STORAGE TANK

Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8

7.0.0 7.1.0

FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A

DETAILED DETAILED STRUCTURA STRUCTURAL L CALCULA CALCULATIONS TIONS Data

Conversion factors 1 N/sqmm = 1 pound = Length W idth height Earth cover over top slab Soil density  Angle of internal friction for soil Coeff of earth pressure at rest = 1- sin Density of water Density of concrete Live load on roof f c', specified compressive strength of concrete G30 cube strength

p si N

145 4.45

m m m m kN/cum degrees

3.00 2.00 3.50 0.20 19 30 As per soil report 0.50 10 25 5 25 3625

f

kN/cum kN/cum kN/sqm N/sqmm p si

(equivalent to G25 cylinder strength)

Yield strength of rebar  Allowable bearing pressure ( net )

p si N/sqmm kN/sqm

60000 414 100

 Allowable bearing pressure ( gross) at founding level = net bearing pr + gd kN/sqm Strength reduction factor for flexure & tension f Strength reduction factor for shear  f

168

0.90 As per cl. 9.3.2.1 9.3.2.1 0.85 As per cl. 9.3.2.3 9.3.2.3

Durability coefficient for flexure as per   ACI 350 for water retaining structures for limiting crackwidths

1.30 Reinforcement required to be multiplied by this factor as per cl.9.2.8.1

Durability coefficient for direct tension as per ACI 350 for water retaining structures for limiting crackwidths

1.65 Reinforcement required to be multiplied by this factor asper cl.9.2.8.2

E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls

Sheet 10

Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8

7.2.0

Assumed thickness Top slab thickness Long wall thickness Short wall thickness Base slab Base slab projection

7.3.0

FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A

m m m m m

0.15 0.25 0.25 0.25 0.25

Weight calculations Nos Top slab Long wall Short wall Base slab Soil cover above roof slab Soil over base projection

1 2 2 1 1 1

Length m 3.50 3.25 2.25 4.00 3.50 13.00 (perimeter)

Total weight ( DL ) water weight Live load on roof

3.00 3.50

Breadth thickness m m 2.50 0.15 3.50 0.25 3.50 0.25 3.00 0.25 2.50 0.20 3.85 0.25

Density kN/cum 25 25 25 25 19 19

Weight kN 32.81 142.19 98.44 75.00 33.25 237.74

10 5

619.43 210.00 43.75

(height)

2.00 2.50

3.50

(kN/sqmm)

7.4.0

Total live load (water+roof live load ) Check for bearing capacity Total load Base area Bearing press due to DL Bearing press due to LL Total Bearing pressure

253.75

<

E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls

873.18 12.00 51.62 21.15 72.76 168

kN sqm kN/sqm kN/sqm kN/sqm OK

Sheet 11

Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8

FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A

7.5.0

Analysis & Design

7.5.1

Top slab Dead load (DL) Self weight of slab kN/sqm 3.75 Soil weight kN/sqm 3.80 Total DL kN/sqm 7.55 Live Load(LL) kN/sqm 5.00 Load factor -DL 1.40 Load factor- LL 1.70 Factored total Load kN/sqm 19.07 Simply supported condition- coefficients from table 50 of Reynold's handbook Short span - lx Long span- ly Span ratio Remarks span support span support (ly/lx) Effective span (clear+ wall thickness) m 2.25 3.25 1.44 Shear coeff  0.50 0.50 Max at the centre of span (approx) Moment coeff ax3, ay3 0.548 0.126 Shear = Coeff x wlx kN/m 21.45 21.45 Moment Mu =Coeff *wl^2/8 kNm/m 6.62 3.18 generally Partia fixity factors at span 1.00 0.25 Design Mu considering partial fixity kNm/m 6.62 6.62 3.18 3.18 Partia fixity factors at support 1 0.75 tension Tu kN/m 24.26 24.26 23.36 23.36 Shear from wall due water pressure ( from 7.5.2, b) & 7.5.3, b) ) Overall depth mm 150 150 150 150 clear cover mm 50 50 effective depth d mm 92 94 78 80 64.95 55.07 Safe as actual stress less than  Allowable Shear = f x Vc Vc kN/m allowable =2*fc'^0.5*b*d as per cl.11.3.1.1  Ast from solving fMu = f [Ast x fy x d (1-0.59 x r x (fy/fc'))], sqmm/m 270 264 151 147 Solving qua equation.  Ast for tension on each face = sqmm/m 54 54 52 52 1.65*Tu/( f f y)/ 2 Total Ast sqmm/m 323 317 203 199 Min Ast per face(0.15% of gross area ) sqmm/m 225 225 225 225 as per table 7.12.2.1 of ACI 350

E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls

Sheet 12

Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8

7.5.2 a)

FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A

Long wall w ear ou s e+surc arge an no water inside earth pressure at top kN/sqm 3.32 earth pressure at bottom kN/sqm 38.94 Earth pressure due to surcharge load of 20 kN/sqm (UDL) kN/sqm 2.50 The earth pressure due to soil weight is split up into two components-udl and triangular  udl kN/sqm 3.32 triangular kN/sqm 35.61 inside Load Factor for Earth pressure 1.70 As per ACI 350 Load factor for surchage load 1.70 Factored loads udl (soil+surcharge) kN/sqm 9.90 triangular kN/sqm 60.54

9.90 60.54

Slab fixed at sides& bottom, top hinged Walls analysed using Moody's charts- fig 10 for udl and fig 13 for triangular  vertical span - b horizontal span- 2a Span ratio Remarks span support span support (a/b) Effective span (clear+ wall thickness) 3.70 3.25 0.4392 Coefficients corresponding to a/b=1.0 are taken udl Shear coeff - top 0.4020 Shear coeff - bottom 0.5980 shear coeff -sides 0.5491 Moment coeff  0.0617 0.1093 0.0227 0.0664 Shear - top kN/m 14.72 Shear - bottom kN/m 21.90 Shear - sides kN/m 20.11 Moment Mu kNm/m 8.36 14.81 3.08 9.00 tension kN/m No tension under this condition triangular load Shear coeff - top 0.1102 Shear coeff - bottom 0.3988 shear coeff -sides 0.2583 Moment coeff  0.0259 0.0593 0.0098 0.0289 Shear - top kN/m 24.68 Shear - bottom kN/m 89.33 Shear - sides kN/m 57.86 Moment Mu kNm/m 21.47 49.15 8.12 23.95 tension kN/m No tension under this condition Total Shear - top kN/m 39.41 Shear - bottom kN/m 111.23

E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls

Sheet 13

Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8

Shear - sides Moment Mu Redistributed moment Mu Design Moment Mu (higher of the two) tension Tu Overall depth clear cover effective depth  Allowable Shear = f x Vc Vc =2*fc'^0.5*b*d as per cl.11.3.1.1  Ast from solving fMu = f [Ast x fy x d (1-0.59 x r x (fy/fc'))],  Ast for tension on each face = 1.65*Tu/( f f y)/ 2

b)

FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A

kN/m kNm/m kNm/m kNm/m kN/m mm mm mm kN/m

29.83 49.39 49.39

63.96 44.39 63.96

11.20

250

250

94

90 66.36

250 50 74

11.20

77.97 32.95 32.96 32.96

No tension under this condition 250 50 74 52.24

sqmm/m sqmm/m

2635 0

4608 0

598 0

2352 0

Total Ast sqmm/m Min Ast per face(0.15% of gross area) sqmm/m

2635 375

4608 375

598 375

2352 375

with no earth outside and wate r inside water pressure at bottom Load Factor Factored loads

35.00 kN/sqm 1.70 59.50 kN/sqm

Slab fixed at sides& bottom, top hinged Walls analysed using Moody's charts- fig 13 for triangular load

Effective span (clear+ wall thickness) Shear coeff - top Shear coeff - bottom shear coeff -sides Moment coeff  Shear - top Shear - bottom Shear - sides Moment Mu Resistributed Moment Mu Design Moment Mu (higher of the two)

kN/m kN/m kN/m kNm/m kNm/m kNm/m

Refer Moment distribution in Annex A

Safe as actual stress less than allowable

Solving qua.equation

as per table 7.12.2.1 of ACI 350

As per ACI 350

inside

59.50

vertical span - b horizontal span- 2a Span ratio Remarks span support span support (a/b) 3.70 3.25 0.44 Coefficients corresponding to a/b=1.0 are 0.1102 taken 0.3988 0.2583 0.0259 0.0593 0.0098 0.0289 24.26 87.80 56.86 21.10 48.30 7.98 23.54 53.21 16.19 24.60 Refer Moment distribution in Annex A 53.21 16.19 7.98 24.60

E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls

Sheet 14

Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8

Tension Overall depth clear cover effective depth  Allowable Shear = f x Vc Vc =2*fc'^0.5*b*d as per cl.11.3.1.1  Ast from solving fMu = f [Ast x fy x d (1-0.59 x r x (fy/fc'))],  Ast for tension on each face = 1.65*Tu/( f f y)/ 2

FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A

kN/m mm mm mm

250

250

94

90

kN/m

57.59

57.59

250 50 74

250 50 74

66.36

Shear from short wall due water pressure (from 7.5.3, b) )

