DESIGN OF REACTANGULAR GROUND WATER TANK Name of work :- pkn
1 Tank size L= 6.00 x B= 4.00 x H= 3.00 m
2 Tank capacity 72000 ltr
3 Saturated soil unit wt 17.00 17000
4 Conrete M 20 concrete unit wt. 25000
7 m 13
5 Steel fy 415 Tensile stress 115
6 Nominal Cover 35 mm Water unit wt 9.80
7 Thickness Walls 220 mm 0.22 m
Bottom slab 100 mm 10 cm 0.10 m
7 Reinforcement Long wall
In side near corner Horizont 20 110 mm c/c 1.00 m height above the base, near corners. in side middle horizontal 20 110 mm c/c upto top
Out side middle horizontal 20 220 mm c/c upto top Short wall
In side near corner Horizont 20 110 mm c/c upto top Out side middle horizontal 20 220 mm c/c, upto top
Distribution 10 230 mm c/c vertical
9 Base 8 250 mm c/c in both direction
C 20 20 110 mm c/c 110 mm c/c 20 220 mm c/c 20 20 A 20 110 mm c/c 220 mmc/c 10 220 mmc/c 20 220 mm c/c 230 mmc/c 20 220 mm c/c (d) 10 230 mm c/c both side 10 20 10 20 110 mm c/c(d+e) 110 mmc/c 220 mmc/c 110 mmc/c B Bars(c) 20 250 mmc/c
Section plan at depth of H/4 or 1 mt. Section on CD
D Bar(a) 20 220 mm c/c 20 440 mm c/c 10 230 mm c/c Bar(b) 20 220 mm c/c 10 230 mm c/c Bar(c) 20 220 mm c/c 20 220 mm c/c
8 250 mm c/c both way Bar(d) 20 220 mm c/c
Bar F Bar(e) 10 230 mm c/c Section on AB kN/m3 N/m3 N/m3 cbc N/mm2 N/mm2 kN/m3 mmbars mmbars mmbars mmbars mmbars mmbars mmbars mm mm mm mm mm mm mm mm mm mm mm mm mm mm mm mm mm mm mm mm mm mm mm mm mm
DESIGN OF REACTANGULAR GROUND WATER TANK
Name of work :- pkn
1 Tank size L= 6.00 x B= 4.00 x H= 3.00 m
2 Tank capacity 72000 ltr
3 Saturated soil unit wt 17.00 17000
4 Conrete M 20 unit weight 25000
7 m 13
5 Steel fy 415 Tensile stress 115
6 Nominal Cover 35 mm Water unit wt 9.80
7 Thickness Walls 220 mm 0.22 m
Top roof 200 mm 20 cm 0.20 m
Bottom slab 100 mm 10 cm 0.10 m
7 Reinforcement Long wall
In side near corner Horizontal 20 110 mm c/c 1.00 m height above the base, near corners. in side middle horizontal 20 110 mm c/c upto top
Out side middle horizontal 20 220 mm c/c upto top Short wall
In side near corner Horizontal 20 110 mm c/c upto top Out side middle horizontal 20 220 mm c/c, upto top
Distribution 10 230 mm c/c vertical
9 Base Main 8 250 mm c/c in both direction
kN/m3 N/m3 N/m3 cbc N/mm2 N/mm2 kN/m3 mm mm mm mm mm mm mm
DESIGN OF REACTANGULAR GROUND WATER TANK
Name of work :- pkn
Tank size 6.00 x 4.00 x 3.00 m
Tank capacity 72000 ltr
Saturated soil unit wt 17.00 17000
Conrete M 20 unit weight = 25000
Steel fy 415 Tensile stess = 115
7 m = 13
Nominal cover 35 mm unit wt. of water = 9.8 9800
1 Design Constants:- For HYSD Bars Cocrete M = 20
115 wt. of concrete = 25000
7m
13 m*c = 13 x 7 = 0.442 13 x 7 + 115
1 - 0.442 / 3 = 0.853
0.5 x 7 x 0.853 x 0.442 = 1.320 3 Determination of B.M. for horizontal bending:--L / B = 6.00 / 4.00 = 1.50 < 2
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 The Fixed end moments for long wall = = P x 6.00 3.00 P N-m
12 12
Fixed end moments for short wall = = P x 4.00 1.33 P N-m
12 12
+ 3.00 P while the fixed end - 1.33 P
both the walls to be the same, the stiffness of walls will be inversely proportional to these length. Thus we have following table.
