trfrfdn-20 mva(runnisaidpur)

20MVA Transf fdn Page 1

CLIENT POWER GRID CORPORATION OF INDIA LIMITED SHYAMA POWER (I) LTDPROJECT BIHAR SUB TRANSMISSION SYSTEM, PHASE II, PART II DESIGN NO.- 1000SUBSTATION 132/33kV Runnisaidpur S/S

Design of Transformer Foundation

Transformer Detail

Equipment Type : 20 MVA(3 Phase)Length, L 5.9 mWidth, B 3.2 mHeight from PL, H 4.5 mWeight, W 50850 Kgs

Ref drg no. EM10/D10401 (R-1) - GA of 20MVA Transformerof EMCO Ltd.

General inputs :Basic wind Speed, Vb 47 m/sRisk coefficient, k1 1.07Terrain ht & str size factor, k2 1.00Topogrphy factor, k3 1.00Design wind speed, Vz 50.29 m/sDesign wind pressure, Pz 1.517 KN/m2Seismic Zone 4Zero period acceleration value , Z 0.24

Importance factor , I 1.5Response Reduction factor , R 3Damping 5%Ah 0.15

Base Shear, Vb = Ah x W 7627.50 KgsNet safe Bearing capacity 68.67 KN/m2 =7*9.81Bulk density of soil, n 18.39 KN/m3 =1.875*9.81

0Cohesion, C 34.34 KN/m2 =3.5*9.81Depth of water table 4.5 mself wt of grating 70 Kg/m2Live load on grating 300 kg/m2Thickness of gravel topping over grating 0.1 mwt of gravel topping 240 Kg/m2Partial factor of safety 2.2

Spectral acceleration coeffient for soil , Sa

= (Z/2)* (Sa/g)

Angle of repose, f 0

1. Design of Transformer main Block

Size of transformer mass block 2.35 m x 3.15 m

2000 1700

500 2350 5003350

Horizontal Force due to Wind, 40.29 KN =1.52 x 5.9 x 4.5

Add 20% for projections 48.35 KNMoment at PL, Mw 108.78 KN-m =48.35 x 4.5/2

Horiz. Force due to Seismic Load, 74.83 KN =7627.5 x 9.81/1000

Moment at PL, Ms 168.36 KN-m =74.83 x 4.5/2

Design Loads at Plinth LevelVertical Equipment Load 498.84 KN =50850 x 9.81/1000

Horizontal Shear 74.83 KNMoment 168.36 KN-m

Transformer Block300

3150 2300 1700

300150

400 5250 4350 400150

When clear gap between wall and main block exceeds 2.0m, provide grating support column at a distance of 2.0 m from main block,Grating Area = 13.88 m2 =(5.25+4.35-3.15)/2x2.35+2.0x3.15

Grating Load due to dead weight 971.51 Kg = 70 x 13.88

Load due to gravel topping 3330.90 Kg = 240 x 13.88

Combined concentric Load 42.21 KN = (971.51 + 3330.9) x 9.81/1000

Load due to live load on grating 40.85 KN = 300 x 13.88 x 9.81/1000

Total wt due to Grating and others 83.05 KN

Check for Bearing pressure

Area of fdn 13.90 m2 = 4.15 x 3.35

Moment of Inertia, I 13.00 m4 = 4.15 x 3.35^3/12

or, Zyy = 7.76 m3 = 13/(3.35/2)

Weight of concrete(fdn only) 474.39 KN= (((1.7x25) + 0.3x25)x 3.15 x 2.35)+(3.35 x 4.15 x 0.3 x25)

Load combinations: 1) DL 1056.28 KN =498.84 + 474.39 + 83.05

2) DL+moment DL 1056.28 KN =498.84 + 474.39 + 83.05

Moment 340.46 KN-m = 74.83 x (4.5 /2 + 2.3 )

SBC at toe level 85.84 KN/m2 = ( 68.67 x 1.25 )

Pressure due overburden soil 36.79 KN/m2 = 2 x 18.39

Bearing pressure developed incase 1: 39.19 KN/m2 = 1056.28 / 13.9 - 36.79

39.19 < 68.67 Hence Okcase 2: 83.05 KN/m2

= 1056.28 / 13.9 + 340.46 / 7.76 - 36.79

83.05 < 85.84 Hence Ok

Check for Overturning

Weight of concretea) Pedestal 370.13 KN = 2 x 2.35 x 3.15 x 25

b) Raft 104.27 KN = 3.35 x 4.15 x 0.3 x 25

Total vertical load 973.23 KN = 370.13 + 104.27 + 498.84

Restoring moment about toe of fdn 1467.15 KN-m = 0.9 x 973.23 x 1.675

Overturning moment 340.46 KN-m

F.O.S. against Overturning 4.31 > 2.2 Hence O.K.

