• Author / Uploaded
• Irshad Khan

• Categories
• Ingeniero civil
• Mecánica de sólidos
• Ingeniería de productos químicos
• Ciencia de los Materiales
• Ingeniería estructural

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DESIGN OF REACTANGULAR GROUND WATER TANK pkn Name of work :1 Tank size 2 Tank capacity 3 Saturated soil unit wt 4 Conrete

L=

6.00

x kN/m3

M

17.00 20 7

scbc 5 6 7 7

9

B=

N/mm2

4.00 x H= 72000 ltr 3 17000 N/m concrete unit wt. m

3.00

25000 13 115 9.80 0.22 0.10

m

N/m3 N/mm2 kN/m3 m m

Steel fy Nominal Cover Thickness Walls Bottom slab Reinforcement Long wall In side near corner Horizontal

415 35

mm

100

mm

Tensile stress Water unit wt 220 mm 10 cm

20

mm f bars

110

in side middle horizontal Out side middle horizontal Short wall In side near corner Horizontal Out side middle horizontal Distribution Base

20 20

mm f bars mm f bars

110 220

mm c/c 1.00 m height above the base, near corners. mm c/c upto top mm c/c upto top

20 20 10 8

mm f bars mm f bars mm f bars mm f bars

110 220 230 250

mm c/c upto top mm c/c, upto top mm c/c vertical mm c/c in both direction

C 20

mm f

20 mm f

110 mm c/c

110 mm c/c

20 mm f

220 mm c/c 20 mm f

A

20 mm f 20 mm f

110 mm c/c 220 mm c/c

20 mm f 10 mm f

220 mm c/c (d) 230 mm c/c both side

20 mm f

20 mm f 10 mm f

220 mmc/c

220 mmc/c

230 mmc/c

110 mm c/c(d+e)

10 mm f

20 mm f

10 mm f

110 mmc/c

220 mmc/c

110 mmc/c

20 mm f

250 mmc/c

B Bars(c)

Section plan at depth of H/4 or 1 mt.

Section on CD

D

20 mm f 10 mm f

440 mm c/c 230 mm c/c

10 mm f 20 mm f

230 mm c/c 220 mm c/c 8 mm f 250 mm c/c both way Bar F Section on AB

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Bar(a)

20

mm f

220 mm c/c

Bar(b)

20

mm f

220 mm c/c

Bar(c)

20

mm f

220 mm c/c

Bar(d)

20

mm f

220 mm c/c

Bar(e)

10

mm f

230 mm c/c

DESIGN OF REACTANGULAR GROUND WATER TANK Name of work :- pkn 1 Tank size 2 Tank capacity 3 Saturated soil unit wt 4 Conrete

L=

6.00

kN/m3

M

17.00 20 7

N/mm2

scbc 5 6 7

7

9

Steel Nominal Cover Thickness

fy Walls Top roof Bottom slab

Reinforcement Long wall In side near corner Horizontal in side middle horizontal Out side middle horizontal Short wall In side near corner Horizontal Out side middle horizontal Distribution Base Main

x B=

4.00 72000 17000

x H= ltr N/m3 unit weight m

3.00

25000

m

N/m3

13 115 9.80 0.22 0.20 0.10

N/mm2 kN/m3 m m m

415 35

mm

200 100

mm mm

Tensile stress Water unit wt 220 mm 20 cm 10 cm

20

mm F

110

20 20

mm F mm F

110 220

mm c/c 1.00 m height above the base, near corners. mm c/c upto top mm c/c upto top

20 20 10 8

mm F mm F mm F mm F

110 220 230 250

mm c/c upto top mm c/c, upto top mm c/c vertical mm c/c in both direction

DESIGN OF REACTANGULAR GROUND WATER TANK Name of work :pkn Tank size Tank capacity Saturated soil unit wt Conrete M Steel fy scbc Nominal cover

