SIGN. SIGN. SIGN. 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 This drawing and design is the property of AREVA and must not be copied or lent without prior permission in writing 00 FIRST ISSUE Name PS Date 11/08/2011 Date 11/08/2011 CHECKED Name SKL APPROVED SKL Date 11/08/2011 Name CONSULTANT : 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.
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SIG
N.
SIG
N.
SIG
N.
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
CHECKED
NameSKL
APPROVED
SKL
Date 11/08/2011
Name
CONSULTANT :
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.
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
6
n+ I + - __-t-rr
llol EARTHSWITCH ~ + 1 + ----L
i
8 Nos.018 HOLES ON 254 P.C.D.
5
PROJEcr: 4000MW (sX800MW) UMPP AT MUNDRA ~-Et.... ...... .... - .... -. STAl\JS-4 CONSTRUCTION & COMMISSIONING POWER SUPPLY .... ...... .... """'" .... ......
IIIIIEII .... ... .... SlAIIJS-O I!J GR POWER SWITCHGEAR LTD., ~.... '""'" .... """" .... """" . JEEDIMETLA HYDERABAD-500 055 INDIA REV. D£SCRIPTION - I Q£tICED ~ N'PRIMD SlATIlS ~
5 6 7 8
'~
4 Nos.M16TAP ON 127 P.C.D.
1575
1° I I
C- __,L-----'" ---: =====~==~
~=;:=:;~ I I I I
END VIEW
BASE CHANNEL FIXING DETAILS
BOQ
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.
Equipment drawing No. = 3.GS 890 01Equipment make = GR Power Switchgear Limited
Height of CL of bus from plinth level = 6.2 m
Ht. of eqpt. from CL of Bus to eqpt. base = 2.865 m
Height of insulator portion = 0.315 m (Approx.)Dia of insulator = 2.8 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 = 3.825 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 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
Wind on structure = 0.695 x 63 x 1.92 x 2.092(Refer Annexure - A ) 176 Kg(Cdt = 2.092, 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 = 759 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
Due to wind on structure = 176 x 1.9125( 3.825/2 = 1.9125 ) 337 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 = 2432 kgm
Vertical load
Weight of equipment = 452 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 = 75 kg
Total Vertical load at PL = 886 kg
Foundation loadings at Plinth level :
Load case : Wind acting perpendicular to the bus :Horizontal shear = Kg 759
Moment = Kgm 2432
Vertical load = Kg 886
Structure Back to Back at PL = mm 400
ANNEXURE - A
Wind load calculation on support structure :Data :
1. Size of Main leg = ISA 50x50x5
2. Size of Bracing members = ISA 45x45x5
3. Back to back of structure = 0.4 m
4. Total height of structure from PL = 3.825 m
5. No. of panels = 6
6. Length of inclined bracing =( 0.4 ² + (3.825 / 6)² ) ^0.5(conservatively) = 0.75 m
7. Length of Horizontal bracings = 0.4 m
8. Size of support angle provided at top = ISA 50 x 50 x 5
9. Length of support angle (approx.) = 400 mm0.4 m
Calculation :
1. Net surface area exposed to wind = 2 x 0.05 x 3.825+ 1 x 0.05 x 0.4+ 6 x 0.045 x 0.75+ 5 x 0.045 x 0.4
= 0.695 m²
2. Total gross area = 0.4 x 3.825 = 1.53 m²
Solidity ratio = 0.695 / 1.53 = 0.454
Drag coeff. = 2.092
FOUNDATION LOAD CALCULATION FOR 220kV CB
(EQUIPMENT DRAWING ATTACHED ARE FOR REFERENCE OF LOAD CALCULATIONS ONLY)
Equipment drawing No. = G1599086Equipment make = Areva Limited
Height of CL of bus from plinth level = 6.2 m
Ht. of eqpt. from CL of Bus to eqpt. base = 2.9 m
Height of insulator portion = 4.182 m (Approx.)Dia of insulator = 0.45 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 = 3.3 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 insulator = 4.182 x 0.45 x 76 x 1(On net exposed area) x 1.92(GI = 1.92) = 275 kg
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
Wind on structure = 1.065 x 63 x 1.92 x 2.14(Refer Annexure - A ) 276 Kg(Cdt = 2.14, GT = 1.92)
Wind on conductor = 5 x 0.02862 x 63 x 1.83(Gc = 1.83) = 17 kg
Total Z-directional load = 712 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 structure = 276 x 1.65( 3.3/2 = 1.65 ) 456 Kgm
Due to wind on conductor = 17 x 7.482(Upper level considered conservatively) = 128 kgm
