canal+trough+design
TRANSCRIPT
AQUEDUCT TROUGH DESIGN
NAME OF WORK:- PKN
CANAL DATA FOR AQUEDUCT (Vertical section)1 Discharge 0.6805 cumec 0.6805 cumec 270 TBL 758.58 270
50002 Bed width 3.00 m 5.00 m
F.B. 5003 water Side slope 1 :1 vertical :1 10 180
F.S.L. 258.58
4 F.S.D. 2.00 m 2.00 m 8 mm 2 ledge stirrups@ 300
5 Free Board 0.50 m 0.50 m 8 140
6 Bed slope 1 in 3000 1 in 3000 10 90FSD 2000
7 C.B.L. 256.58 m 256.58 m 16 220
20016 110
8 F.S.L. 258.58 m 258.58 Hench 8 13010 300
9 M.W.D. 2.50 m 2.50 m6 20
10 Span 8.00 m 8000 mm CBL 256.58 1.00
11 Concrete M- 20 wt. of concrete 25000 720
7 m 13 30012 Steel Inside Out side
150 190 200 200
13 Water wt 9800
14 Reinforcement (in wall) Main Vertical 10 90 mm c/c Disty. 8 140 mm c/c
15 Reinforcement (in Slab) Main 16 110 mm c/c Disty. 8 130 mm c/c
16 Reinforcement (in wall Beam) Main bottom 20 6 Nos. 16 2 Nos.
17 Distribution (in wall Beam) two lgd. Strrirps 8 300 mm c/c
18 Trough Wall thickness 270 mm or 0.27 mtr
19 Trough Slab thickness 300 mm or 0.30 mtr
2x 16 mm F top anchor bar
mm F bars@
mm F bars@
mm F bars@
mm F bars@
mm F bars@
mm F bars@
mm F bars@
x Bars F
kg/m3
scbc
sst sst
kg/m3
mm F @ mm F @
mm F @ mm F @
mm f Top anchor mm Nos.
mm F @
AQUEDUCT TROUGH DESIGN
NAME OF WORK:- PKN
CANAL DATADischarge 0.6805 cumec 0.6805 cumecBed width 3.00 m 5.00 mwater Side slope 1 :1 verticalF.S.D. 2.00 m 2.00 mFree Board 0.50 m 0.50 mBed slope 3000 3000C.B.L. 256.58 m 256.58 mF.S.L. 258.58 m 258.58 mM.W.D. 2.50 m 2.50 m
8.00 mNominal Cover 50 mmEffective cover 40 mm
1 Design Constants:- For HYSD Bars Concrete M- 20for water side force = 150 wt. of concrete = ###= 7 wt of water = 9800
m = 13 for water side force m*c
=13 x 7
= 0.378 K = 0.37813 x 7 + 150
= 1 - 0.378 / 3 = 0.874 J = 0.874= 0.5 x 7 x 0.87 x 0.378 = 1.155 R = 1.155for out side force = 190 wt. of concrete = ###= 7 wt of water = 9800
m = 13 for out side force m*c
=13 x 7
= 0.324 K = 0.32413 x 7 + 190
= 1 - 0.324 / 3 = 0.892 J = 0.892= 0.5 x 7 x 0.892 x 0.324 = 1.011 R = 1.011
2 DESIGN OF VERTICAL WALL:-The trough wall is to be designed as a beam having a span of of = 8.00 mbetween supports Hence thickness should be equal to span/30
span=
8.00 x 1000= 270 mm say 270 mm
30 30Max.depth of water = 2.50 m span = 8.00 m
B.M. = =9800 x 2.50 3
= 25521 N-m25520833
6 6 n-mm
Effective depth required =BM
=### x 1000
= 149 mmRxb 1.16 x 1000
Providing thickness "D"= 270 mm cover = 50 mm, Effective depth = 220 mm
Steel required
Ast =BMx1000
=25521 x 1000
= 867150 x 0.892 x 220
using 10 mm bars = A = =3.14 x 10 x 10
= 78.54 x 100 4
spacing =A/Ast = 78.50 x 1000 / 866.94 = 91 mmHence Provided 10 mm bars @ 90 mm c/c half the bars will be curtailed at 1.45 m from base
= 0.3 -0.1 ( 27 - 10 )
= 0.25 %
FOR QUEDUCT
Span (Proposed)
sst = N/mm2 N/m3
scbc = N/mm2 N/mm2
k=m*c+sst
j=1-k/3R=1/2xc x j x k
sst = N/mm2 N/m3
scbc = N/mm2 N/mm2
k=m*c+sst
j=1-k/3R=1/2xc x j x k
wh3
mm2
sst x j x D
3.14xdia2
mm2
minimum steel to be provided for distribution
= 0.3 -### - 10
= 0.25 %
= 0.25 % of x section area =0.25 x 270 x 1000
= 679100
Steel of Each face =679
= 3392
using 8 mm bars A = = 3.14 x 8 x 8= 50.2