6.00 x

4.00 x

3 17.00 kN/m

20 2 415 N/mm 2 7 N/mm 35 mm

1 Design Constants:- For HYSD Bars 2 sst = 115 N/mm

scbc = k=

7 m*c

m*c+sst j=1-k/3 = 1 R=1/2xc x j x k = 0.5

3.00 m 72000 ltr 3 17000 N/m unit weight Tensile stess m unit wt. of water

Cocrete M = wt. of concrete

N/mm2

=

m = 13 13 x

=

x 7

-

0.442

/

3

x

7

x

0.853

7 +

N/m3 = #### 2 = 115 N/mm = 13 3 = 9.8 N/mm

20 N/mm2

25000 13

=

0.442

=

0.853

x 0.442 =

1.320

115

9800

3 Determination of B.M. for horizontal bending :-6.00 / 4.00 = 1.50 < 2 L/B = Hence Both long and short walls will bend horizontally for upper portion, upto poin D, where horizontal water pressure is p=w(H-h). Here h = H/4 or 1 m which ever is greater h = 1.00 m \ Thus top 2.00 m height of walls will be bend horizontally while the bottom 1.00 m will bend as vertical cantilever . The bending moments for horizontal bending may be determined by moment distribution by considering tank as continuos frame of unit height at level of D. Water pressure p at point D is given by =p= w (H - h ) = 9800 ( 3.00 1.00 )= 19600 N-m P x 6.00 2'= PL2 The Fixed end moments for long wall = = 3.00 P N-m 12 12 2 P x 4.00 2'= Fixed end moments for short wall = PB = 1.33 P N-m 12 12 Refer fig 1. Consider quarter frame FAE with joint A rigid. Taking clock wise moment as positive and anticlock wise moment as negative, the fixed end moment MAF for long wall will be + 3.00 P while the fixed end end moments M AF for short wall will be - 1.33 P Considreing Area A and moment of inertia l for both the walls to be the same, the stiffness of walls will be inversely proportional to these length. Thus we have following table. Member Relative stiffness Sum Distribution factor Stiffness 1 2 1 AE x 6.00 = 2 = 0.4 3 5 3 5 1 3 1 AF x 6.00 = 3 = 0.6 2 5 2 The moment distribution is carried out in the following table. Joint A Member AE AF Distribution facvtor 0.4 0.6 Fixed end moments

+

3.00

p

-

Balancing moments

-

0.667

p

-

Final moments

+

2.33

p

-

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1.33 p 1

p

2.33 p

2.33 x 19600 = 45733 N-m/m This support moment will cause tension at the water force. p L2 #### x 6.00 2 B.M. at the center long span = Mf "= 45733 = 42467 N-m/m 8 8 This bending moment cause tension at outer face. p B2 #### x 4.00 2 B.M. at the center short span = Mf "= 45733 = -6533 N-m/m 8 8 = 42467 N-m/m This will cause tension at the water face. \ Max. design B.M. Hence moment at supports, Mf=

3 Design of section :-

Considring bending effect alone,

Required depth Provide total depth T=

=

179

+

42467 x 1.320 x 35 =

1000 = 1000 220 mm

179

mm

185 mm

so that available d =

4 Determination pull :Direct tension on Long wall = PL = P x B/2 =

19600

x

4.00 /

2

=

Direct tension on short wall = PL = P x B/2 =

19600

x

6.00 /

2

=

39200 58800

N N

5 Cantilever Moment :-

Cantilever moment atb the base, per unit length . h2 9800 x 4.00 x 1.00 2 = wH x = 6533 N-m 6 6 This will cause tension at water face. 6 Reinforcement at corners of long walls.:- The upper portion of long walls is subjected to both bending in horizontal direction as well as pull. The reinforcement for both will be in horizontal direction. Hence reinforcement has to be provided forr a net moment (MF - Px ), where Mf is the moment at ends (causing tension on water face). Similarly vertical section of unit height ( 1 m) of long wall, at its end, at the level of 1.00 m above the base , where reinforcement is provided at the water face. T 220 x= d= 179 = 69 mm 2 2 Mf - Pl x 45733 x 1000 ) - #### x 69 Ast for B.M. = = = 2371 mm2 115 x 0.853 x 185 sst.j.d PL 39200 Ast for pull = = = 341 mm2 115 ss Total Ast 2712 mm2 per meter height. = 2371 + 341 = 3.14xdia2 3.14 x 20 x 20 = = 314 mm2 4 x100 4 x 100 Spacing of Bars = 1000 x 314 / 2712 = 116 say = 110 mm Hence Provided 20 mm F bar, @ 110 mm c/c. The above reinforcement is to be provided at inner face, near the corners, and at a height 1.00 m above the base. For other height the above spacing may be varied, since bending moment will reduce. using 20

