Project Information Project No. Location Region Type of Equipment Tag No. Tank Support Tank Anchors
Sloping No
Equipment Geometrical Data Tank O.D. (D) Base Plate O.D. Bolt Circle Diameter Ring Wall Center Wall Thickness Ring Wall O.D. Ring Wall I.D. Average Tank Height
9.88 10.01 0.00 10.01 0.50 10.51 9.51 13.00
M M M M M M M M
F.F.L. (EL 0.00) w.r.t. N.G.L.
0.50
M
Bottom Slope Min. Wall Height above 0.00 M Max. Wall Height above 0.00 M Min. Wall Height above N.G.L. Max. Wall Height above N.G.L. Avg. Wall Height above N.G.L. Bottom of Footing Elevation w.r.t. Base Plate Hight of Tank above 0.00
0.15
M
0.30
M
0.45
M
0.80
M
0.95
M
0.88
M
2.73
M
13.95
M
Equipment Load Calculation Empty Weight (DE) Operating Weight (Eo) Hydrotest Weight (Eh) Live Load (LL)
240.15 10059.85 9966.60 57.51
KN KN KN KN
39
M/sec
Wind Load Calculation Basic Wind Speed, Vb
10300
Terrain Category Class Height (H) of Tank above 0.00 k1
3 B
---
13
M
1.00
k2
0.92
k3
1.36
---M/sec KN/M2
V z = Vb x k 1 x k 2 x k 3 V z2 =
Pz = 0.6 x H/D Ratio Shape Factor, Cf Effective Frontal Area, Ae = H xD= Force (WL) = Cf x Ae x Pz Distance of C.G. from base plate in empty condition Moment @ Base Plate = F x Distance of C.G.
48.59 1.42 1.42 0.7 137.826
M2
137
KN
6.975
M
955.575
KNM
Seismic Load Calculation Seismic Zone Zone Factor, Z Structure Classification Importance Factor, I Response Reduction Factor, R Horizontal Seismic zcoefficient A h = Approximate fundamental natural period of vibration,Ta
III 0.16 Category 2 1.75 3 𝑍 𝑥 𝐼 𝑥 𝑆𝑎 2𝑥𝑅𝑥𝑔 CT
𝑊𝑡∗ℎ 𝐸𝑠∗𝐴∗𝑔
Sec
Ratio h/re
2.82
Coefficient CT
14.40
Wt
10357.51
KN
Modulus of Elasticity of shell
200000.00
KN/M2
A =2*π*r*t
0.16
M
g
9.81
Ta
9.92 Type 2
M/Sec Sec
Soil Type Average response acceleration coefficient,S a/g
0.34
Horizontal Seismic zcoefficient A h =
0.02
2 2
Seismic Base Shear, VB = Ah x W Distance of C.G. from base plate in empty condition Moment @ Base Plate = VB x Distance of C.G.
201.197
KN
9.3
M
1871.14
KNM
Soil Data Allowable Bearing Capacity of 150 Soil Unit Weight of Soil, W e 18 Angle of Repose 30 Angle of Repose 0.53 Depth of Foundation as per 1.82 Rankine's Formula Depth of Foundation 1.85 Footing Thickness 0.6 Soil Weight Dso 2308.11 Active soil pressure 0.34 coefficient, Ka = tan² (45 - Ø/2) At rest soil pressure 0.5 coefficient, Ko = 1 - sinØ Passive soil pressure 3 coefficient, Kp = tan² (45 + Ø/2) 0.3 Coefficient of friction, µ
KN/M2 KN/M3 Degrees Radians M M M KN
Reinforced Concrete Parameters N/mm2 N/mm2 KN/M3 M M M M M KN KN KN
Footing Area, A
25 500 25 0.6 13.71 6.11 1.6 3.8 1774.6 418.65 2193.25 118.31
Footing Section Modulus, S
243.02
M3
Grade of Concrete Grade of Reinforcement Unit Weight of Concrete Footing Thickness Footing outer Diameter Footing inner Diameter Footing Projection Width of Footing Footing Weight Wall Weight Concrete Weight Dco