4 x100 4spacing =A/Ast = 50.24 x 1000 / 339.43 = 148 mm
Hence Provided 8 mm bars @ 140 mm c/c Each face
3 Design of Horizontal slabe :-The trough slab having a span of of = 5.00 m
between walls Hence thickness should be equal to span/20span
=5.00 x 1000
= 250 mm say 250 mm30 20
Adopt effective thickness of slab "T" = 250 mmcover = 50 mm Total thickness = 300 mmEffective span of slab = BW+ depth = 5 + 0.27 = 5.27 m
LoadingLoad of water column = mwd x 9800 = 2.50 x 9800 = 24500 NWt of slab = wt of concrete x area of slab = ### x 1.00 x 0.25 = 6250 N
per meter length 30750 N
Total water pressure on vertical wall= =9800 x 2.50 x 2.50
= 306252 2
\ Fixing moment at end of slab = 30625 x2.5
+0.3
= 30115 N-m3 2
Max. possible segging moment = =### x 5.27 x 5.27
= 106752 N-m8 8
Net B.M. at center of span of slab= = 106752 - ### = 76638 kg-m The slab is design for this B.M.
Since tension face is out side = 190 J = 0.892 , R = 1.011
Effective depth required =BM
=### x 1000
= 275 mmRxb 1.011 x 1000
Provided Effective depth 250 mm cover = 50 mm providing thickness = 300 mm
Steel required
Ast =### x 1000
= 1809190 x 0.89 x 250
using 16mm bars = A = =3.14 x 16 x 16
= 2014 x 100 4
spacing =A/Ast = 201 x 1000 / 1809 = 111 mmHence Provided 16 mm bars @ 110 mm c/c
Area of steel required at end (Near support) =30115 x 1000
= 919150 x 0.874 x 250
This is < than half the steel provided at the center of span,However, half the bars from the center of the span may be bent up at L/2 meter from supports.
Let us check whether this bending of half bars satisfies the enchorage and devlopments envisaged in
1x
1000 x 201x 190 x 0.892 x 250
2 110= 38.71 x N-mm
=30750 x 5.27
= 81026 N2
= - x' - + = - x' +2 2
= Length of support = 270 mm and x' = side cover = 50 mm
minimum steel to be provided for distribution
Area of distribution steel required
mm2
mm2
3.14xdia2
mm2
wH2
WL2
s st
BMx100/sstxjxD= mm2
3.14xdia2
mm2
mm2
equation M1/V + Lo > Ld
Where M1= Ast x sst x j x d=
10'6
V = shear force at the ends
Lols 3 F 16 F
ls 13 F
Where Ls
M1=
38.71 x+
270- 50 + 13 x 16 = 771 mm
V 81026 2
= =F x 150
= 46.88 F See table Concrete 4 x 0.8 3.4 M 20
= 46.88 x 16 = 750 mm
or 771 > 750 Thus the requirement is satisfied
= 0.3 -0.1 ( 300 - 100 )
= 0.24 %450 - 100
= 0.24 % of x section area =0.24 x 300 x 1000
= 729100
Steel of Each face =729
= 3642
using 8 mm bars A = = 3.14 x 8 x 8= 50.2
4 4spacing =A/Ast = 50.24 x 1000 / 364.29 = 138 cm
Hence Provided 8 mm bars @ 130 cm c/c Each face
4 Design of side wall as Beam :- live load from slab = total load on slab x bw / 2 = 30750 x 5 / 2 = 76875 kg-m
Self load = mwd x thick. x wt = 2.50 x 0.27 x ### = 16875 kg-mTotal Load = 93750 kg-m
Max. possible segging moment= =### x 8.00 x 8.00
= 750000 Kg-m8 8
= 190 k = 0.324 J = 0.892 R = 1.011
Effective depth required =BM
=750000 x 1000
= 1657 mmRxb 1.011 x 270
Actual depth '= 2.50 + 0.25 = 2.75 or 2750 mmBut providing thickness = 2750 mm - (2 x cover = 80 )= 2670 mm
Steel required
Ast =### x 1000
= 1657190 x 0.892 x 2670
using 20 mm bars A = = 3.14 x 20 x 20= 314
4 x100 4Nomber of Bars = Ast/A = 1657 / 314 = 5.28 say = 6 No.