mm bars

A

=

7 Reinfocement at the middle of long wall. :Tension occurs at outer face. However, since distance of corner of steel from water face will be less than 225 mm, permissible stress will be 115 N/mm2 only. Design constants j= 0.85 R = 1.32 will be k = 0.442 42467 39200 N Design B.M. = N-m per meter height. Also PL = M - Pl x 42467 x 1000 ) - #### x 69 Ast for B.M. = = = 2192 mm2 115 x 0.853 x 185 sst.j.d PL 39200 Ast for pull = s = = 341 mm2 s 115 Total Ast 2533 mm2 per meter height. = 2192 + 341 = 2 3.14xdia 3.14 x 20 x 20 using 20 mm bars A = = = 314 mm2 4 x100 4 x 100

Spacing of Bars = 1000 x 314 / 2533 = 124 say = 120 mm This is very near to the reinforcement provided at ends.Hence provided 20 mm f bars 110 mm c/c. Bend half the bars provided at ends, outwards.at distance L/4 = 1.50 m form ends. This reinforcement is to be provided at outer face. The additional 20 mm f bars provided @ 220 mm c/c. are continued upto the end. 8 Reinforcement for shorts walls.:B.M. at ends=Mf = Ast for B.M. =

M - PB x

sst.j.d

=

Ast for pull

=

Direct pull pu = 45733 N-m 58800 45733 x 1000 ) - #### x 69 = 2297 115 x 0.853 x 185 PL 58800 = = 511 mm2 ss 115

N mm2

2808 mm2 per meter height. 511 = 2 3.14xdia 3.14 x 20 x 20 using 20 mm bars A = = = 314 mm2 4 x100 4 x 100 Spacing of Bars = 1000 x 314 / 2808 = 112 say = 110 mm Hence provide 20 mm f bars @ 110 mm c/c at inner face near the ends of short span. The B.M. at the center of short walls cause tension at water face (unlikethat in the center of long walls where tension is produced at outer face ).since this B.M. is small, only nominal reinforcement is required. Similarlly, we have to provide nominal reinforcement at outer face,. Hence bend half bars outward at distance B/4= 1.00 m from each end, and continue remaning half tjrought. Thus at the center of span, the reinforcement on each mm f bars @ face will consist of 20 220 mm c/c. Total Ast

=

2297 +

9 Reinforcement for cantilever moment and distribution reinforcement.:max. cantilever moment= 6533 N-m 6533 1000 x Ast = = 360 mm2 115 x 0.853 x 185 0.3 But minimum reinforcementin vertical direction = x( 220 x 1000 )= 660 mm2 100 Since half of this area of steel can reist cantilever momnt, we will provide = 330 mm2 steel area vertically 2 on the inner face and remaining area i.e.= 330 mm vertically at outer face to serve as distribution 330 mm2. reinforcment. \ Area of steel on each face = 3.14xdia2 3.14 x 10 x 10 using 10 mm bars A = = = 78.5 mm2 4 x100 4 x 100 Spacing of Bars = 1000 x 78.5 / 330 = 238 say = 230 mm Hence Provided 10 mm F bar, @ 230 mm c/c on out side face, at bottom of long wall 10 Design of base slab:Since tank rest on ground, provide a 100 mm thick base slab. taking 1m length for calculation and 0.20 % of nominal reinforcement 0.20 x 1000 x 100 area of steel = = 200 mm2 100 3.14xdia2 3.14 x 8 x 8 using 8 mm bars A = = = 50.2 4 x100 4 x 100 Spacing of Bars = 1000 x 50.2 / 200 = 251 say = 250 mm Hence Provided 8 mm F bar, @ 250 mm c/c in both direction , at top and bottom of base slab. 11. Detail of reinforcement :shown in drawing.