Member Stiffness Relative stiffness Sum Distribution factor
AE 1 1 x 6.00 = 2 5 2 = 0.4 3 3 5 AF 1 1 x 6.00 = 3 3 = 0.6 2 2 5
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 - 1.33 p
Balancing moments - 0.6667 p - 1 p Final moments + 2.33 p - 2.33 p kN/m3 N/m3 N/m3 N/mm2 N/mm2 cbc N/mm2 N/mm3
stN/mm2 N/mm2
cbc N/mm2 k=m*c+
st
j=1-k/3 R=1/2xc x j x kHence Both long and short walls will bend horizontally for upper portion, upto poin D, where horizontal water pressure is p=w(H-h).
PL2 2'=
PB2 2'=
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
Final moments + 2.33 p - 2.33 p
Hence moment at supports, Mf= 2.33 x 19600 = 45733 N-m/m This support moment will cause tension at the water force.
B.M. at the center long span = - Mf "= 19600 x 6.00 45733 = 42467 N-m/m
8 8
This bending moment cause tension at outer face.
B.M. at the center short span = - Mf "= 19600 x 4.00 45733 = -6533 N-m/m
8 8
= 42467 N-m/m
3 Design of section :- Considring bending effect alone,
Required depth = 42467 x1.320 x 10001000 = 179 mm
Provide total depth T= 179 + 35 = 220 mm so that available d = 185 mm 4 Determination pull
:-19600 x 4.00 / 2 = 39200 N
19600 x 6.00 / 2 = 58800 N
5 Cantilever Moment :- Cantilever moment atb the base, per unit length .
= w H x h2 = 9800 x 4.00 x 1.00 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
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.
x =d - T = 179 - 220 = 69 mm
2 2
= Mf - Pl x = 45733 x115 x 0.853 x1000 ) - 39200 x185 69 = 2371
= PL = 39200 = 341
115
= 2371 + 341 = 2712 per meter height.
using 20 mm bars A = = 3.14 x 20 x 20 = 314
4 x100 4 x 100
Spacing of Bars = 1000 x 314 / 2712 = 116 say = 110 mm
Hence Provided 20 110 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. 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
= 0.4417 j = 0.853 R = 1.318
Design B.M. = 42467 N-m per meter height. = 39200 N = M - Pl x = 42467 x115 x 0.853 x1000 ) - 39200 x185 69 = 2192
p L2 2
p B2 2
This will cause tension at the water face. Max. design B.M.
Direct tension on Long wall = PL = P x B/2 = Direct tension on short wall = PL = P x B/2 =
2
reinforcement has to be provided forr a net moment (MF - Px ), where Mf is the moment at ends (causing
Ast for B.M. mm2 st.j.d Ast for pull mm2
s Total Ast mm2 3.14xdia2 mm2 mm bar, @N/mm2 only. Design constants will be k
Also PL
Ast for B.M. mm2
= PL = 39200 = 341 115
= 2192 + 341 = 2533 per meter height.
using 20 mm bars A = = 3.14 x 20 x 20 = 314
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 20 110 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 20 220 mm c/c. are continued upto the end.
8 Reinforcement for shorts
walls.:-B.M. at ends=Mf = 45733 N-m 58800 N
= = 45733 x 1000 ) - 58800 x 69 = 2297 115 x 0.853 x 185
= PL = 58800 = 511 115
= 2297 + 511 = 2808 per meter height.
using 20 mm bars A = = 3.14 x 20 x 20 = 314
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 face will consist of 20 220 mm c/c.