52.24

sqmm/m

2990 0

710 0

416 128

1512 128

Total Ast sqmm/m Min Ast per face(0.15% of gross area) sqmm/m

2990 375

710 375

543 375

1640 375

7.5.3

Short wall

a)

with earth outside and no water inside earth pressure at top(mid depth of top slab) kN/sqm 2.61 inside earth pressure at bottom(mid-depth of  bottom slab) kN/sqm 37.75 Earth pressure due to surcharge load of 20 kN/sqm (UDL) kN/sqm 2.50 The earth pressure due to soil weight is split up into two components-udl and triangular  udl kN/sqm 2.61 triangular kN/sqm 35.14 Load Factor for earth pressure 1.70 Load factor for surchage load 1.70 Factored loads udl (soil+surcharge) kN/sqm 8.69 triangular kN/sqm 59.73

Solving qua.equation

as per table 7.12.2.1 of ACI 350

8.69 59.73

Slab fixed at sides& bottom, top hinged Walls analysed using Moody's charts- fig 10 for udl and fig 13 for triangular 

E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls

Sheet 15

Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8

Effective span (clear+ wall thickness) udl Shear coeff - top Shear coeff - bottom shear coeff -sides Moment coeff  Shear - top (kN/m) Shear - bottom (kN/m) Shear - sides (kN/m) Moment Mu (kNm/m) tension triangular load Shear coeff - top Shear coeff - bottom shear coeff -sides Moment coeff  Shear - top Shear - bottom Shear - sides Moment Mu (kNm/m) tension Total Load Shear - top Shear - bottom Shear - sides Moment Mu (kNm/m) Redistributed Moment Mu Design Moment Mu (higher of the two) tension Overall depth clear cover effective depth  Allowable Shear = f x Vc Vc =2*fc'^0.5*b*d as per cl.11.3.1.1  Ast from solving fMu = f [Ast x fy x d (1-0.59 x r x (fy/fc'))],  Ast for tension on each face = 1.65*Tu/( f f y)/ 2 Total Ast Min Ast per face(0.15% of gross area)

FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A

kN/m kN/m kN/m kNm/m kN/m

vertical span - b horizontal span- 2a Span ratio Remarks span support span support (a/b) 3.70 2.25 0.30 Coefficients corresponding to a/b=0.75 are taken 0.3874 0.5837 0.5465 0.0473 0.0898 0.0274 0.0695 12.45 18.76 17.57 5.63 10.68 3.26 8.27 No tension under this condition 0.1061 0.3828 0.0198

0.0505 23.45 84.60

0.0119

0.2616 0.0302

16.19

41.30

9.73

57.82 24.70

kN/m kN/m kN/m kNm/m kN/m kN/m kN/m kN/m kNm/m kNm/m kNm/m kN/m mm mm mm

No tension under this condition 35.90 103.37 21.82 43.69 43.69

51.98 30.11 51.98

12.99

75.38 32.96

12.99

32.96

250

250

94

92 66.36

250 50 78

250 50 78 55.07

Refer Moment distribution in Annex A No tension under this condition

Safe as actual stress less than allowable

kN/m sqmm/m sqmm/m

2191 0

3035 0

661 0

2081 0

sqmm/m sqmm/m

2191 375

3035 375

661 375

2081 375

E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls

Solving qua.equation

as per table 7.12.2.1 of ACI 350

Sheet 16

Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8

b)

FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A

with no earth outside and wate r inside water pressure at bottom Load Factor Factored loads

35.00 kN/sqm 1.70 59.50 kN/sqm

inside

Slab fixed at sides& bottom, top hinged Walls analysed using Moody's charts- fig 13 for triangular load 59.50

Effective span (clear+ wall thickness) Shear coeff - top Shear coeff - bottom shear coeff -sides Moment coeff Shear - top Shear - bottom Shear - sides Moment Mu (kNm/m) Resistributed Moment Mu Design moment tension Overall depth clear cover effective depth  Allowable Shear = f x Vc Vc =2*fc'^0.5*b*d as per cl.11.3.1.1  Ast from solving fMu = f [Ast x fy x d (1-0.59 x r x (fy/fc'))],  Ast for tension on each face = 1.65*Tu/( f f y)/ 2

kN/m kN/m kN/m kNm/m kNm/m kNm/m kN/m

vertical span - b horizontal span- 2a Span ratio Remarks span support span support (a/b) 3.70 2.25 0.30 Coefficients corresponding to a/b=0.75 0.1061 are taken 0.3828 0.2616 0.0198 0.0505 0.0119 0.0302 23.36 84.27 57.59 16.13 41.14 9.69 24.60 49.58 7.69 Refer Moment distribution in Annex A 49.58 7.69 9.69 24.60 56.86 56.86 Shear from long wall due water pressure (from 7.5.2, b) )

mm mm mm

250

250

94

92

kN/m

250 50 78

66.36

250 50 78 55.07

sqmm/m sqmm/m

2650 0

315 0

482 126

1391 126

Total Ast sqmm/m Min Ast per face(0.15% of gross area) sqmm/m

2650 375

315 375

607 375

1516 375

E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls

Solving qua.equation

as per table 7.12.2.1 of ACI 350

Sheet 17

Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8

7.5.4 a)

FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A

Bottom slab with earth outside and no water inside Dead load (DL) Self weight of slab Load factor Factored DL due to self weight Soil pressure due to Dead loads Soil pressure due to live load on roof  Factored Bearing pressure Net upward factored bearing pressure ( Soil pressure - slab self weight)

6.25 kN/sqm 1.40 8.75 kN/sqm 51.62 kN/sqm 3.65 kN/sqm 78.46 kN/sqm 69.71 kN/sqm

Base slab support condition - All four sides fixed based onfig 34 of Moody's chart Short span - a Long span- b Span ratio Remarks span support span support (a/b) Effective span (clear+ wall thickness) 2.25 3.25 0.69 Coefficients corresponding to a/b=0.625 Shear coeff  0.5143 0.4648 are taken Moment coeff  0.0376 0.0765 0.0159 0.0547 Shear kN/m 80.67 72.91 Moment Mu kNm/m 13.27 27.00 5.61 19.31 Redistributed moment Mu kNm/m -4.12 44.39 -5.19 30.11 tension Tu kN/m 0.00 0.00 No tension under this condition Overall depth mm 250 250 250 250 clear cover effective depth d  Allowable Shear = f x Vc Vc =2*fc'^0.5*b*d as per cl.11.3.1.1  Ast from solving fMu = f [Ast x fy x d (1-0.59 x r x (fy/fc'))],  Ast for tension on each face = 1.65*Tu/( f f y)/ 2

mm mm

50 192

kN/m

75 167

178

135.55

151 125.67

sqmm/m sqmm/m

-78 0

1030 0

-106 0

764 0

Total Ast sqmm/m Min Ast per face(0.15% of gross area) sqmm/m

-78 375

1030 375

-106 375

764 375

E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls

Safe as actual stress less than allowable Solving qua equation

as per table 7.12.2.1 of ACI 350

Sheet 18

Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8

FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A

with no earth outside and water inside Dead load (DL) Self weight of slab Load factor Factored DL due to self weight Soil pressure due to Dead loads (without soil load ) Soil pressure due to live loads

b)

kN/sqm

6.25 1.40 8.75

kN/sqm kN/sqm kN/sqm

29.04 0.00 Water load not considered as it cancels each other while calculating the net upward pressure

Factored Bearing pressure kN/sqm Net upward factored bearing pressure ( kN/sqm Soil pressure - slab self weight)

40.65 31.90

Base slab support condition - All four sides fixed based on fig 34 of Moody's chart Short span - a Long span- b Span ratio Remarks span support span support (a/b) Effective span (clear+ wall thickness) 2.25 3.25 0.69 Coefficients corresponding to a/b=0.692 Shear coeff  0.5143 0.4648 are taken Moment coeff  0.0376 0.0765 0.0159 0.0547 Shear kN/m 36.92 33.36 Moment Mu kNm/m 6.07 12.35 2.57 8.83 Redistributed moment kNm/m 34.62 -16.19 19.09 -7.69 Minus sign indicates tension on inner face Shear from wall due water pressure (from tension Tu kN/m 87.80 87.80 84.27 84.27 7.5.2, b) & 7.5.3, b)) Overall depth clear cover effective depth d  Allowable Shear = f x Vc =2*fc'^0.5*b*d as per cl.11.3.1.1

mm mm mm

250 50 192

250 75 167

250

250

178

151

Vc kN/m fMn

M b d a b c r

M(kN-m) b(in) d(in) a b c r

 As(req.)

 As(req.) in sq in.

= = = = = = = = =

135.55 125.67 This portion should be hidden = f [ As x fy x d (1-0.59 x p x (fy/ f' c))] Short span-top Long Span Top Bottom Top Bottom 34.62 16.19 19.09 -7.69 39.37 39.37 39.37 39.37 7.56 6.57 7.01 5.94 9.765517 9.765517 9.76552 9.76552 -1 -1 -1 -1 0.0034 0.0021 0.002 -0.001 0.0035 0.0022 0.0022 -0.0012 rxbxd rxbxd rxbxd rxbxd

E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls

1.054

0.559

0.619

Safe as actual stress less than allowable

-0.284

Sheet 19

Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8

 As(req.)

FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A

 As(req.) mm2 =  Ast from solving fMu = f [Ast x fy x d (1-0.59 x r x (fy/fc'))], sqmm/m  Ast for tension on each face = sqmm/m 1.65*Tu/( f f y)/ 2

680

361

399

-183

680 194

361 194

399 187

-183 187

Total Ast sqmm/m Min Ast per face(0.15% of gross area) sqmm/m

874 375

555 375

586 375

187 375

E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls

Solving qua equation

as per table 7.12.2.1 of ACI 350

Sheet 20