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mm2

DESIGN OF REACTANGULAR GROUND WATER TANK

Name of work :- pkn #REF!

mm f @ #REF!

#REF! mm f @

mm c/c #REF!

mm c/c #REF! Roof

#REF!

mm f @

#REF!

4.00

#REF!

#REF!

#REF! #REF!

mm f @ mm c/c

0

#REF!

#REF! #REF!

mm f @ mm f @

#REF! #REF!

#REF! 0.00

#REF! #REF!

mm f @ mm f @

#REF! #REF!

mm c/c

6.00 m

3.00

0.00

#REF! Reinforcement detail for short wall, Roof and bottom slab

#REF!

mm f @

3.00 #REF! #REF!

mm f @ mm f @

#REF! #REF!

mm c/c mm f @

#REF!

mm

#REF!

mm f @

#REF!

mm

#REF! #REF! #REF!

mm c/c mm c/c mm f @

#REF!

mm

Reinforcement detail for short wall

#REF!

#REF!

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VALUES OF DESIGN CONSTANTS Grade of concrete Modular Ratio

M-15 18.67

M-20 13.33

M-25 10.98

M-30 9.33

M-35 8.11

M-40 7.18

scbc N/mm2 m scbc

5

7

8.5

10

11.5

13

(a) sst = 140 N/mm2 (Fe 250)

93.33

93.33

93.33

93.33

93.33

93.33

kc

0.4

0.4

0.4

0.4

0.4

0.4

jc

0.867

0.867

0.867

0.867

0.867

0.867

Rc

0.867

1.214

1.474

1.734

1.994

2.254

Pc (%)

0.714

1

1.214

1.429

1.643

1.857

kc

0.329

0.329

0.329

0.329

0.329

0.329

0.89

0.89

0.89

0.89

Rc

0.89 0.732

0.89 1.025

1.244

1.464

1.684

1.903

Pc (%)

0.433

0.606

0.736

0.866

0.997

1.127

kc

0.289

0.289

0.289

0.289

0.289

0.289

jc

0.904

0.904

0.904

0.904

0.904

0.904

(b) sst = 190 N/mm2 (c ) sst = 230 N/mm2 (Fe 415) (d) sst = 275 N/mm2 (Fe 500)

jc

Rc

0.653

0.914

1.11

1.306

1.502

1.698

Pc (%)

0.314

0.44

0.534

0.628

0.722

0.816

kc

0.253

0.253

0.253

0.253

0.253

0.253

jc

0.916

0.916

0.916

0.914

0.916

0.916

Rc

0.579

0.811

0.985

1.159

1.332

1.506

Pc (%)

0.23

0.322

0.391

0.46

0.53

0.599

Permissible shear stress Table tv in concrete (IS : 456-2000) 100As bd < 0.15 0.25 0.50 0.75 1.00 1.25 1.50 1.75 2.00 2.25 2.50 2.75 3.00 and above

Permissible shear stress in concrete M-15 M-20 M-25 M-30 0.18 0.18 0.19 0.2 0.22 0.22 0.23 0.23 0.29 0.30 0.31 0.31 0.34 0.35 0.36 0.37 0.37 0.39 0.40 0.41 0.40 0.42 0.44 0.45 0.42 0.45 0.46 0.48 0.44 0.47 0.49 0.50 0.44 0.49 0.51 0.53 0.44 0.51 0.53 0.55 0.44 0.51 0.55 0.57 0.44 0.51 0.56 0.58 0.44 0.51 0.57 0.6

tv N/mm2 M-35 M-40 0.2 0.2 0.23 0.23 0.31 0.32 0.37 0.38 0.42 0.42 0.45 0.46 0.49 0.49 0.52 0.52 0.54 0.55 0.56 0.57 0.58 0.60 0.60 0.62 0.62 0.63