9 Reinforcement for cantilever moment and distribution reinforcement.:-max. cantilever moment= 6533 N-m
= 6533 x 1000 = 360
115 x 0.853 x 185
But minimum reinforcementin vertical direction = 0.3 x( 220 x 1000 )= 660 100
Since half of this area of steel can reist cantilever momnt, we will provide = 330 on the inner face and remaining area i.e.= 330
reinforcment. Area of steel on each face = 330 mm2.
using 10 mm bars A = = 3.14 x 10 x 10 = 78.5
4 x100 4 x 100
Spacing of Bars = 1000 x 78.5 / 330 = 238 say = 230 mm Hence Provided 10 230 mm c/c on out side face, at bottom of long wall
Since tank rest on ground, provide a 100 mm thick base slab. taking 1m length for calculation and 0.20 % of nominal reinforcement
area of steel = 0.20 x 1000 x 100 = 200
100
using 8 mm bars A = = 3.14 x 8 x 8 = 50.2
4 x100 4 x 100
Spacing of Bars = 1000 x 50.2 / 200 = 251 say = 250 mm Hence Provided 8 250 mm c/c in both direction , at top and bottom of base slab.
Ast for pull mm2 s Total Ast mm2 3.14xdia2 mm2 mm bars mm bars provided @ Direct pull pu = Ast for B.M. M - PB x mm2 st.j.d Ast for pull mm2 s Total Ast mm2 3.14xdia2 mm2 mm bars @ Ast mm2 mm2 mm2 steel area vertically mm2 vertically at outer face to serve as distribution 3.14xdia2
mm2
mm bar, @ 10 Design of base
slab:-mm2 3.14xdia2
mm2
shown in drawing. 11. Detail of reinforcement
DESIGN OF REACTANGULAR GROUND WATER TANK
Name of work :- pkn
Err:509 Err:509 mm c/c Err:509 Err:509 mm c/c Err:509 RoofErr:509 Err:509 mm c/c Err:509 0
Err:509 mm c/c
4.00 Err:509 Err:509 Err:509 3.00
Err:509 Err:509 Err:509
0.00 Err:509 Err:509
Err:509 0.00
Err:509 6.00 m Err:509
Reinforcement detail for short wall, Roof and bottom slab
Err:509 Err:509 mm c/c
Err:509 Err:509 mm
Err:509
3.00 Err:509 Err:509 mm
Err:509 Err:509 mm c/c
Err:509 Err:509 mm c/c Err:509
Err:509 Err:509 mm mm@ mm@ mm @ mm@ mm@ mm@ mm@ mm@ mm @ mm @ mm @ mm @ mm @ mm @
VALUES OF DESIGN CONSTANTS
Grade of concrete M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete Modular Ratio 18.67 13.33 10.98 9.33 8.11 7.18
5 7 8.5 10 11.5 13
93.33 93.33 93.33 93.33 93.33 93.33
0.4 0.4 0.4 0.4 0.4 0.4
Development Length in tension
