STORAGE TANK
Content
Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
7.0.0 7.1.0
DETAILED STRUCTURAL CALCULATIONS Data
Conversion factors 1 N/sqmm = 1 pound = Length Width 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 fc', specified compressive strength of concrete G30 cube strength
(equivalent to G25 cylinder strength)
psi N m m m m kN/cum degrees kN/cum kN/cum kN/sqm N/sqmm psi psi N/sqmm kN/sqm
145 4.45 3.00 2.00 3.50 0.20 19 30 As per soil report 0.50 10 25 5 25 3625 60000 414 100
f
Yield strength of rebar Allowable bearing pressure ( net ) 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 Durability coefficient for flexure as per ACI 350 for water retaining structures for limiting crackwidths Durability coefficient for direct tension as per ACI 350 for water retaining structures for limiting crackwidths
168
0.90 As per cl. 9.3.2.1 0.85 As per cl. 9.3.2.3 1.30 Reinforcement required to be multiplied by this factor as per cl.9.2.8.1
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
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
7.2.0
Assumed thickness Top slab thickness Long wall thickness Short wall thickness Base slab Base slab projection m m m m m 0.15 0.25 0.25 0.25 0.25
7.3.0
Weight calculations Nos Top slab Long wall Short wall Base slab Soil cover above roof slab Soil over base projection Total weight ( DL ) water weight Live load on roof 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 < 1 2 2 1 1 1 Length m 3.50 3.25 2.25 4.00 3.50 13.00
(perimeter)
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
(height)
Density kN/cum 25 25 25 25 19 19
Weight kN 32.81 142.19 98.44 75.00 33.25 237.74 619.43 210.00 43.75 253.75 873.18 12.00 51.62 21.15 72.76 168 kN sqm kN/sqm kN/sqm kN/sqm OK
3.00 3.50
2.00 2.50
3.50
10 5
(kN/sqmm)
7.4.0
E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls
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 7.5.1
Analysis & Design 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 Shear from wall due water pressure ( from tension Tu kN/m 24.26 24.26 23.36 23.36 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 Safe as actual stress less than 64.95 55.07 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 fy)/ 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
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
7.5.2 a)
Long wall with earth outside+surcharge and no water inside kN/sqm 3.32 earth pressure at top kN/sqm 38.94 earth pressure at bottom 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 udl taken 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
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
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 fy)/ 2
kN/m kNm/m kNm/m kNm/m kN/m mm mm mm kN/m
29.83 49.39 49.39 250 94
63.96 44.39 63.96 250 90 66.36
11.20 11.20 250 50 74
77.97 32.95 32.96 32.96 250 50 74 52.24
Refer Moment distribution in Annex A No tension under this condition
Safe as actual stress less than allowable
sqmm/m sqmm/m
2635 0 2635 375
4608 0 4608 375
598 0 598 375
2352 0 2352 375
Solving qua.equation
Total Ast sqmm/m Min Ast per face(0.15% of gross area) sqmm/m
as per table 7.12.2.1 of ACI 350
b)
with no earth outside and water inside water pressure at bottom Load Factor Factored loads
35.00 kN/sqm 1.70 59.50 kN/sqm
As per ACI 350
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 Resistributed Moment Mu Design Moment Mu (higher of the two)
kN/m kN/m kN/m kNm/m kNm/m kNm/m
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
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
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 fy)/ 2 Total Ast Min Ast per face(0.15% of gross area) 7.5.3 a) Short wall
kN/m mm mm mm kN/m 2990 0 2990 375 250 94 250 90 66.36 710 0 710 375
57.59 250 50 74
57.59 250 50 74 52.24
Shear from short wall due water pressure (from 7.5.3, b) )
sqmm/m sqmm/m sqmm/m
416 128 543 375
1512 128 1640 375
Solving qua.equation
as per table 7.12.2.1 of ACI 350
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 Slab fixed at sides& bottom, top hinged Walls analysed using Moody's charts- fig 10 for udl and fig 13 for triangular
8.69 59.73
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
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
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 fy)/ 2 Total Ast Min Ast per face(0.15% of gross area)
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 41.30 0.0119 0.2616 0.0302
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 kN/m sqmm/m sqmm/m sqmm/m sqmm/m
16.19
9.73
57.82 24.70 No tension under this condition
35.90 103.37 21.82 43.69 43.69 250 94 51.98 30.11 51.98 250 92 66.36 12.99 12.99 250 50 78 75.38 32.96 Refer Moment distribution in Annex A 32.96 No tension under this condition 250 50 78 55.07
Safe as actual stress less than allowable
2191 0 2191 375
3035 0 3035 375
661 0 661 375
2081 0 2081 375
Solving qua.equation
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 16
Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
b)
with no earth outside and water 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 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 Shear from long wall due water pressure 56.86 56.86 (from 7.5.2, b) ) 250 94 250 92 66.36 2650 0 2650 375 315 0 315 375 482 126 607 375 250 50 78 250 50 78 55.07 1391 126 1516 375 Solving qua.equation
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 fy)/ 2 Total Ast Min Ast per face(0.15% of gross area)
kN/m kN/m kN/m kNm/m kNm/m kNm/m kN/m mm mm mm kN/m sqmm/m sqmm/m sqmm/m sqmm/m
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 17
Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
7.5.4 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 1.40 8.75 51.62 3.65 78.46 69.71
kN/sqm kN/sqm kN/sqm kN/sqm kN/sqm 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 mm 50 75 effective depth d mm 192 167 178 151 Allowable Shear = f x Vc Vc kN/m 135.55 125.67 Safe as actual stress less than 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 -78 1030 -106 764 Solving qua equation Ast for tension on each face = sqmm/m 0 0 0 0 1.65*Tu/( f fy)/ 2 Total Ast sqmm/m -78 1030 -106 764 Min Ast per face(0.15% of gross area) sqmm/m 375 375 375 375 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 18
Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
b)
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
kN/sqm kN/sqm kN/sqm kN/sqm
6.25 1.40 8.75 29.04 0.00 Water load not considered as it cancels each other while calculating the net upward pressure 40.65 31.90
Factored Bearing pressure kN/sqm Net upward factored bearing pressure ( kN/sqm Soil pressure - slab self weight)
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 Vc kN/m fMn 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 1.054 0.559 0.619 -0.284 Safe as actual stress less than allowable 250 50 192 250 75 167 250 178 250 151
M b d a b c r As(req.)
M(kN-m) b(in) d(in) a b c r As(req.) in sq in.
= = = = = = = = =
E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls
Sheet 19
Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
As(req.)
As(req.) mm2 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 fy)/ 2 Total Ast Min Ast per face(0.15% of gross area)
= sqmm/m sqmm/m sqmm/m sqmm/m
680 680 194 874 375
361 361 194 555 375
399 399 187 586 375
-183 -183 187 187 375 Solving qua equation
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 20
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
7.0.0 7.1.0
DETAILED STRUCTURAL CALCULATIONS Data
Conversion factors 1 N/sqmm = 1 pound = Length Width 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 fc', specified compressive strength of concrete G30 cube strength
(equivalent to G25 cylinder strength)
psi N m m m m kN/cum degrees kN/cum kN/cum kN/sqm N/sqmm psi psi N/sqmm kN/sqm
145 4.45 3.00 2.00 3.50 0.20 19 30 As per soil report 0.50 10 25 5 25 3625 60000 414 100
f
Yield strength of rebar Allowable bearing pressure ( net ) 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 Durability coefficient for flexure as per ACI 350 for water retaining structures for limiting crackwidths Durability coefficient for direct tension as per ACI 350 for water retaining structures for limiting crackwidths
168
0.90 As per cl. 9.3.2.1 0.85 As per cl. 9.3.2.3 1.30 Reinforcement required to be multiplied by this factor as per cl.9.2.8.1
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
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
7.2.0
Assumed thickness Top slab thickness Long wall thickness Short wall thickness Base slab Base slab projection m m m m m 0.15 0.25 0.25 0.25 0.25
7.3.0
Weight calculations Nos Top slab Long wall Short wall Base slab Soil cover above roof slab Soil over base projection Total weight ( DL ) water weight Live load on roof 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 < 1 2 2 1 1 1 Length m 3.50 3.25 2.25 4.00 3.50 13.00
(perimeter)
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
(height)
Density kN/cum 25 25 25 25 19 19
Weight kN 32.81 142.19 98.44 75.00 33.25 237.74 619.43 210.00 43.75 253.75 873.18 12.00 51.62 21.15 72.76 168 kN sqm kN/sqm kN/sqm kN/sqm OK
3.00 3.50
2.00 2.50
3.50
10 5
(kN/sqmm)
7.4.0
E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls
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 7.5.1
Analysis & Design 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 Shear from wall due water pressure ( from tension Tu kN/m 24.26 24.26 23.36 23.36 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 Safe as actual stress less than 64.95 55.07 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 fy)/ 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
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
7.5.2 a)
Long wall with earth outside+surcharge and no water inside kN/sqm 3.32 earth pressure at top kN/sqm 38.94 earth pressure at bottom 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 udl taken 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