Maximum shear stress tc.max in concrete (IS : 456-2000) Grade of concrete

tc.max

Shear stress tc 100As M-20 bd

M-15 1.6

M-20 1.8

Reiforcement % 100As M-20 bd

M-25 1.9

M-30 2.2

M-35 2.3

M-40 2.5

Grade of concrete

0.15 0.16 0.17 0.18 0.19 0.2 0.21 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.3 0.31 0.32 0.33 0.34 0.35 0.36 0.37 0.38 0.39 0.4 0.41 0.42 0.43 0.44 0.45 0.46 0.47 0.48 0.49 0.5 0.51 0.52 0.53 0.54 0.55 0.56 0.57 0.58 0.59 0.6 0.61 0.62 0.63 0.64 0.65 0.66 0.67 0.68 0.69 0.7

0.18 0.18 0.18 0.19 0.19 0.19 0.2 0.2 0.2 0.21 0.21 0.21 0.22 0.22 0.22 0.23 0.23 0.24 0.24 0.24 0.25 0.25 0.25 0.26 0.26 0.26 0.27 0.27 0.27 0.28 0.28 0.28 0.29 0.29 0.29 0.30 0.30 0.30 0.30 0.30 0.31 0.31 0.31 0.31 0.31 0.32 0.32 0.32 0.32 0.32 0.33 0.33 0.33 0.33 0.33 0.34

0.18 0.19 0.2 0.21 0.22 0.23 0.24 0.25 0.26 0.27 0.28 0.29 0.30 0.31 0.32 0.33 0.34 0.35 0.36 0.37 0.38 0.39 0.4 0.41 0.42 0.43 0.44 0.45 0.46 0.46 0.47 0.48 0.49 0.50 0.51

0.15 0.18 0.21 0.24 0.27 0.3 0.32 0.35 0.38 0.41 0.44 0.47 0.5 0.55 0.6 0.65 0.7 0.75 0.82 0.88 0.94 1.00 1.08 1.16 1.25 1.33 1.41 1.50 1.63 1.64 1.75 1.88 2.00 2.13 2.25

0.71 0.72 0.73 0.74 0.75 0.76 0.77 0.78 0.79 0.8 0.81 0.82 0.83 0.84 0.85 0.86 0.87 0.88 0.89 0.9 0.91 0.92 0.93 0.94 0.95 0.96 0.97 0.98 0.99 1.00 1.01 1.02 1.03 1.04 1.05 1.06 1.07 1.08 1.09 1.10 1.11 1.12 1.13 1.14 1.15 1.16 1.17 1.18 1.19 1.20 1.21 1.22 1.23 1.24 1.25 1.26

0.34 0.34 0.34 0.34 0.35 0.35 0.35 0.35 0.35 0.35 0.35 0.36 0.36 0.36 0.36 0.36 0.36 0.37 0.37 0.37 0.37 0.37 0.37 0.38 0.38 0.38 0.38 0.38 0.38 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.39 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.4 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.41 0.42 0.42

1.27 1.28 1.29 1.30 1.31 1.32 1.33 1.34 1.35 1.36 1.37 1.38 1.39 1.40 1.41 1.42 1.43 1.44 1.45 1.46 1.47 1.48 1.49 1.50 1.51 1.52 1.53 1.54 1.55 1.56 1.57 1.58 1.59 1.60 1.61 1.62 1.63 1.64 1.65 1.66 1.67 1.68 1.69 1.70 1.71 1.72 1.73 1.74 1.75 1.76 1.77 1.78 1.79 1.80 1.81 1.82

0.42 0.42 0.42 0.42 0.42 0.42 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.43 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.44 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.45 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.46 0.47 0.47 0.47 0.47 0.47 0.47 0.47 0.47

1.83 1.84 1.85 1.86 1.87 1.88 1.89 1.90 1.91 1.92 1.93 1.94 1.95 1.96 1.97 1.98 1.99 2.00 2.01 2.02 2.03 2.04 2.05 2.06 2.07 2.08 2.09 2.10 2.11 2.12 2.13 2.14 2.15 2.16 2.17 2.18 2.19 2.20 2.21 2.22 2.23 2.24 2.25 2.26 2.27 2.28 2.29 2.30 2.31 2.32 2.33 2.34 2.35 2.36 2.37 2.38

0.47 0.47 0.47 0.47 0.47 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.48 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.49 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51