Primary Load Summary
M2
2 118.31 M 2 29.33 M 2 76.67 M
Area of Ring Foundation Area of Soil Area of Tank % of Load transferred to Ring ( P1 ) % of Load transferred to Soil ( P2) Load Case
61.75 % 38.25 % Vertical Load Below Ring KN
Concrete Self Weight Dco
2193.25
Soil Weight Dso
2308.11
Empty Weight (DE)
240.15
6211.96 6154.38 57.51
Operating Weight (Eo) Hydrotest Weight (Eh) Live Load (L) Wind Load (W) Seismic Load (S)
Vertical Load Below Soil KN
Horizontal Load KN
3847.9 3812.23 137 202
Unfactored Load Combinations Load Combination
Vertical Load (NR) Below Ring KN
Vertical Load (NS) Below Soil KN
Horizontal Load KN
Dco + DE + W
2433.40
0.00
137
Dco + DE - W
2433.40
0.00
-137
Dco + DE + S
2433.40
0.00
202
Dco + DE - S
2433.40
0.00
-202
Dco + DE + L + Eo
8702.87
3847.90
0.00
Dco + DE + L + Eo + W
8702.87
3847.90
137.00
Dco + DE + L + Eo - W
8702.87
3847.90
-137.00
Dco + DE + L + Eo + S
8702.87
3847.90
202.00
Dco + DE + L + Eo - S
8702.87
3847.90
-202.00
Dco + DE + L + Eh
8645.29
3812.23
0.00
Dco + DE + L + Eh + W
8645.29
3812.23
137.00
Dco + DE + L + Eh - W
8645.29
3812.23
-137.00
Dco + DE + L + Eh + S
8645.29
3812.23
202.00
Dco + DE + L + Eh - S
8645.29
3812.23
-202.00
Soil Pressure Check (Detail) Area of Ring Foundation
Af = πx(OD2-ID2)/4=
Area of Soil
As = πxID2/4 =
Max soil pressure Below Ring PR = NR / Af + M/S
2 118.31 M 2 29.33 M
<
Pallow : Allowable Soil Pressure
Max soil pressure Below Soil PS = NS / AS
Load Combination
<
NR/ Af
Pallow : Allowable Soil Pressure
M/S
PR
2
2
Dco + DE + W
KN/M 20.57
KN/M 11.25
KN/M2 31.82
Dco + DE - W
20.57
-11.25
9.32
Dco + DE + S
20.57
20.49
41.06
Dco + DE - S
20.57
-20.49
0.08
Dco + DE + L + Eo
73.56
0
73.56
Dco + DE + L + Eo + W
73.56
11.25
84.81
Dco + DE + L + Eo - W
73.56
-11.25
62.31
Dco + DE + L + Eo + S
73.56
20.49
94.05
Dco + DE + L + Eo - S
73.56
-20.49
53.07
Dco + DE + L + Eh
73.08
0
73.08
Dco + DE + L + Eh + W
73.08
11.25
84.33
Dco + DE + L + Eh - W
73.08
-11.25
61.83
Dco + DE + L + Eh + S
73.08
20.49
93.57
Dco + DE + L + Eh - S
73.08
-20.49
52.59
Max soil pressure Below Ring PR = NR / Af - M/S
<
Pallow : Allowable Soil Pressure
Max soil pressure Below Soil PS = NS / AS
<
Pallow : Allowable Soil Pressure
Load Combination
NR/ Af
M/S
PR
2
Dco + DE + W
KN/M 20.57
2
KN/M 11.25
KN/M2 9.32
Dco + DE - W
20.57
-11.25
31.82
Dco + DE + S
20.57
20.49
0.08
Dco + DE - S
20.57
-20.49
41.06
Dco + DE + L + Eo
73.56
0
73.56
Dco + DE + L + Eo + W
73.56
11.25
62.31
Dco + DE + L + Eo - W
73.56
-11.25
84.81
Dco + DE + L + Eo + S
73.56
20.49
53.07
Dco + DE + L + Eo - S
73.56
-20.49
94.05
Dco + DE + L + Eh
73.08
0
73.08
Dco + DE + L + Eh + W
73.08
11.25
61.83
Dco + DE + L + Eh - W
73.08
-11.25