Hence Provided 6 bars of 20
% of steel provided =6 x 314
x 100 = 0.26 %270 x 2670
Shear force =total load x span
=93750 x 8.0
= 375000 kg.2 2
Shear stress =
shea force=
375000.0= 0.52
Beam Ht. x Beam Dt. 270 x 2670Permissible shear stress for 0.26 % = 0.21 (See Table 3.1)
Shear reinforcenment required if > Hence shear reinforcement required= 0.21 x 2670 x 270 = 151389 N
= = 375000 - 151389 = 223611 N
= =190 x 2670
= 2.27223611
<2.175 x fy x Asy
<2.175 x 415 x Asv
< 3.34 AsvB 270
Hence = 3.34Hence using 8 mm dia 2 Legged stirrups A = 100.5
= 3.34 x 100.5 = 336 mm subject to a max. = 300 mmHence provideed 8 mm Dia 2 legged shear stirrus @ 300 mm c/c
Provide
+ Lo10'6
LdF sst4 t bd
minimum steel to be provided for distribution
Area of distribution steel required
mm2
mm2
3.14xdia2
mm2
WL2
using sst N/mm2
BMx100/sstxjxD= mm2
3.14xdia2
mm2
mm F at Bottom
N/mm2
steel provided tc N/mm2
TV Tc
Vc = shear resistance of concrete = tc.b.dVs V - Vc
Spacing of strirrups is given by
Svsst .d.Asv
Asv AsvVs
While maximum permissible spacing of shear stirip is
Sv Asv
mm2 Sv
2 x 12 mm F hoilding bars at the top.
NAME OF WORK:- PKN
270 TBL 758.58 270
5000
F.B. 50010 180
F.S.L. 258.58
8 mm 2 ledge stirrups@ 300
8 140
10 90
FSD 200016 220
16 110
8 130
20010 300
6 20
CBL 256.58 1.00
300720
200 200
2x 16 mm F top anchor bar
mm F bars@
mm F bars@
mm F bars@
mm F bars@
mm F bars@
mm F bars@
mm F bars@
x Bars F
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
Grade of concrete
(N/mm2) (N/mm2) (N/mm2)M 10 3.0 300 2.5 250 -- --M 15 5.0 500 4.0 400 0.6 60M 20 7.0 700 5.0 500 0.8 80M 25 8.5 850 6.0 600 0.9 90M 30 10.0 1000 8.0 800 1.0 100M 35 11.5 1150 9.0 900 1.1 110M 40 13.0 1300 10.0 1000 1.2 120M 45 14.5 1450 11.0 1100 1.3 130M 50 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-40Modular ratio m
Grade of concrete M-15 M-20 M-25 M-30 M-35 M-40
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
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
0.89 0.89 0.89 0.89 0.89 0.89
0.732 1.025 1.244 1.464 1.684 1.903
0.433 0.606 0.736 0.866 0.997 1.127
0.289 0.289 0.289 0.289 0.289 0.289
0.904 0.904 0.904 0.904 0.904 0.904
0.653 0.914 1.11 1.306 1.502 1.698
0.314 0.44 0.534 0.628 0.722 0.816
Table 1.15. PERMISSIBLE DIRECT TENSILE STRESS
Tensile stress N/mm2
Table 1.16.. 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 acbc Direct (acc)
Kg/m2 Kg/m2 in kg/m2