Check against sliding

Maximum horizontal shear 74.83 KNCohesion, c = 34.34 KN/m2Coefficient of pressure = 1.00 = tan^2(45 + 0/ 2) Deg.

Resisting passive pressure, P = 105.46 KN/m2 = 2 x 34.34 x 1 + 18.39 x 2 x 1

Minimum area = 5.00 m2 = 2.35 x 1.7 + 3.35 x 0.3

Max. frictional resistance = 527.29 KN = 105.46 x 5

F.O.S. against Sliding = 7.05 = 527.29 / 74.83

> 2.2, Hence O.K.

REINFORCEMENT FOR BLOCK FOUNDATION ABOVE PAD

Provide Vertical Reinforcement 12@100c/c Provide Horizontal Reinforcement 10@100 c/cProvide Top Reinforcement 10@200 c/c (B/W)

For Block Foundation, reinforcement of 25Kg/m3 is provided.

Top Reinforcement 10@200 c/c (B/W)Length 3.15 mBreadth 2.35 mNo of bars along length 12No of bars along breadth 16Length of bars 72.60 mTotal weight @ 0.617 kg/m 44.79 kg

Length 3.15 mBreadth 2.35 mNo of bars along breadth 24No of bars along length 30Length of bars 216 mTotal weight @ 0.89 kg/m 192.24 kg

@100 C/CHeight 2 MNo. of bars along length 21 nos

Length of bars 227.64 mTotal weight @0.617kg/m 140.45 kg

Total Weight of bars 377.49 kg

Volume of foundation = 2 x 2.35 x 3.15 = 14.81

Reinforcement per cubic meter = 377.49 / 14.81 = 25.50

Reinforcement required at pedestal base

Net upward pressure at the base 75.55 KN/m2 = 83.05 - 0.3x 25

Partial factor of safety 2.2Moment at face of Block 9.44 KN-m/m = 75.55 x 0.5^2 / 2

Design Moment, Mu 20.78 KN-m/m = 2.2 x 9.44

Clear cover 50 mmEffective depth, d 245 mm

Area of Steel, Ast = Mu/(0.87fy(d-0.416xu), where xu/d=1.202+-(1.4446-6.67735Mu/fckbd2))^1/2Hence, xu = 12.04 mmand Ast1 = 240 mm2/mMininimum Ast for 0.12% reinf. 360 mm2/mMax spacing, 3d or 450mm = 450 mm

Provide 10 200 mm c/c at bottom = 393 mm2/m, O.K.

Provide 10 200 mm c/c at Top = 393 mm2/m, O.K.

Vertical Reinforcement 12@100 c/c

Horizontal Reinforcement 10

kg/m3 > 25 kg/m3

f bars @

2. Design of wall foundation for rails

Shipping wt of transformer = 50850 kg= 498.84 KN

Calculation of Gravel loadL.L. on grating 2.94 KN/m2Wt of gravel 2.35 KN/m2Wt of grating 0.69 KN/m2

5.98 KN/m2Thickness of wall 0.400 mC/C distance of rail track 1.743 mLoad coming on unit length of wall 4.02 KN/m = 5.98 x ( 1.743 - 0.4)/2

Case I : When wheels run on two parallel tracks

350 1743 350

300 400 GL

21002000

Final load combination for single wall1) DL due to equipment 124.71 KN = 498.84 / 4

124.71 KNConsidering unit length of wallVertical load 71.55 KN/m = 124.71 / 1.743

Dead wt of wall 21.00 KN/m = 0.4 x 2.1 x 25

Load from Gravel and Grating 4.02 KN/m96.57 KN/m

Factored vertical load/m, Pu 212.45 KN/m =2.2 x 96.57

Clear cover provided 50 mmEffective depth, d 344 mm

Minimum reinforcement required 0.2 % of gross areaReinforcement required 800 = 0.2/100 x 1000 x 400

Provide 12 125 mm c/c as Vert. & Horiz.Reinf. = 905 mm2/m, O.K.