84.33
Dco + DE + L + Eh + S
73.08
20.49
52.59
Dco + DE + L + Eh - S
73.08
-20.49
93.57
Soil Pressure Check (Quick)
Max soil pressure Below Ring 26.53 under Wind
Min soil pressure Below Ring 15.59 under Wind
Max soil pressure Below Ring 83.54 under Seismic
Min soil pressure Below Ring 63.59 under Seismic
Check for Overturning Resistant moment : Mr = NR x ID / 2 (KNM) Safety Factor
: Fo = Mr/Mo
> Mr KNM
Mo KNM
Fo
Dco + DE + W
11570.82
1330
8.7
Dco + DE - W
11570.82
-1330
8.7
Dco + DE + S
11570.82
2423
4.78
Dco + DE - S
11570.82
-2423
4.78
Dco + DE + L + Eo
41382.15
0
999
Dco + DE + L + Eo + W
41382.15
1330
31.12
Dco + DE + L + Eo - W
41382.15
-1330
31.12
Dco + DE + L + Eo + S
41382.15
2423
17.08
Dco + DE + L + Eo - S
41382.15
-2423
17.08
Dco + DE + L + Eh
41108.36
0
999
Dco + DE + L + Eh + W
41108.36
1330
30.91
Dco + DE + L + Eh - W
41108.36
-1330
30.91
Dco + DE + L + Eh + S
41108.36
2423
16.97
Dco + DE + L + Eh - S
41108.36
-2423
16.97
Load Combination
Check for Sliding Resistant force Safety Factor
Hr = µ x N Fs = Hr / H
>
Hr KNM
H KNM
FS
Dco + DE + W
730.02
137
5.33
Dco + DE - W
730.02
137
5.33
Dco + DE + S
730.02
202
3.62
Dco + DE - S
730.02
202
3.62
Dco + DE + L + Eo
2610.87
0
999
Load Combination
Dco + DE + L + Eo + W
2610.87
137
19.06
Dco + DE + L + Eo - W
2610.87
137
19.06
Dco + DE + L + Eo + S
2610.87
202
12.93
Dco + DE + L + Eo - S
2610.87
202
12.93
Dco + DE + L + Eh
2593.59
0
999
Dco + DE + L + Eh + W
2593.59
137
18.94
Dco + DE + L + Eh - W
2593.59
137
18.94
Dco + DE + L + Eh + S
2593.59
202
12.84
Dco + DE + L + Eh - S
2593.59
202
12.84
Factored Loading
Max soil pressure Below Soil
AS = π Di2 / 4 PS = NS / AS
Hoop Stress
F = F 1 + F2
Area of Soil
29.33
F1 = Ka PS df F2 = 1/2 Ka ƔSOIL df 2 T = 1/2 F Di
Hoop Tension Load Combination
13.89
NS Below Soil KN
PS Below Soil KN
KN/M
1.5(Dco + DE + W)
0
0
0
1.5(Dco + DE - W)
0
0
0
1.5(Dco + DE + S)
0
0
0
1.5(Dco + DE - S)
F1
0
0
0
1.5(Dco + DE + L + Eo)
5771.85
196.79
142.52
1.2(Dco + DE + L + Eo + W)
4617.48
157.44
114.02
1.2(Dco + DE + L + Eo - W)
4617.48
157.44
114.02
1.2(Dco + DE + L + Eo + S)
4617.48
157.44
114.02
1.2(Dco + DE + L + Eo - S)
4617.48
157.44
114.02
1.2(Dco + DE + L + Eh )
4574.68
155.98
112.97
1.2(Dco + DE + L + Eh + W)
4574.68
155.98
112.97
1.2(Dco + DE + L + Eh - W)
4574.68
155.98
112.97
1.2(Dco + DE + L + Eh + S)
4574.68
155.98
112.97
1.2(Dco + DE + L + Eh - S)
4574.68
155.98
112.97
TMAX =
Maximum Hoop Tension
477.84
Circumferencial Reinforcement Ast for Hoop Tension =
AT = TMAX / fy =
955.68
mm2
Minimum Steel Amin =
0.0020*b*D =
2130
mm2
AREQ =
2130
mm2
Bar size (db)
12
mm
Sectional area
113.1
mm²
Required No. of Bars
19
Nos.
107
mm
Area of Steel Required =
Spacing @
Provide 19 - 12 Ø bars at a spacing of 107 mm on each face.