0.867 0.867 0.867 0.867 0.867 0.867 0.867 1.214 1.474 1.734 1.994 2.254 0.714 1 1.214 1.429 1.643 1.857 0.329 0.329 0.329 0.329 0.329 0.329 M 15 0.89 0.89 0.89 0.89 0.89 0.89 M 20 0.732 1.025 1.244 1.464 1.684 1.903 M 25 0.433 0.606 0.736 0.866 0.997 1.127 M 30 0.289 0.289 0.289 0.289 0.289 0.289 M 35 0.904 0.904 0.904 0.904 0.904 0.904 M 40 0.653 0.914 1.11 1.306 1.502 1.698 M 45 0.314 0.44 0.534 0.628 0.722 0.816 M 50 0.253 0.253 0.253 0.253 0.253 0.253 0.916 0.916 0.916 0.914 0.916 0.916 0.579 0.811 0.985 1.159 1.332 1.506 0.23 0.322 0.391 0.46 0.53 0.599 bd M-15 M-20 M-25 M-30 M-35 M-40 0.18 0.18 0.19 0.2 0.2 0.2 0.25 0.22 0.22 0.23 0.23 0.23 0.23 0.50 0.29 0.30 0.31 0.31 0.31 0.32 M 10 0.75 0.34 0.35 0.36 0.37 0.37 0.38 M 15 1.00 0.37 0.39 0.40 0.41 0.42 0.42 M 20 1.25 0.40 0.42 0.44 0.45 0.45 0.46 M 25 1.50 0.42 0.45 0.46 0.48 0.49 0.49 M 30 1.75 0.44 0.47 0.49 0.50 0.52 0.52 M 35 2.00 0.44 0.49 0.51 0.53 0.54 0.55 M 40 2.25 0.44 0.51 0.53 0.55 0.56 0.57 M 45 2.50 0.44 0.51 0.55 0.57 0.58 0.60 M 50 2.75 0.44 0.51 0.56 0.58 0.60 0.62 3.00 and above 0.44 0.51 0.57 0.6 0.62 0.63
Grade of concrete M-15 M-20 M-25 M-30 M-35 M-40 Grade of concrete
1.6 1.8 1.9 2.2 2.3 2.5 Reiforcement % bd (N / mm2)
cbc N/mm2 m
cbc (a) st = 140 N/mm2 (Fe 250) kc jc Rc Grade of concrete Pc (%) (b) st = 190 N/mm2 kc jc Rc Pc (%) (c ) st = 230 N/mm2 (Fe 415) kc jc Rc Pc (%) (d) st = 275 N/mm2 (Fe 500) kc jc Rc Pc (%)Permissible shear stress Table v in concrete (IS : 456-2000)
100A s Permissible shear stress in concrete tv N/mm2 Permissible stress in concrete (IS : 456-2000) Grade of
concrete < 0.15
Maximum shear stress c.max in concrete (IS : 456-2000)
Permissible direct tensile stress in concrete (IS : 456-2000)
c.max ct.max
M-20 M-20 Value of angle bd bd Degree 0.15 0.18 0.18 0.15 1 0.16 0.18 0.19 0.18 1.5 0.17 0.18 0.2 0.21 2 0.18 0.19 0.21 0.24 2.5 0.19 0.19 0.22 0.27 3 0.2 0.19 0.23 0.3 3.5 0.21 0.2 0.24 0.32 4 0.22 0.2 0.25 0.35 4.5 0.23 0.2 0.26 0.38 5 0.24 0.21 0.27 0.41 5.5 0.25 0.21 0.28 0.44 6 0.26 0.21 0.29 0.47 6.5 0.27 0.22 0.30 0.5 7 0.28 0.22 0.31 0.55 7.5 0.29 0.22 0.32 0.6 8 0.3 0.23 0.33 0.65 8.5 0.31 0.23 0.34 0.7 9 0.32 0.24 0.35 0.75 9.5 0.33 0.24 0.36 0.82 10 0.34 0.24 0.37 0.88 10.5 0.35 0.25 0.38 0.94 11 0.36 0.25 0.39 1.00 11.5 0.37 0.25 0.4 1.08 12 0.38 0.26 0.41 1.16 12.5 0.39 0.26 0.42 1.25 13 0.4 0.26 0.43 1.33 13.5 0.41 0.27 0.44 1.41 14 0.42 0.27 0.45 1.50 14.5 0.43 0.27 0.46 1.63 15 0.44 0.28 0.46 1.64 15.5 0.45 0.28 0.47 1.75 16 0.46 0.28 0.48 1.88 16.5 0.47 0.29 0.49 2.00 17 0.48 0.29 0.50 2.13 17.5 0.49 0.29 0.51 2.25 18 0.5 0.30 18.5 0.51 0.30 19 0.52 0.30 19.5 0.53 0.30 20 0.54 0.30 20.5 0.55 0.31 21 0.56 0.31 21.5 0.57 0.31 22 0.58 0.31 22.5 0.59 0.31 23 0.6 0.32 23.5 0.61 0.32 24 0.62 0.32 24.5 0.63 0.32 25 0.64 0.32 25.5 100A s 100A s