Design of base pad

SBC at toe level for dead load only 68.67 KN/m2 = 68.67

Pressure due to overburden soil 36.79 KN/m2 = 2 x 18.39

Dispersed load width 6.343 m = (1743 + 2 / tan(45) x 2300)/1000

mm2/face

f bars @

Moment at base 53.67 KN-m/m = (74.83 x(4.5/2+2.3))/6.343

Volume of concrete above GL 0.24 m3/m = 2 x 0.3 x 0.4

Volume of concrete below GL 1.93 m3/m = 2 x 1.8 x 0.4 + 2.443 x 0.2

Dead load raft & wall 54.22 KN/m = (0.24 + 1.9286) x 25

Total Vertical load 141 KN/m 498.84 / 6.343 + 54.215 + 4.02 x 2

Maximum bearing pressure developed = 20.89 KN/m2 = 140.9/2.443 - 36.79

< 68.67 KN/m2 OK.Design of base pad

Net bearing pressure 15.89 KN/m2 = 20.89 - 0.2 x 25

Moment at middle of slab 6.03 KN-m/m = 15.89 x 1.743^2 / 8

Design moment, Mu 13.27 KN-m/m = 2.2 x 6.03

Clear cover provided 50 mmEffective depth, d 145

Area of Steel, Ast = Mu/(0.87fy(d-0.416xu), where xu/d=1.202+-(1.4446-6.67735Mu/fckbd2))1/2Hence, xu = 13.23 mm

and Ast1 = 264

Mininimum Ast for 0.12% reinf. 174Max spacing, 3d or 450mm = 435 mm

Provide 10 250 mm c/c both ways at top and bottom

Check for punching against one wall

Punching perimeter 12.686 m = 2 x 6.343

Effective area for punching 1.84 m2 = 12.686 x 145/1000

Punching load 408.110 KN =498.84/2+4.02x6.343+(2.1 x0.4x6.343)x25

Punching shear stress developed 0.488= 2.2 x 408.11x 1000 /(1.84x 1000 x 1000)

< 0.25 x sqrt(fck) = 1.118 N/mm2, O.K.

f bars @

mm2/m, O.K.

3. Design of transformer pit wall

300 FGL

750400 0

Load calculation

1) Gravel load 2.35

2) Grating load 0.69

3) L.L. 2.94

Coeff. of earth pressure, K0 1.00 1 - sin(0)

1 + Sin (0)

Soil pressure at the bottom of wall 13.80 = 1 x ( 0.75 x 18.39)

Surcharge 2000

= 19.62

Earth pressure due to surcharge,q0 19.62 = 1 x 19.62

0.00 KN/m2 13.80 KN/m2 19.62Water pressure Earth Pressure at rest Lateral pressure due to surcharge

55010.12 0.00

13.80 0.00

Earth Pressure at rest Water pressure

Check for OverturningWeight of concrete per metre of wall lengtha) Pedestal 3.19 KN/m = 0.85 x 0.15 x 25

b) Raft 4.75 KN/m = 0.95 x 0.2 x 25

Weight of overburden soil per metre of wall length 8.09 KN/m = (0.95 - 0.15) x 0.55 x 18.39

Weight due to surcharge 7.85 KN/m = 19.62 x 0.4

Total Oil Weight 7.20 KN/m =14100 x9.81/1000/9.6/2

Total vertical load 36.77 KN/m =3.19+4.75+8.09+5.98x0.95+7.85+7.2

Restoring moment about toe of fdn 15.72 KN-m/m = 0.9 x 36.77 x 0.95 /2

Overturning momentMoment from soil side of pit 6.81 KN-m/m =19.62x0.75^2/2+13.8x0.75^2/6+0x0^2/6

Moment from other side of pit 0.23 KN-m/m =10.12x(0.2)^2/2+(13.8-10.12)x(0.2)^2/6

Net overturning moment 6.58 KN-m/mF.O.S. against Overturning 2.39 >2.2, Hence O.K.

Check against sliding

Maximum horizontal shear 19.89 KN/m =19.62x0.75+13.8x0.75/2

Cohesion, c = 34.34Coefficient of Friction = 1.00

Resisting passive pressure, P = 82.47 =2 x 34.34 x 1+18.39*0.75*1

Minimum area = 0.75 m2/m = 0.2 + 0.55

Max. frictional resistance = 61.85 KN/m = 82.47 x 0.75

F.O.S. against Sliding = 3.11 = 61.85 / 19.89

> 2.2, Hence O.K.