Vertical Reinforcement Minimum Steel Amin =
0.0020*b =
1000
Bar size (db)
12
mm
Sectional area
113.1
mm²
Spacing @
227
mm
Clear Cover
50
mm
Effective cover
56
mm
30229
mm
134
Nos.
32667
mm
144
Nos.
Inner Reinfocrement perimeter of Ring Wall No. of bars on Inner Face of Ring Wall Outer Reinfocrement perimeter of Ring Wall No. of bars on Outer Face of Ring Wall
Provide 134 - 12 Ø bars at a spacing of 227 mm on inner face. Provide 144 - 12 Ø bars at a spacing of 227 mm on outer face.
DESIGN OF ANNULAR RAFT Total Vertical Load on Raft, P
14858.87
KN
Total Wind Moment at Raft, M
1330.00
KNM
mm2 / M
Total Seismic Moment at Raft, M
2423.00
KNM
Maximum Moment
2423.00
KNM
Footing Area, A
118.31
M2
Footing Section Modulus, S
243.02
M3
Allowable bearing capcity with 25% increase
187.50
KN/M2
P/A + M/S
135.57
KN/M2
Bearing presuure is less than allowable bearing capacity hence safe Modified Uniform Pressure, p = P/A + 0.5(M/S)
KN/M2
130.58
Outer Radius of Raft, a Inner Radius of Raft, b Central Radius of Raft, c
6.86 3.06 4.96
M M M
Computation of circumferential Mt and radial Mr moments 3.06
For radial distance, r
pa2/16 2
b /r loge(a/c) c /2a 2
2
2
r /a 2
loge(r/a)
384.07
2
2
2
4b /a
-0.36
1.00
2
2
a /b
5.03
0.15
2
2
a /r
5.03
0.27
2
2
56.43
2
2
a +r
0.20
a -b
37.70
0.80
2
2
1.00
𝟏 𝟑
+
b /r
Circumferential Moment, Mt
=
𝒑𝒂𝟐 𝟏𝟔
𝟒 𝟏+
𝒃𝟐 𝒓𝟐
𝒂 𝒄
𝟏 𝟐
𝒙 𝐥𝐨𝐠 𝒆 + −
𝒄𝟐 𝟐𝒂𝟐
+
Circumferential Moment, Mt
𝒓𝟐 𝒂𝟐
−
𝟒𝒃𝟐 𝒂𝟐
𝒓 𝒂
𝟑 𝟒
𝐥𝐨𝐠 𝒆 + 𝒙
𝒂𝟐 𝒃𝟐
+
𝒂𝟐 𝒓𝟐
−
𝒂𝟐 +𝒓𝟐 𝒃𝟐 𝒙 𝒂𝟐 −𝒃𝟐 𝒓𝟐
𝒙 𝐥𝐨𝐠 𝒆
𝒂 𝒃
-874.50 KNM
Radial Moment, Mr
=
𝒑𝒂𝟐 𝟏𝟔
𝟒 𝟏−
𝒃𝟐 𝒓𝟐
Radial Moment, Mr
𝒂 𝒄
𝟏 𝟐
𝒙 𝐥𝐨𝐠 𝒆 + −
𝒄𝟐 𝟐𝒂𝟐
+
𝟑𝒓𝟐 𝒂𝟐
−
𝟒𝒃𝟐 𝒂𝟐
𝒓 𝒂
𝟑 𝟒
𝐥𝐨𝐠 𝒆 + 𝒙 𝟏 +
221.22 KNM
𝒂𝟐 𝒃𝟐
−
𝒂𝟐 𝒓𝟐
−
𝒂𝟐 −𝒓𝟐 𝒃𝟐 𝒙 𝒂𝟐 −𝒃𝟐 𝒓𝟐
𝒙 𝐥𝐨𝐠 𝒆
𝒂 𝒃
6.86
For radial distance, r
pa2/16 2
b /r loge(a/c) c /2a 2
2
2
r /a 2
loge(r/a)
384.07
2
2
>c
2
4b /a
2
0.20
a /b
5.03
0.15
a2/r2
1.00
0.27
2
2
94.12
2
2
a +r
1.00
a -b
37.70
0.80
2
0.20
= 𝑴𝒕 𝒓 < 𝒄 +
𝒑𝒂𝟐 𝟏𝟔
𝟒 𝟏−
𝒃𝟐 𝒂𝟐
𝒄 𝒓
𝟏 𝟐
𝒙 𝐥𝐨𝐠 𝒆 + −
Circumferential Moment, Mt
𝒄𝟐 𝟐𝒓𝟐
-776.18 KNM
Radial Moment, Mr
= 𝑴𝒓 𝒓 < 𝒄 +
𝒑𝒂𝟐 𝟏𝟔
𝟒 𝟏−
𝒃𝟐 𝒂𝟐
𝒄 𝒓
𝟏 𝟐
𝒙 𝐥𝐨𝐠 𝒆 − +
Radial Moment, Mr Maximum Moments : Circumferential Moment, Mt Radial Moment, Mr
𝒄𝟐 𝟐𝒓𝟐
-245.81 KNM
874.5 245.81
KNM KNM
Moment of Resistance, MuLim / Fck*b*d2
2
b /r
Circumferential Moment, Mt
0.00
2
0.133
Effective depth, d
264
mm