0.65 0.33 26 0.66 0.33 26.5 0.67 0.33 27 0.68 0.33 27.5 0.69 0.33 28 0.7 0.34 28.5 0.71 0.34 29 0.72 0.34 29.5 0.73 0.34 30 0.74 0.34 30.5 0.75 0.35 31 0.76 0.35 31.5 0.77 0.35 32 0.78 0.35 32.5 0.79 0.35 33 0.8 0.35 33.5 0.81 0.35 34 0.82 0.36 34.5 0.83 0.36 35 0.84 0.36 35.5 0.85 0.36 36 0.86 0.36 36.5 0.87 0.36 37 0.88 0.37 37.5 0.89 0.37 38 0.9 0.37 38.5 0.91 0.37 39 0.92 0.37 39.5 0.93 0.37 40 0.94 0.38 40.5 0.95 0.38 41 0.96 0.38 41.5 0.97 0.38 42 0.98 0.38 42.5 0.99 0.38 43 1.00 0.39 43.5 1.01 0.39 44 1.02 0.39 44.5 1.03 0.39 45 1.04 0.39 45.5 1.05 0.39 46 1.06 0.39 46.5 1.07 0.39 47 1.08 0.4 47.5 1.09 0.4 48 1.10 0.4 48.5 1.11 0.4 49 1.12 0.4 49.5 1.13 0.4 50 1.14 0.4 50.5 1.15 0.4 51 1.16 0.41 51.5
1.17 0.41 52 1.18 0.41 52.5 1.19 0.41 53 1.20 0.41 53.5 1.21 0.41 54 1.22 0.41 54.5 1.23 0.41 55 1.24 0.41 55.5 1.25 0.42 56 1.26 0.42 56.5 1.27 0.42 57 1.28 0.42 57.5 1.29 0.42 58 1.30 0.42 58.5 1.31 0.42 59 1.32 0.42 59.5 1.33 0.43 60 1.34 0.43 60.5 1.35 0.43 61 1.36 0.43 61.5 1.37 0.43 62 1.38 0.43 62.5 1.39 0.43 63 1.40 0.43 63.5 1.41 0.44 64 1.42 0.44 64.5 1.43 0.44 65 1.44 0.44 65.5 1.45 0.44 66 1.46 0.44 66.5 1.47 0.44 67 1.48 0.44 67.5 1.49 0.44 68 1.50 0.45 68.5 1.51 0.45 69 1.52 0.45 69.5 1.53 0.45 70 1.54 0.45 70.5 1.55 0.45 71 1.56 0.45 71.5 1.57 0.45 72 1.58 0.45 72.5 1.59 0.45 73 1.60 0.45 73.5 1.61 0.45 74 1.62 0.45 74.5 1.63 0.46 75 1.64 0.46 75.5 1.65 0.46 76 1.66 0.46 76.5 1.67 0.46 77 1.68 0.46 77.5
1.69 0.46 78 1.70 0.46 78.5 1.71 0.46 79 1.72 0.46 79.5 1.73 0.46 80 1.74 0.46 80.5 1.75 0.47 81 1.76 0.47 81.5 1.77 0.47 82 1.78 0.47 82.5 1.79 0.47 83 1.80 0.47 83.5 1.81 0.47 84 1.82 0.47 84.5 1.83 0.47 85 1.84 0.47 85.5 1.85 0.47 86 1.86 0.47 86.5 1.87 0.47 87 1.88 0.48 87.5 1.89 0.48 88 1.90 0.48 88.5 1.91 0.48 89 1.92 0.48 89.5 1.93 0.48 90 1.94 0.48 1.95 0.48 1.96 0.48 1.97 0.48 1.98 0.48 1.99 0.48 2.00 0.49 2.01 0.49 2.02 0.49 2.03 0.49 2.04 0.49 2.05 0.49 2.06 0.49 2.07 0.49 2.08 0.49 2.09 0.49 2.10 0.49 2.11 0.49 2.12 0.49 2.13 0.50 2.14 0.50 2.15 0.50 2.16 0.50 2.17 0.50 2.18 0.50 2.19 0.50 2.20 0.50