2.39 2.40 2.41 2.42 2.43 2.44 2.45 2.46 2.47 2.48 2.49 2.50 2.51 2.52 2.53 2.54 2.55 2.56 2.57 2.58 2.59 2.60 2.61 2.62 2.63 2.64 2.65 2.66 2.67 2.68 2.69 2.70 2.71 2.72 2.73 2.74 2.75 2.76 2.77 2.78 2.79 2.80 2.81 2.82 2.83 2.84 2.85 2.86 2.87 2.88 2.89 2.90 2.91 2.92 2.93 2.94

0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51

2.95 2.96 2.97 2.98 2.99 3.00 3.01 3.02 3.03 3.04 3.05 3.06 3.07 3.08 3.09 3.10 3.11 3.12 3.13 3.14 3.15

0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51 0.51

Permissible Bond stress Table tbd in concrete (IS : 456-2000) Grade of concrete 2 tbd (N / mm )

M-10 --

M-15 0.6

M-20 0.8

M-25 0.9

M-30 1

M-35 1.1

M-40 1.2

M-45 1.3

Development Length in tension Grade of concrete

Plain M.S. Bars tbd (N / mm2) kd = Ld F

H.Y.S.D. Bars tbd (N / mm2) kd = Ld F

M 15

0.6

58

0.96

60

M 20

0.8

44

1.28

45

M 25

0.9

39

1.44

40

M 30

1

35

1.6

36

M 35

1.1

32

1.76

33

M 40

1.2

29

1.92

30

M 45

1.3

27

2.08

28

M 50

1.4

25

2.24

26

Permissible stress in concrete (IS : 456-2000) Grade of concrete M M M M M M M M M

10 15 20 25 30 35 40 45 50

Permission stress in compression (N/mm2) Permissible stress in bond (Average) for 2 Bending acbc plain bars in tention (N/mm ) Direct (acc) (N/mm2) 3.0 5.0 7.0 8.5 10.0 11.5 13.0 14.5 16.0

Kg/m2 300 500 700 850 1000 1150 1300 1450 1600

(N/mm2) 2.5 4.0 5.0 6.0 8.0 9.0 10.0 11.0 12.0

Kg/m2 250 400 500 600 800 900 1000 1100 1200

in kg/m2 -60 80 90 100 110 120 130 140

(N/mm2) -0.6 0.8 0.9 1.0 1.1 1.2 1.3 1.4

Permissible direct tensile stress in concrete (IS : 456-2000) Grade of concrete

sct.max

Degree

sin

M-10 1.2

M-15 2.0

Value of angle Degree cos

M-20 2.8

M-25 3.2

tan

cot

M-30 3.6

M-35 4.0

M-40 4.4

1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7 7.5 8 8.5 9 9.5 10 10.5 11 11.5 12 12.5 13 13.5 14 14.5 15 15.5 16 16.5 17 17.5 18 18.5 19 19.5 20 20.5 21 21.5 22 22.5 23 23.5 24 24.5 25 25.5 26 26.5 27 27.5 28 28.5

0.017 0.026 0.035 0.044 0.052 0.061 0.070 0.078 0.087 0.096 0.104 0.113 0.122 0.131 0.139 0.148 0.156 0.165 0.174 0.182 0.191 0.199 0.208 0.819 0.225 0.233 0.242 0.250 0.259 0.259 0.276 0.284 0.292 0.301 0.309 0.317 0.326 0.334 0.342 0.350 0.358 0.367 0.375 0.383 0.391 0.399 0.407 0.415 0.422 0.431 0.438 0.446 0.454 0.462 0.469 0.477

1 1.5 2 2.5 3 3.5 4 4.5 5 5.5 6 6.5 7 7.5 8 8.5 9 9.5 10 10.5 11 11.5 12 12.5 13 13.5 14 14.5 15 15.5 16 16.5 17 17.5 18 18.5 19 19.5 20 20.5 21 21.5 22 22.5 23 23.5 24 24.5 25 25.5 26 26.5 27 27.5 28 28.5