Footing depth provided, D
600
mm
Clear Cover @ bottom
75
mm
Bottom Bar Diameter (Circumferential)
20
mm
Bottom Bar Diameter (Radial)
16
mm
Area of Bottom Bar (Circumferential)
315
mm2
Area of Bottom Bar (Radial)
202
mm2
Actual Effective Depth, d1
515
mm
Actual Effective Depth, d2
497
mm
Mu / b*d2
0.87
N/mm2
% of Steel
0.572
%
Circumferential Reinforcement
13041.6
mm2
No. of Bars required
42
Nos.
Spacing required
90
mm
Mu / b*d2
1
N/mm2
% of Steel
0.545
%
Ast required
3270
mm2 / M
No. of Bars required
18
Nos. / M
Spacing required
216
mm
Ast required
Minimum Steel
Radial Reinforcement
Minimum Steel
Empty Weight calculation in absence of data :
As per CLD
Item Base plate Shell Truss Roof Plate
Dia 10.005 9.88
Area 78.62 76.67 76.67
Total Empty Weight Live Load on Tank @ 75 Kg/M2
………………As per Table 1 of IS 875 (Part 3) -1987 ………………As per Table 2 of IS 875 (Part 3) -1987 ………………As per Appendix C of IS 875 (Part 3) -1987 ………………As per Clause 5.3 of IS 875 (Part 3) -1987 ………………As per Clause 5.4 of IS 875 (Part 3) -1987 ………………As per Table 23 of IS 875 (Part 3) -1987
………………As per Clause 6.3 of IS 875 (Part 3) -1987 ………………As per Equipment Details
………………As per Appendix E of IS 1893 (Part 1) : 2002 ………………As per Appendix E of IS 1893 (Part 1) : 2002 ………………As per Clause 7.1 of IS 1893 (Part 4) : 2005 ………………As per Table 2 of IS 1893 (Part 4) : 2005 ………………As per Table 9 of IS 1893 (Part 4) : 2005 ………………As per Clause 6.4.2 of IS 1893 (Part 1) : 2002 ………………As per Clause 14.1 of IS 1893 (Part 4) : 2005
………………As per Table 6 of IS 1893 (Part 4) : 2005
………………As per Appendix B & Clause 8.2 of IS 1893 (Part 4) : 2005
………………As per Clause 7.5.3 of IS 1893 (Part 1) : 2002 ………………As per Equipment Details
Moment KNM
1330 2423.00
Moment KNM 1330 -1330 2423 -2423 0.00 1330.00 -1330.00 2423.00 -2423.00 0.00 1330.00 -1330.00 2423.00 -2423.00
: Allowable Soil Pressure
: Allowable Soil Pressure
PS KN/M
Pallow 2
KN/M
0 0 0 0 131.2 131.2 131.2 131.2 131.2 129.98 129.98 129.98 129.98 129.98
Status
2
150 150 150 150 187.5 187.5 187.5 187.5 187.5 187.5 187.5 187.5 187.5 187.5
PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS
Pallow
Status
: Allowable Soil Pressure
: Allowable Soil Pressure
PS KN/M
2
0 0 0 0 131.2 131.2 131.2 131.2 131.2 129.98 129.98 129.98 129.98 129.98
KN/M
2