2.21 0.50 2.22 0.50 2.23 0.50 2.24 0.50 2.25 0.51 2.26 0.51 2.27 0.51 2.28 0.51 2.29 0.51 2.30 0.51 2.31 0.51 2.32 0.51 2.33 0.51 2.34 0.51 2.35 0.51 2.36 0.51 2.37 0.51 2.38 0.51 2.39 0.51 2.40 0.51 2.41 0.51 2.42 0.51 2.43 0.51 2.44 0.51 2.45 0.51 2.46 0.51 2.47 0.51 2.48 0.51 2.49 0.51 2.50 0.51 2.51 0.51 2.52 0.51 2.53 0.51 2.54 0.51 2.55 0.51 2.56 0.51 2.57 0.51 2.58 0.51 2.59 0.51 2.60 0.51 2.61 0.51 2.62 0.51 2.63 0.51 2.64 0.51 2.65 0.51 2.66 0.51 2.67 0.51 2.68 0.51 2.69 0.51 2.70 0.51 2.71 0.51 2.72 0.51
2.73 0.51 2.74 0.51 2.75 0.51 2.76 0.51 2.77 0.51 2.78 0.51 2.79 0.51 2.80 0.51 2.81 0.51 2.82 0.51 2.83 0.51 2.84 0.51 2.85 0.51 2.86 0.51 2.87 0.51 2.88 0.51 2.89 0.51 2.90 0.51 2.91 0.51 2.92 0.51 2.93 0.51 2.94 0.51 2.95 0.51 2.96 0.51 2.97 0.51 2.98 0.51 2.99 0.51 3.00 0.51 3.01 0.51 3.02 0.51 3.03 0.51 3.04 0.51 3.05 0.51 3.06 0.51 3.07 0.51 3.08 0.51 3.09 0.51 3.10 0.51 3.11 0.51 3.12 0.51 3.13 0.51 3.14 0.51 3.15 0.51
M-10 M-15 M-20 M-25 M-30 M-35 M-40 M-45 M-50
-- 0.6 0.8 0.9 1 1.1 1.2 1.3 1.4
Development Length in tension
Plain M.S. Bars H.Y.S.D. Bars
0.6 58 0.96 60 0.8 44 1.28 45 0.9 39 1.44 40 1 35 1.6 36 1.1 32 1.76 33 1.2 29 1.92 30 1.3 27 2.08 28 1.4 25 2.24 26 (N/mm2) (N/mm2) (N/mm2) 3.0 300 2.5 250 -- --5.0 500 4.0 400 0.6 60 7.0 700 5.0 500 0.8 80 8.5 850 6.0 600 0.9 90 10.0 1000 8.0 800 1.0 100 11.5 1150 9.0 900 1.1 110 13.0 1300 10.0 1000 1.2 120 14.5 1450 11.0 1100 1.3 130 16.0 1600 12.0 1200 1.4 140 Grade of concrete M-10 M-15 M-20 M-25 M-30 M-35 M-40 1.2 2.0 2.8 3.2 3.6 4.0 4.4
Permissible Bond stress Table bd in concrete (IS : 456-2000)
bd (N / mm2) kd = Ld bd (N / mm2) kd = Ld
Permissible stress in concrete (IS : 456-2000)
Permission stress in compression (N/mm2) Permissible stress in bond (Average) for plain bars in tention (N/mm2)
Bending cbc Direct (cc)
Kg/m2 Kg/m2 in kg/m2
Permissible direct tensile stress in concrete (IS : 456-2000)
Value of angle
sin Degree cos tan cot
0.017 1 1.000 0.017 57.295 0.026 1.5 1.000 0.262 56.300 0.035 2 0.999 0.035 28.644 0.044 2.5 0.999 0.044 22.913 0.052 3 0.999 0.052 19.083 0.061 3.5 0.998 0.061 16.362 0.070 4 0.998 0.070 14.311 0.078 4.5 0.997 0.079 12.707 0.087 5 0.996 0.087 11.437 0.096 5.5 0.995 0.096 10.385 0.104 6 0.995 0.105 9.563 0.113 6.5 0.994 0.114 8.777 0.122 7 0.993 0.123 8.149 