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
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 fy)/ 2
kN/m kNm/m kNm/m kNm/m kN/m mm mm mm kN/m
29.83 49.39 49.39 250 94
63.96 44.39 63.96 250 90 66.36
11.20 11.20 250 50 74
77.97 32.95 32.96 32.96 250 50 74 52.24
Refer Moment distribution in Annex A No tension under this condition
Safe as actual stress less than allowable
sqmm/m sqmm/m
2635 0 2635 375
4608 0 4608 375
598 0 598 375
2352 0 2352 375
Solving qua.equation
Total Ast sqmm/m Min Ast per face(0.15% of gross area) sqmm/m
as per table 7.12.2.1 of ACI 350
b)
with no earth outside and water inside water pressure at bottom Load Factor Factored loads
35.00 kN/sqm 1.70 59.50 kN/sqm
As per ACI 350
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 Resistributed Moment Mu Design Moment Mu (higher of the two)
kN/m kN/m kN/m kNm/m kNm/m kNm/m
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
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
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 fy)/ 2 Total Ast Min Ast per face(0.15% of gross area) 7.5.3 a) Short wall
kN/m mm mm mm kN/m 2990 0 2990 375 250 94 250 90 66.36 710 0 710 375
57.59 250 50 74
57.59 250 50 74 52.24
Shear from short wall due water pressure (from 7.5.3, b) )
sqmm/m sqmm/m sqmm/m
416 128 543 375
1512 128 1640 375
Solving qua.equation
as per table 7.12.2.1 of ACI 350
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 Slab fixed at sides& bottom, top hinged Walls analysed using Moody's charts- fig 10 for udl and fig 13 for triangular
8.69 59.73
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
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
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 fy)/ 2 Total Ast Min Ast per face(0.15% of gross area)
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 41.30 0.0119 0.2616 0.0302
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 kN/m sqmm/m sqmm/m sqmm/m sqmm/m
16.19
9.73
57.82 24.70 No tension under this condition
35.90 103.37 21.82 43.69 43.69 250 94 51.98 30.11 51.98 250 92 66.36 12.99 12.99 250 50 78 75.38 32.96 Refer Moment distribution in Annex A 32.96 No tension under this condition 250 50 78 55.07
Safe as actual stress less than allowable
2191 0 2191 375
3035 0 3035 375
661 0 661 375
2081 0 2081 375
Solving qua.equation
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 16
Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
b)
with no earth outside and water 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 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 Shear from long wall due water pressure 56.86 56.86 (from 7.5.2, b) ) 250 94 250 92 66.36 2650 0 2650 375 315 0 315 375 482 126 607 375 250 50 78 250 50 78 55.07 1391 126 1516 375 Solving qua.equation
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 fy)/ 2 Total Ast Min Ast per face(0.15% of gross area)
kN/m kN/m kN/m kNm/m kNm/m kNm/m kN/m mm mm mm kN/m sqmm/m sqmm/m sqmm/m sqmm/m
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 17
Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
7.5.4 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 1.40 8.75 51.62 3.65 78.46 69.71
kN/sqm kN/sqm kN/sqm kN/sqm kN/sqm 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 mm 50 75 effective depth d mm 192 167 178 151 Allowable Shear = f x Vc Vc kN/m 135.55 125.67 Safe as actual stress less than 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 -78 1030 -106 764 Solving qua equation Ast for tension on each face = sqmm/m 0 0 0 0 1.65*Tu/( f fy)/ 2 Total Ast sqmm/m -78 1030 -106 764 Min Ast per face(0.15% of gross area) sqmm/m 375 375 375 375 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 18
Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
b)
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
kN/sqm kN/sqm kN/sqm kN/sqm
6.25 1.40 8.75 29.04 0.00 Water load not considered as it cancels each other while calculating the net upward pressure 40.65 31.90
Factored Bearing pressure kN/sqm Net upward factored bearing pressure ( kN/sqm Soil pressure - slab self weight)
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 Vc kN/m fMn 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 1.054 0.559 0.619 -0.284 Safe as actual stress less than allowable 250 50 192 250 75 167 250 178 250 151
M b d a b c r As(req.)
M(kN-m) b(in) d(in) a b c r As(req.) in sq in.
= = = = = = = = =
E:\DSA_1\PEN_DRIVE_G\CONC_STRUCT\WATER_TANK\water tank_Design of Underground _R3.xls
Sheet 19
Tabouk Power Plant # 2 Expansion Project - Unit 7 & 8
FUELOIL STORAGE AREA - U/G DRAIN TANK TBKII-BOP-C-1962 Rev-A
As(req.)
As(req.) mm2 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 fy)/ 2 Total Ast Min Ast per face(0.15% of gross area)
= sqmm/m sqmm/m sqmm/m sqmm/m
680 680 194 874 375
361 361 194 555 375
399 399 187 586 375
-183 -183 187 187 375 Solving qua equation
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 20
