > 1473Hence safe

Design of ties :

Assume 8 mm diameter bars.

Spacing of Ties shall be the Least of (Refer Clause 26.5.3.2 C of IS: 456-2000)

a) Least lateral dimension of the member : 500b) 16 times dia of bars i.e. : 16 x 16 = 256c) 300 mm max

:Provide 8 mm dia @ 150 c/c as Ties.

(Helically formed)


DESIGN OF FOUNDATION FOR FOR 220 kV CT AND PT



















= 7453.5kNm = 73.1



DESIGN OF FOUNDATION FOR FOR 220 kV CT and PT


kN = 28.7

Pu/fck d² = 28.7 x 1000 x 1.525 x 500 ²

= 0.007

Mu/fck d3 = 73.1 x 1E+06 x 1.525 x 500 3

= 0.035


Dia of bar mm = 12

d'/D = 56 / 500= 0.11


p % = 0.03 x 25= 0.75





Design of ties :





(Helically formed)


DESIGN OF FOUNDATION FOR FOR 220 kV WT



















= 9502kNm = 93.2



DESIGN OF FOUNDATION FOR FOR 220 kV WT


kN = 23

Pu/fck d² = 23 x 1000 x 1.525 x 500 ²

= 0.006

Mu/fck d3 = 93.2 x 1E+06 x 1.525 x 500 3

= 0.045


Dia of bar mm = 12

d'/D = 56 / 500= 0.11


p % = 0.05 x 25= 1.25





Design of ties :





(Helically formed)


DESIGN OF FOUNDATION FOR FOR 220 kV CB













Size of pedestal m = 1 x 1






= 6849kNm = 67.2

Weight of concrete kg =( 1 x 1 x 0.75 )x 2500= 1875


DESIGN OF FOUNDATION FOR FOR 220 kV CB


kN = 51.8

Pu/fck d² = 51.8 x 1000 x 1.525 x 500 ²

= 0.012

Mu/fck d3 = 67.2 x 1E+06 x 1.525 x 500 3

= 0.032


Dia of bar mm = 12

d'/D = 56 / 500= 0.11


p % = 0.03 x 25= 0.75





Design of ties :





(Helically formed)

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Load Calculation of Civil Foundation

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