150 150 150 150 187.5 187.5 187.5 187.5 187.5 187.5 187.5 187.5 187.5 187.5
PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS
Foallow : Minimum Safety Factor for Overturning Fo allow
Status
1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 2.5 1.5 1.5 1.5 1.5
PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS PASS
Fsallow : Minimum Safety Factor for Sliding FS allow
Status
1.5 1.5 1.5 1.5 1.5
PASS PASS PASS PASS PASS
1.5 1.5 1.5 1.5 2.5 1.5 1.5 1.5 1.5
PASS PASS PASS PASS PASS PASS PASS PASS PASS
M2
KN/M
F
T
KN
KN
13.89 13.89 13.89 13.89 156.41 127.91 127.91 127.91 127.91 126.86 126.86 126.86 126.86 126.86
42.44 42.44 42.44 42.44 477.84 390.77 390.77 390.77 390.77 387.56 387.56 387.56 387.56 387.56
KN
PS
df
KaPS
Ka gsoil df
Ø
Ø
………………As per Fig 1A of IS:11089-1984
loge(a/b)
0.36
2
2
0.60
2
2
37.70
2
2
0.20
3r /a a -r
b /a loge(c/r) 2
c /2r
𝒂 𝒃
2
0.21 1.32
loge(a/b)
0.36
2
2
3r /a
3.00
a2 - r2
0.00
2
2
b /a loge(c/r) 2
c /2r
2
0.20 -0.15 0.27
………………As per Table C of SP 16
2736
2736
ation in absence of data : Circumference Height Thickness Weight Unit 0.005 3086 Kg 31.04 11.88 0.005 14468 Kg 3451 Kg 0.005 3010 Kg
24015 5751
Kg Kg
C.
F Di
T
soil df
T
Category 1 Category 2 Category 3 Category 4
Conical Sloping Flat Legs Saddles
Yes No
T 0 0.025 0.05 0.075 0.1 0.125 0.15 0.175 0.2 0.225 0.25 0.275 0.3 0.325 0.35 0.375 0.4 0.425 0.45 0.475 0.5 0.525 0.55 0.575 0.6 0.625 0.65 0.67 0.675 0.7 0.725 0.75 0.775 0.8 0.825 0.85 0.875 0.9 0.925 0.95 0.975 1 1.025 1.05 1.075
Sa/g Sa/g Sa/g Type 1 Type 2 Type 3 1.00 1.00 1.00 1.38 1.38 1.38 1.75 1.75 1.75 2.13 2.13 2.13 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.50 2.35 2.50 2.50 2.22 2.50 2.50 2.11 2.50 2.50 2.00 2.50 2.50 1.90 2.50 2.50 1.82 2.50 2.50 1.74 2.37 2.50 1.67 2.27 2.50 1.60 2.18 2.50 1.54 2.09 2.50 1.49 2.03 2.50 1.48 2.01 2.47 1.43 1.94 2.39 1.38 1.88 2.30 1.33 1.81 2.23 1.29 1.75 2.15 1.25 1.70 2.09 1.21 1.65 2.02 1.18 1.60 1.96 1.14 1.55 1.91 1.11 1.51 1.86 1.08 1.47 1.81 1.05 1.43 1.76 1.03 1.39 1.71 1.00 1.36 1.67 0.98 1.33 1.63 0.95 1.30 1.59 0.93 1.27 1.55
3.00
2.50
2.00
1.50
1.00
0.50
0.00 0.00
0.50
1.1 1.125 1.15 1.175 1.2 1.225 1.25 1.275 1.3 1.325 1.35 1.375 1.4 1.425 1.45 1.475 1.5 1.525 1.55 1.575 1.6 1.625 1.65 1.675 1.7 1.725 1.75 1.775 1.8 1.825 1.85 1.875 1.9 1.925 1.95 1.975 2 2.025 2.05 2.075 2.1 2.125 2.15 2.175 2.2 2.225 2.25