Table 1.18. MODULAR RATIO
31 (31.11)
19 (18.67)
13 (13.33)
11 (10.98)
9 (9.33)
8 (8.11)
7 (7.18)
Table 2.1. VALUES OF DESIGN CONSTANTS
scbc N/mm2
m scbc
(a) sst = 140 N/mm2 (Fe 250)
kc
jc
Rc
Pc (%)
(b) sst = 190 N/mm2
kc
jc
Rc
Pc (%)
(c ) sst = 230 N/mm2 (Fe 415)
kc
jc
Rc
Pc (%)
Reiforcement %
M-20 M-20bd bd
0.15 0.18 0.18 0.150.16 0.18 0.19 0.180.17 0.18 0.2 0.210.18 0.19 0.21 0.240.19 0.19 0.22 0.270.2 0.19 0.23 0.3
0.21 0.2 0.24 0.320.22 0.2 0.25 0.350.23 0.2 0.26 0.380.24 0.21 0.27 0.410.25 0.21 0.28 0.440.26 0.21 0.29 0.470.27 0.22 0.30 0.50.28 0.22 0.31 0.550.29 0.22 0.32 0.60.3 0.23 0.33 0.65
0.31 0.23 0.34 0.70.32 0.24 0.35 0.750.33 0.24 0.36 0.820.34 0.24 0.37 0.880.35 0.25 0.38 0.940.36 0.25 0.39 1.000.37 0.25 0.4 1.080.38 0.26 0.41 1.160.39 0.26 0.42 1.250.4 0.26 0.43 1.33
0.41 0.27 0.44 1.410.42 0.27 0.45 1.500.43 0.27 0.46 1.630.44 0.28 0.46 1.640.45 0.28 0.47 1.750.46 0.28 0.48 1.880.47 0.29 0.49 2.000.48 0.29 0.50 2.130.49 0.29 0.51 2.250.5 0.30
0.51 0.300.52 0.300.53 0.300.54 0.300.55 0.310.56 0.310.57 0.310.58 0.310.59 0.310.6 0.32
0.61 0.320.62 0.320.63 0.32
Shear stress tc
100A s 100A s
0.64 0.320.65 0.330.66 0.330.67 0.330.68 0.330.69 0.330.7 0.34
0.71 0.340.72 0.340.73 0.340.74 0.340.75 0.350.76 0.350.77 0.350.78 0.350.79 0.350.8 0.35
0.81 0.350.82 0.360.83 0.360.84 0.360.85 0.360.86 0.360.87 0.360.88 0.370.89 0.370.9 0.37
0.91 0.370.92 0.370.93 0.370.94 0.380.95 0.380.96 0.380.97 0.380.98 0.380.99 0.381.00 0.391.01 0.391.02 0.39
1.0300000000001 0.391.04 0.39
1.0500000000001 0.391.06 0.39
1.0700000000001 0.391.08 0.4
1.0900000000001 0.41.10 0.4
1.1100000000001 0.41.12 0.4
1.1300000000002 0.41.14 0.4
1.1500000000002 0.41.16 0.41
1.1700000000002 0.41
1.18 0.411.1900000000002 0.41
1.20 0.411.2100000000002 0.41
1.22 0.411.2300000000003 0.41
1.24 0.411.25 0.421.26 0.421.27 0.421.28 0.421.29 0.421.30 0.421.31 0.421.32 0.421.33 0.431.34 0.431.35 0.431.36 0.431.37 0.431.38 0.431.39 0.431.40 0.431.41 0.441.42 0.441.43 0.441.44 0.441.45 0.441.46 0.441.47 0.441.48 0.441.49 0.441.50 0.451.51 0.451.52 0.451.53 0.451.54 0.451.55 0.451.56 0.451.57 0.451.58 0.451.59 0.451.60 0.451.61 0.451.62 0.451.63 0.461.64 0.461.65 0.461.66 0.461.67 0.461.68 0.461.69 0.461.70 0.461.71 0.46