Design of wallClear cover provided 50 mmPartial factor of safety 2.2Effective depth, d 95 mm

Soil pressure at the bottom of wall 10.12 = 1 x 0.55 x 18.39

00.00 KN/m2 10.12 KN/m2 19.62 KN/m2

Water pressure Earth Pressure at rest Lateral pressure due to surcharge

Design Moment, Mu 7.65 KN-m/m = 2.2 x ( 0.5 x 10.12 / 3 + 19.62/2 ) x 0.55^2

Area of Steel, Ast = Mu/(0.87fy(d-0.416xu), where xu/d=1.202+-(1.4446-6.67735Mu/fckbd2))^1/2Hence, xu = 11.80 mm

and Ast1 = 235

Minimum Ast in wall 0.2% = 300

Ast / face = 150Provide 10 200 mm c/c as Vert. Reinf.

= tan2(45 + 0/ 2) Deg.

mm2/mf bars @

mm2/m, O.K.

Design of internal wall face(Considering water inside & no earth outside during construction stage)

8.50 KN/m2 0Top of raft

Moment at the base due to water 1.02 KN-m/m = 0.5 x 0.85 x 10 x 0.85 x ( 0.85/3+0)

Design Moment, Mu 2.25 KN-m/m = 2.2 x 1.02

Area of Steel, Ast = Mu/(0.87fy(d-0.416xu), where xu/d=1.202+-(1.4446-6.67735Mu/fckbd2))^1/2Hence, xu = 3.3 mm

and Ast1 = 67

Ast / face = 150Provide 10 200 mm c/c as Vert. Reinf.

Horizontal reinforcement

Providing pt = 0.2 %

Ast / face 150Provide 8 250 mm c/c per face

= 201W3

Design of base slab

Wt of soil outside the pit,w1 4.05 KN/mWt of soil inside the pit,w2 0.0 KN/mNet design moment, Mu 5.85 KN-m/m Soil 0

= 0.5 x 13.8 x 0.75^2 / 3 + 19.62 x 0.75^2/2-(4.05-0)*0.475/2 550 W1

Wt of wall & gravel 13.92 KN/m soil W2

Design vertical load, Pu 17.97 KN/m 200

Pressure due to overburden soil 13.80 400

= 0.75 x 18.39

Bearing pressure 44.01 475

= 17.97 / 0.95 + 5.85 x 6 / 0.95^2 - 13.8

SBC at toe level 49.05> 44.01 Hence Ok

Net bearing pressure 39.01 = 44.01 - 0.2 x 25

Design moment, Mu 6.87 KN-m/m = 2.2 x 39.01 x 0.4 ^2 / 2

Effective depth, d 146 mmArea of Steel, Ast = Mu/(0.87fy(d-0.416xu), where xu/d=1.202+-(1.4446-6.67735Mu/fckbd2))^1/2Hence, xu = 6.67 mm

and Ast1 = 133

Minimum Ast in slab 0.12% = 240

Ast / face = 120Provide 8 300 mm c/c per face

mm2/mf bars @

mm2/m, O.K.

mm2/mf bars @

mm2/m, O.K.

mm2/mf bars @

= 167 mm2/m, O.K.

CLIENT POWER GRID CORPORATION OF INDIA LIMITED SHYAMA POWER (I) LTDPROJECT BIHAR SUB TRANSMISSION SYSTEM, PHASE II, PART II DESIGN NO.- 1000SUBSTATION 132/33KV Runnisaidpur S/S

Transformer load 50850 kgLoad for Pulling Block 5% of 50850 = 2542.50 kg 25Size of Pulling Block 1.00 m x 1.00 m

300 1000 300

1600Weight of concretewt of concrete above GL = 0.3 x 1 x 1 x 25 7.50 KNwt of concrete below GL = (1.8 x 1 x 1 + 0.2 x 1.6 x 1.6)x25 57.80 KNTotal wt of concrete 65.30 KNWeight of soil = 1.8 x (1.6 x 1.6 - 1 x 1) x 18.39 51.65 KNTotal weight due to soil= 51.65 KN

Coefficient of Passive pressure = (1 + Sin 0)/(1-Sin 0) = 1.00Passive pressure = 1 x 1.8 x 18.39 = 33.11 KN/m2Moment due to Passive pressure = 1 /2 x 33.11 x 1.8 x 1.8/3 = 17.88 KNm

Passive pressure = 1 x 0.2 x 18.39 3.68 KN/m2Moment due to Passive pressure = 1 /2 x 3.68 x 0.2 x 0.2/3 = 0.02 KNm