0.131 7.5 0.991 0.132 7.597 0.139 8 0.990 0.140 7.119 0.148 8.5 0.989 0.149 6.691 0.156 9 0.988 0.158 6.315 0.165 9.5 0.986 0.168 5.963 0.174 10 0.985 0.176 5.673 0.182 10.5 0.983 0.185 5.396 0.191 11 0.981 0.194 5.142 0.199 11.5 0.980 0.203 4.915 0.208 12 0.978 0.213 4.704 0.819 12.5 0.976 0.839 1.192 0.225 13 0.974 0.231 4.332 0.233 13.5 0.972 0.240 4.166 0.242 14 0.970 0.249 4.011 0.250 14.5 0.968 0.259 3.867 0.259 15 0.966 0.268 3.732 0.259 15.5 0.964 0.269 3.723 0.276 16 0.961 0.287 3.488 0.284 16.5 0.959 0.296 3.376 0.292 17 0.956 0.306 3.272 0.301 17.5 0.954 0.315 3.172 0.309 18 0.951 0.325 3.078 0.317 18.5 0.948 0.335 2.989 0.326 19 0.946 0.344 2.905 0.334 19.5 0.943 0.354 2.824 0.342 20 0.940 0.364 2.747 0.350 20.5 0.937 0.374 2.674 0.358 21 0.934 0.384 2.605 0.367 21.5 0.930 0.394 2.539 0.375 22 0.927 0.404 2.475 0.383 22.5 0.924 0.414 2.414 0.391 23 0.921 0.424 2.356 0.399 23.5 0.917 0.435 2.300 0.407 24 0.924 0.440 2.271 0.415 24.5 0.910 0.456 2.194 0.422 25 0.906 0.466 2.148 0.431 25.5 0.905 0.476 2.103
0.438 26 0.898 0.488 2.049 0.446 26.5 0.895 0.499 2.006 0.454 27 0.891 0.510 1.963 0.462 27.5 0.887 0.521 1.921 0.469 28 0.883 0.532 1.881 0.477 28.5 0.879 0.543 1.842 0.485 29 0.875 0.554 1.804 0.492 29.5 0.870 0.566 1.767 0.500 30 0.866 0.577 1.732 0.508 30.5 0.862 0.589 1.698 0.515 31 0.857 0.601 1.664 0.522 31.5 0.853 0.613 1.632 0.530 32 0.848 0.625 1.600 0.537 32.5 0.843 0.637 1.570 0.545 33 0.839 0.649 1.540 0.552 33.5 0.834 0.662 1.511 0.559 34 0.829 0.675 1.483 0.566 34.5 0.834 0.679 1.473 0.573 35 0.819 0.700 1.429 0.581 35.5 0.814 0.713 1.402 0.588 36 0.809 0.726 1.377 0.595 36.5 0.804 0.740 1.351 0.602 37 0.799 0.754 1.327 0.609 37.5 0.793 0.767 1.303 0.616 38 0.788 0.781 1.280 0.623 38.5 0.783 0.795 1.257 0.629 39 0.777 0.810 1.235 0.636 39.5 0.772 0.824 1.213 0.643 40 0.766 0.839 1.191 0.649 40.5 0.760 0.854 1.171 0.656 41 0.755 0.869 1.150 0.663 41.5 0.749 0.885 1.130 0.669 42 0.743 0.900 1.111 0.676 42.5 0.737 0.916 1.091 0.682 43 0.731 0.933 1.072 0.688 43.5 0.725 0.949 1.054 0.695 44 0.719 0.966 1.036 0.701 44.5 0.713 0.983 1.018 0.707 45 0.707 1.000 1.000 0.713 45.5 0.701 1.018 0.983 0.719 46 0.695 1.036 0.966 0.725 46.5 0.688 1.054 0.949 0.731 47 0.682 1.072 0.933 0.737 47.5 0.676 1.091 0.916 0.742 48 0.669 1.109 0.902 0.749 48.5 0.663 1.130 0.885 0.755 49 0.656 1.150 0.869 0.760 49.5 0.649 1.171 0.854 0.766 50 0.643 1.192 0.839 0.772 50.5 0.636 1.213 0.824 0.777 51 0.629 1.235 0.810 0.786 51.5 0.623 1.262 0.792