Total Z - Directional moment at P.L = 2755 kgm
Vertical load
Weight of equipment = 1000 kg
Weight of conductor = 1.621 x 5= 9
Weight of man with kit = 150 kg
Operating load = 2244 kg
Total Vertical load at PL = 3403 kg
Foundation loadings at Plinth level :
Load case : Wind acting perpendicular to the bus :Horizontal shear = Kg 712
Moment = Kgm 2755
Vertical load = Kg 3403
Structure Back to Back at PL = mm 750
ANNEXURE - A
Wind load calculation on support structure :Data :
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
2. Total gross area = 0.75 x 3.3 = 2.475 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)
Shear (kg) Moment (kgm) Vertical load (kg)
220kV PT 773 2189 1409
220kV CT 850 2566 1409
Maximum ofthe above
Abstract of foundation loads :(For WT)
Shear (kg) Moment (kgm) Vertical load (kg)
220kV WT 872 4488 824
Maximum ofthe above
Equipment Foundation loads at PL
872 4488 824
Equipment Foundation loads at PL
850 2566 1409
Equipment Foundation loads at PL
759 2432 886
Abstract of foundation loads :(For CB)
Shear (kg) Moment (kgm) Vertical load (kg)
220kV CB 712 2755 3403
Maximum ofthe above
Equipment Foundation loads at PL
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)
(DESIGNED FOR MAXIMUM LOADS)
DESIGN OF FOUNDATION FOR FOR 220 kV CT AND PT
(Designed for maximum loads)
Maximum horizontal shear kg = 850 (Refer foundation loads at plinth level)Maximum moment kg-m = 2566Vertical load kg = 1409
Compressive capacity of 400 dia kg = 18500 > 1409single under reamed pile
Tension capacity kg = 7400
Lateral load capacity kg = 2000 > 850
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 = 0.9 x 0.9
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 = 2566 + 850 x( 0.45 + 0.3+ 5 )
= 7453.5kNm = 73.1
Weight of concrete kg =( 0.9 x 0.9 x 0.75 )x 2500= 1519
Vertical load from structure kg = 1409
DESIGN OF FOUNDATION FOR FOR 220 kV CT and PT
Total vertical load kg = 1519 + 1409= 2928
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
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)
(DESIGNED FOR MAXIMUM LOADS)
DESIGN OF FOUNDATION FOR FOR 220 kV WT
(Designed for maximum loads)
Maximum horizontal shear kg = 872 (Refer foundation loads at plinth level)Maximum moment kg-m = 4488Vertical load kg = 824
Compressive capacity of 400 dia kg = 18500 > 824single under reamed pile
Tension capacity kg = 7400
Lateral load capacity kg = 2000 > 872
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 = 0.9 x 0.9
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 = 4488 + 872 x( 0.45 + 0.3+ 5 )
= 9502kNm = 93.2
Weight of concrete kg =( 0.9 x 0.9 x 0.75 )x 2500= 1519
Vertical load from structure kg = 824
DESIGN OF FOUNDATION FOR FOR 220 kV WT
Total vertical load kg = 1519 + 824= 2343
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
Clear cover to reinforcement mm = 50
Dia of bar mm = 12
d'/D = 56 / 500= 0.11
From Chart 57 , SP 16, p/fck = 0.05
p % = 0.05 x 25= 1.25
Minimum % of reinforcement % = 0.4
Area of steel required = 2454
Provide 8 - 20 dia bars
Area of steel provided mm² = 2513 > 2454Hence 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 20 = 320c) 300 mm max
:Provide 8 mm dia @ 150 c/c as Ties.
(Helically formed)
(DESIGNED FOR MAXIMUM LOADS)
DESIGN OF FOUNDATION FOR FOR 220 kV CB
(Designed for maximum loads)
Maximum horizontal shear kg = 712 (Refer foundation loads at plinth level)Maximum moment kg-m = 2755Vertical load kg = 3403
Compressive capacity of 400 dia kg = 18500 > 3403single under reamed pile
Tension capacity kg = 7400
Lateral load capacity kg = 2000 > 712
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 = 1 x 1
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 = 2755 + 712 x( 0.45 + 0.3+ 5 )
= 6849kNm = 67.2
Weight of concrete kg =( 1 x 1 x 0.75 )x 2500= 1875
Vertical load from structure kg = 3403
DESIGN OF FOUNDATION FOR FOR 220 kV CB
Total vertical load kg = 1875 + 3403= 5278
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
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