1.000 1.000 0.999 0.999 0.999 0.998 0.998 0.997 0.996 0.995 0.995 0.994 0.993 0.991 0.990 0.989 0.988 0.986 0.985 0.983 0.981 0.980 0.978 0.976 0.974 0.972 0.970 0.968 0.966 0.964 0.961 0.959 0.956 0.954 0.951 0.948 0.946 0.943 0.940 0.937 0.934 0.930 0.927 0.924 0.921 0.917 0.924 0.910 0.906 0.905 0.898 0.895 0.891 0.887 0.883 0.879

0.017 0.262 0.035 0.044 0.052 0.061 0.070 0.079 0.087 0.096 0.105 0.114 0.123 0.132 0.140 0.149 0.158 0.168 0.176 0.185 0.194 0.203 0.213 0.839 0.231 0.240 0.249 0.259 0.268 0.269 0.287 0.296 0.306 0.315 0.325 0.335 0.344 0.354 0.364 0.374 0.384 0.394 0.404 0.414 0.424 0.435 0.440 0.456 0.466 0.476 0.488 0.499 0.510 0.521 0.532 0.543

57.295 56.300 28.644 22.913 19.083 16.362 14.311 12.707 11.437 10.385 9.563 8.777 8.149 7.597 7.119 6.691 6.315 5.963 5.673 5.396 5.142 4.915 4.704 1.192 4.332 4.166 4.011 3.867 3.732 3.723 3.488 3.376 3.272 3.172 3.078 2.989 2.905 2.824 2.747 2.674 2.605 2.539 2.475 2.414 2.356 2.300 2.271 2.194 2.148 2.103 2.049 2.006 1.963 1.921 1.881 1.842

29 29.5 30 30.5 31 31.5 32 32.5 33 33.5 34 34.5 35 35.5 36 36.5 37 37.5 38 38.5 39 39.5 40 40.5 41 41.5 42 42.5 43 43.5 44 44.5 45 45.5 46 46.5 47 47.5 48 48.5 49 49.5 50 50.5 51 51.5 52 52.5 53 53.5 54 54.5 55 55.5 56 56.5

0.485 0.492 0.500 0.508 0.515 0.522 0.530 0.537 0.545 0.552 0.559 0.566 0.573 0.581 0.588 0.595 0.602 0.609 0.616 0.623 0.629 0.636 0.643 0.649 0.656 0.663 0.669 0.676 0.682 0.688 0.695 0.701 0.707 0.713 0.719 0.725 0.731 0.737 0.742 0.749 0.755 0.760 0.766 0.772 0.777 0.786 0.788 0.793 0.799 0.804 0.809 0.814 0.819 0.824 0.829 0.834

29 29.5 30 30.5 31 31.5 32 32.5 33 33.5 34 34.5 35 35.5 36 36.5 37 37.5 38 38.5 39 39.5 40 40.5 41 41.5 42 42.5 43 43.5 44 44.5 45 45.5 46 46.5 47 47.5 48 48.5 49 49.5 50 50.5 51 51.5 52 52.5 53 53.5 54 54.5 55 55.5 56 56.5

0.875 0.870 0.866 0.862 0.857 0.853 0.848 0.843 0.839 0.834 0.829 0.834 0.819 0.814 0.809 0.804 0.799 0.793 0.788 0.783 0.777 0.772 0.766 0.760 0.755 0.749 0.743 0.737 0.731 0.725 0.719 0.713 0.707 0.701 0.695 0.688 0.682 0.676 0.669 0.663 0.656 0.649 0.643 0.636 0.629 0.623 0.616 0.609 0.602 0.595 0.588 0.581 0.574 0.566 0.559 0.552

0.554 0.566 0.577 0.589 0.601 0.613 0.625 0.637 0.649 0.662 0.675 0.679 0.700 0.713 0.726 0.740 0.754 0.767 0.781 0.795 0.810 0.824 0.839 0.854 0.869 0.885 0.900 0.916 0.933 0.949 0.966 0.983 1.000 1.018 1.036 1.054 1.072 1.091 1.109 1.130 1.150 1.171 1.192 1.213 1.235 1.262 1.280 1.303 1.327 1.351 1.376 1.402 1.428 1.455 1.483 1.511