0.788 52 0.616 1.280 0.781 0.793 52.5 0.609 1.303 0.767 0.799 53 0.602 1.327 0.754 0.804 53.5 0.595 1.351 0.740 0.809 54 0.588 1.376 0.727 0.814 54.5 0.581 1.402 0.713 0.819 55 0.574 1.428 0.700 0.824 55.5 0.566 1.455 0.687 0.829 56 0.559 1.483 0.675 0.834 56.5 0.552 1.511 0.662 0.839 57 0.545 1.540 0.649 0.843 57.5 0.537 1.570 0.637 0.848 58 0.530 1.600 0.625 0.853 58.5 0.522 1.632 0.613 0.857 59 0.515 1.664 0.601 0.862 59.5 0.508 1.698 0.589 0.866 60 0.500 1.732 0.577 0.870 60.5 0.492 1.767 0.566 0.875 61 0.485 1.804 0.554 0.879 61.5 0.477 1.842 0.543 0.883 62 0.470 1.880 0.532 0.887 62.5 0.462 1.921 0.521 0.891 63 0.454 1.963 0.510 0.895 63.5 0.446 2.006 0.498 0.899 64 0.438 2.051 0.488 0.903 64.5 0.431 2.097 0.477 0.906 65 0.423 2.145 0.466 0.910 65.5 0.415 2.195 0.456 0.914 66 0.407 2.246 0.445 0.917 66.5 0.399 2.300 0.435 0.921 67 0.391 2.356 0.424 0.924 67.5 0.383 2.414 0.414 0.927 68 0.375 2.475 0.404 0.930 68.5 0.819 1.136 0.880 0.934 69 0.358 2.605 0.384 0.937 69.5 0.350 2.674 0.374 0.940 70 0.342 2.747 0.364 0.943 70.5 0.556 1.696 0.590 0.946 71 0.326 2.904 0.344 0.948 71.5 0.317 2.989 0.335 0.951 72 0.309 3.078 0.325 0.954 72.5 0.301 3.172 0.315 0.956 73 0.292 3.271 0.306 0.959 73.5 0.284 3.376 0.296 0.961 74 0.276 3.488 0.287 0.964 74.5 0.267 3.606 0.277 0.966 75 0.259 3.732 0.268 0.968 75.5 0.250 3.868 0.259 0.970 76 0.242 4.011 0.249 0.982 76.5 0.233 4.209 0.238 0.974 77 0.225 4.332 0.231 0.976 77.5 0.216 4.511 0.222
0.978 78 0.208 4.705 0.213 0.980 78.5 0.199 4.915 0.203 0.982 79 0.191 5.145 0.194 0.983 79.5 0.182 5.396 0.185 0.985 80 0.174 5.673 0.176 0.986 80.5 0.165 5.977 0.167 0.988 81 0.156 6.315 0.158 0.989 81.5 0.148 6.691 0.149 0.999 82 0.139 7.178 0.139 0.991 82.5 0.131 7.597 0.132 0.993 83 0.122 8.145 0.123 0.994 83.5 0.113 8.777 0.114 0.995 84 0.105 9.517 0.105 0.995 84.5 0.096 10.389 0.096 0.996 85 0.087 11.431 0.087 0.997 85.5 0.078 12.716 0.079 0.998 86 0.070 14.302 0.070 0.998 86.5 0.061 16.362 0.061 0.999 87 0.052 19.083 0.052 0.999 87.5 0.044 22.913 0.044 0.999 88 0.035 28.637 0.035 1.000 88.5 0.026 38.299 0.026 0.9998 89 0.017 57.295 0.017 0.9999 89.5 0.009 114.931 0.009 1.000 90 0.000 1.000 0.000