1.72 0.461.73 0.461.74 0.461.75 0.471.76 0.471.77 0.471.78 0.471.79 0.471.80 0.471.81 0.471.82 0.471.83 0.471.84 0.471.85 0.471.86 0.471.87 0.471.88 0.481.89 0.481.90 0.481.91 0.481.92 0.481.93 0.481.94 0.481.95 0.481.96 0.481.97 0.481.98 0.481.99 0.482.00 0.492.01 0.492.02 0.492.03 0.492.04 0.492.05 0.492.06 0.492.07 0.492.08 0.492.09 0.492.10 0.492.11 0.492.12 0.492.13 0.502.14 0.502.15 0.502.16 0.502.17 0.502.18 0.502.19 0.502.20 0.502.21 0.502.22 0.502.23 0.502.24 0.502.25 0.51
2.26 0.512.27 0.512.28 0.512.29 0.512.30 0.512.31 0.512.32 0.512.33 0.512.34 0.512.35 0.512.36 0.512.37 0.512.38 0.512.39 0.512.40 0.512.41 0.512.42 0.512.43 0.512.44 0.512.45 0.512.46 0.512.47 0.512.48 0.512.49 0.512.50 0.512.51 0.512.52 0.512.53 0.512.54 0.512.55 0.512.56 0.512.57 0.512.58 0.512.59 0.512.60 0.512.61 0.512.62 0.512.63 0.512.64 0.512.65 0.512.66 0.512.67 0.512.68 0.512.69 0.512.70 0.512.71 0.512.72 0.512.73 0.512.74 0.512.75 0.512.76 0.512.77 0.512.78 0.512.79 0.51
2.80 0.512.81 0.512.82 0.512.83 0.512.84 0.512.85 0.512.86 0.512.87 0.512.88 0.512.89 0.512.90 0.512.91 0.512.92 0.512.93 0.512.94 0.512.95 0.512.96 0.512.97 0.512.98 0.512.99 0.513.00 0.513.01 0.513.02 0.513.03 0.513.04 0.513.05 0.513.06 0.513.07 0.513.08 0.513.09 0.513.10 0.513.11 0.513.12 0.513.13 0.513.14 0.513.15 0.51
bd M-15 M-20 M-25 M-30 M-35 M-400.18 0.18 0.19 0.2 0.2 0.2
0.25 0.22 0.22 0.23 0.23 0.23 0.230.50 0.29 0.30 0.31 0.31 0.31 0.32
0.75 0.34 0.35 0.36 0.37 0.37 0.38
1.00 0.37 0.39 0.40 0.41 0.42 0.42
1.25 0.40 0.42 0.44 0.45 0.45 0.46
1.50 0.42 0.45 0.46 0.48 0.49 0.491.75 0.44 0.47 0.49 0.50 0.52 0.522.00 0.44 0.49 0.51 0.53 0.54 0.552.25 0.44 0.51 0.53 0.55 0.56 0.572.50 0.44 0.51 0.55 0.57 0.58 0.602.75 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
Over all depth of slab 300 or more 275 250 225 200 175k 1.00 1.05 1.10 1.15 1.20 1.25
Grade of concrete M-15 M-20 M-25 M-30 M-35 M-40
1.6 1.8 1.9 2.2 2.3 2.5
Grade of concrete M10 15 20 25 30 35 40
-- 0.6 0.8 0.9 1 1.1 1.2
Plain M.S. Bars H.Y.S.D. Bars
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
Table 3.1. Permissible shear stress Table tc in concrete (IS : 456-2000)100A s Permissible shear stress in concrete tc N/mm2
< 0.15
Table 3.2. Facor k
Table 3.3. Maximum shear stress tc.max in concrete (IS : 456-2000)
tc.max
Table 3.4. Permissible Bond stress Table tbd in concrete (IS : 456-2000)
tbd (N / mm2)
Table 3.5. Development Length in tension
Grade of concrete tbd (N / mm2) kd = Ld F tbd (N / mm2) kd = Ld F
150 or less1.30
45 50
1.3 1.4
in concrete (IS : 456-2000)