1.804 1.767 1.732 1.698 1.664 1.632 1.600 1.570 1.540 1.511 1.483 1.473 1.429 1.402 1.377 1.351 1.327 1.303 1.280 1.257 1.235 1.213 1.191 1.171 1.150 1.130 1.111 1.091 1.072 1.054 1.036 1.018 1.000 0.983 0.966 0.949 0.933 0.916 0.902 0.885 0.869 0.854 0.839 0.824 0.810 0.792 0.781 0.767 0.754 0.740 0.727 0.713 0.700 0.687 0.675 0.662

57 57.5 58 58.5 59 59.5 60 60.5 61 61.5 62 62.5 63 63.5 64 64.5 65 65.5 66 66.5 67 67.5 68 68.5 69 69.5 70 70.5 71 71.5 72 72.5 73 73.5 74 74.5 75 75.5 76 76.5 77 77.5 78 78.5 79 79.5 80 80.5 81 81.5 82 82.5 83 83.5 84 84.5

0.839 0.843 0.848 0.853 0.857 0.862 0.866 0.870 0.875 0.879 0.883 0.887 0.891 0.895 0.899 0.903 0.906 0.910 0.914 0.917 0.921 0.924 0.927 0.930 0.934 0.937 0.940 0.943 0.946 0.948 0.951 0.954 0.956 0.959 0.961 0.964 0.966 0.968 0.970 0.982 0.974 0.976 0.978 0.980 0.982 0.983 0.985 0.986 0.988 0.989 0.999 0.991 0.993 0.994 0.995 0.995

57 57.5 58 58.5 59 59.5 60 60.5 61 61.5 62 62.5 63 63.5 64 64.5 65 65.5 66 66.5 67 67.5 68 68.5 69 69.5 70 70.5 71 71.5 72 72.5 73 73.5 74 74.5 75 75.5 76 76.5 77 77.5 78 78.5 79 79.5 80 80.5 81 81.5 82 82.5 83 83.5 84 84.5

0.545 0.537 0.530 0.522 0.515 0.508 0.500 0.492 0.485 0.477 0.470 0.462 0.454 0.446 0.438 0.431 0.423 0.415 0.407 0.399 0.391 0.383 0.375 0.819 0.358 0.350 0.342 0.556 0.326 0.317 0.309 0.301 0.292 0.284 0.276 0.267 0.259 0.250 0.242 0.233 0.225 0.216 0.208 0.199 0.191 0.182 0.174 0.165 0.156 0.148 0.139 0.131 0.122 0.113 0.105 0.096

1.540 1.570 1.600 1.632 1.664 1.698 1.732 1.767 1.804 1.842 1.880 1.921 1.963 2.006 2.051 2.097 2.145 2.195 2.246 2.300 2.356 2.414 2.475 1.136 2.605 2.674 2.747 1.696 2.904 2.989 3.078 3.172 3.271 3.376 3.488 3.606 3.732 3.868 4.011 4.209 4.332 4.511 4.705 4.915 5.145 5.396 5.673 5.977 6.315 6.691 7.178 7.597 8.145 8.777 9.517 10.389

0.649 0.637 0.625 0.613 0.601 0.589 0.577 0.566 0.554 0.543 0.532 0.521 0.510 0.498 0.488 0.477 0.466 0.456 0.445 0.435 0.424 0.414 0.404 0.880 0.384 0.374 0.364 0.590 0.344 0.335 0.325 0.315 0.306 0.296 0.287 0.277 0.268 0.259 0.249 0.238 0.231 0.222 0.213 0.203 0.194 0.185 0.176 0.167 0.158 0.149 0.139 0.132 0.123 0.114 0.105 0.096

85 85.5 86 86.5 87 87.5 88 88.5 89 89.5 90

0.996 0.997 0.998 0.998 0.999 0.999 0.999 1.000 0.9998 0.9999 1.000

85 85.5 86 86.5 87 87.5 88 88.5 89 89.5 90

0.087 0.078 0.070 0.061 0.052 0.044 0.035 0.026 0.017 0.009 0.000

11.431 12.716 14.302 16.362 19.083 22.913 28.637 38.299 57.295 114.931 1.000

0.087 0.079 0.070 0.061 0.052 0.044 0.035 0.026 0.017 0.009 0.000

6-2000) M-50 1.4