Applied Moment = 25 x 2.3 = 57.50 KNmResultant moment = 57.5 - 17.88 - 0.02 = 39.60 KNmTotal Vertical load = 65.3 + 51.65 = 116.95 KNResisting moment = 116.95 x 1.6/2 = 93.56 KNmFOS = 93.56/39.6 = 2.36 > 2.2

Reinforcement calculation

Total Vertical load 52.50 KNHoriz. Force in y-direction,SFy 25 KNMoment about major axis ,Mx = 25 x 2.1 52.5 KNmShear parallel to base channel, SFx 0 KN

= (300 + 2000 - 200)/500+1000/30 37.53 mmMoment about minor axis ,My 1.97 KNmActive moment about the base of pedestalMux = 2.2 x 52.5 115.50 KNmMuy = 2.2 x 1.97 4.34 KNm

4. Calculation for Pulling Block

Minimum eccentricity,emin

CLIENT POWER GRID CORPORATION OF INDIA LIMITED SHYAMA POWER (I) LTDPROJECT BIHAR SUB TRANSMISSION SYSTEM, PHASE II, PART II DESIGN NO.- 1000SUBSTATION 132/33KV Runnisaidpur S/STotal comp. force at bottom, P = (300 + 2000 - 200)/1000 x1x1x 25 52.50 KNPu = 2.2 x 52.5 115.50 KNMinimum percentage of steel required, pt,min 0.8 %

X-sectional area of column required = 115.5 x 1000 /(0.4 x 20 + 0.67 x 415 x 0.8/100) 11296.51

Minimum area of steel required 90.37

Area of Steel(As) 1356.48

Percentage of steel, p 0.136 %Clear Cover provided 50 mmd'/D 0.05

200.0 KN-m

200.0 KN-mPuz 9422 KNPu/Puz 0.012

1Interaction ratio 0.578 + 0.022 0.599 < 1 , OK

Provide 8 250 C/C as lateral ties

Design of base slab

Self wt of raft = 1.6 x 1.6 x 0.2 x 25 = 12.80 KNwt of pedestal = 2.1 x 1 x 1 x 25 = 52.50 KNwt of soil = (1.6x1.6 - 1x1) x (1.8 x 18.39) = 51.65 KNTotal load, P = 12.8 + 52.5 + 51.65 = 116.95 KNArea of fdn = 1.6 x 1.6 = 2.56 m2Applied Moment = 25 x 2.3 = 57.50 KNmResultant moment = 57.5 - 17.88 - 0.02 = 39.60 KNmBearing pressure =116.95/2.56+39.6x 6/1.6x1.6^2 - 36.79 = 66.90 KN/m2

< 85.84 KN/m2

Net bearing pressure = 66.9 - 25 x 0.2 = 61.90 KN/m2

Design moment, Mu = 2.2 x 61.9 x 0.3^2/2 6.13 KN/mEffective depth, d 145 mmArea of Steel, Ast = Mu/(0.87fy(d-0.416xu), where xu/d=1.202+-(1.4446-6.67735Mu/fckbd2))^1/2Hence, xu = 5.98 mm

and Ast1 = 119

Minimum Ast in slab (0.12%) = 240

Ast / face 120Provide 10 300 mm c/c per face

12 nos 12f bars mm2

Pu/fckbD

Referring to chart 44 of SP16, Mux1/fckbD2

Referring to chart 44 of SP16, Muy1/fckbD2

mm2/mf bars @

mm2/m, O.K.

SHYAMA POWER (I) LTDDESIGN NO.- 1000

20MVA transf fdn Page 12

CLIENT POWER GRID CORPORATION OF INDIA LIMITED SHYAMA POWER (I) LTDPROJECT BIHAR SUB TRANSMISSION SYSTEM, PHASE II, PART II DESIGN NO.- 1000SUBSTATION 132/33KV Runnisaidpur S/S

Volume of transformer oil = 17200 LitresVolume of Soak Pit (Net) = 1.3x 17200 = 22360 LitresDepth of Soak Pit = 0.55 m

Surface Area of Soak Pit required = 22.36/0.55 = 40.65

Area occupied by Transformerfoundations & cooling system foundations = 3.150 x 2.350 + 2 x 0.4 x 2.775

= 9.62

Therfore, Gross area of Soak Pit required = 40.65+ 9.62 = 50.28

Inside Gross area of Soak Pit = 5.2 x 2.3 + 1.450 x 6.2+3x7 +5.8x1.45+1.4x4.4

= 56.48

5. Soak Pit Calculation:

m2 > 50.28 m2

trfrfdn-20 mva(runnisaidpur)

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