0.91 0.89 0.87 0.85 0.83 0.82 0.80 0.78 0.77 0.75 0.74 0.73 0.71 0.70 0.69 0.68 0.67 0.66 0.65 0.63 0.63 0.62 0.61 0.60 0.59 0.58 0.57 0.56 0.56 0.55 0.54 0.53 0.53 0.52 0.51 0.51 0.50 0.49 0.49 0.48 0.48 0.47 0.47 0.46 0.45 0.45 0.44
1.24 1.21 1.18 1.16 1.13 1.11 1.09 1.07 1.05 1.03 1.01 0.99 0.97 0.95 0.94 0.92 0.91 0.89 0.88 0.86 0.85 0.84 0.82 0.81 0.80 0.79 0.78 0.77 0.76 0.75 0.74 0.73 0.72 0.71 0.70 0.69 0.68 0.67 0.66 0.66 0.65 0.64 0.63 0.63 0.62 0.61 0.60
1.52 1.48 1.45 1.42 1.39 1.36 1.34 1.31 1.28 1.26 1.24 1.21 1.19 1.17 1.15 1.13 1.11 1.10 1.08 1.06 1.04 1.03 1.01 1.00 0.98 0.97 0.95 0.94 0.93 0.92 0.90 0.89 0.88 0.87 0.86 0.85 0.84 0.82 0.81 0.80 0.80 0.79 0.78 0.77 0.76 0.75 0.74
2.275 2.3 2.325 2.35 2.375 2.4 2.425 2.45 2.475 2.5 2.525 2.55 2.575 2.6 2.625 2.65 2.675 2.7 2.725 2.75 2.775 2.8 2.825 2.85 2.875 2.9 2.925 2.95 2.975 3 3.025 3.05 3.075 3.1 3.125 3.15 3.175 3.2 3.225 3.25 3.275 3.3 3.325 3.35 3.375 3.4 3.425
0.44 0.43 0.43 0.43 0.42 0.42 0.41 0.41 0.40 0.40 0.40 0.39 0.39 0.38 0.38 0.38 0.37 0.37 0.37 0.36 0.36 0.36 0.35 0.35 0.35 0.34 0.34 0.34 0.34 0.33 0.33 0.33 0.33 0.32 0.32 0.32 0.31 0.31 0.31 0.31 0.31 0.30 0.30 0.30 0.30 0.29 0.29
0.60 0.59 0.58 0.58 0.57 0.57 0.56 0.56 0.55 0.54 0.54 0.53 0.53 0.52 0.52 0.51 0.51 0.50 0.50 0.49 0.49 0.49 0.48 0.48 0.47 0.47 0.46 0.46 0.46 0.45 0.45 0.45 0.44 0.44 0.44 0.43 0.43 0.43 0.42 0.42 0.42 0.41 0.41 0.41 0.40 0.40 0.40
0.73 0.73 0.72 0.71 0.70 0.70 0.69 0.68 0.67 0.67 0.66 0.65 0.65 0.64 0.64 0.63 0.62 0.62 0.61 0.61 0.60 0.60 0.59 0.59 0.58 0.58 0.57 0.57 0.56 0.56 0.55 0.55 0.54 0.54 0.53 0.53 0.53 0.52 0.52 0.51 0.51 0.51 0.50 0.50 0.49 0.49 0.49
3.45 3.475 3.5 3.525 3.55 3.575 3.6 3.625 3.65 3.675 3.7 3.725 3.75 3.775 3.8 3.825 3.85 3.875 3.9 3.925 3.95 3.975 4
0.29 0.29 0.29 0.28 0.28 0.28 0.28 0.28 0.27 0.27 0.27 0.27 0.27 0.26 0.26 0.26 0.26 0.26 0.26 0.25 0.25 0.25 0.25
0.39 0.39 0.39 0.39 0.38 0.38 0.38 0.38 0.37 0.37 0.37 0.37 0.36 0.36 0.36 0.36 0.35 0.35 0.35 0.35 0.34 0.34 0.34
0.48 0.48 0.48 0.47 0.47 0.47 0.46 0.46 0.46 0.45 0.45 0.45 0.45 0.44 0.44 0.44 0.43 0.43 0.43 0.43 0.42 0.42 0.42
Series2 Series3 Series4
0.50
0.98
1.48
1.98
2.48
2.98
3.48
3.98
Series2 Series3 Series4