DESIGN OF AQUADUCT Design of Aqueduct at RD 81-82 BINJOR MINOR

(HYDRAULIC)
HYDRAULIC PARAMETERS OF CANAL
DISCHARGE in cumec QC 0.1783
BED WIDTH OF CANAL in m CBW 0.49
DEPTH OF WATER in m DC 0.495
CANAL BED LEVEL in m CBL 151.23
FULL SUPPLY LEVEL in m FSL 151.725
SIDE SLOPE OF CANAL SC 1
MANNING COEFFICIENT N 0.018
FREE BOARD FB 0.45
HYDRAULIC PARAMETERS OF NALLAH
FLOOD DISCHARGE in cumec QN 179.98
HIGH FLOOD LEVEL in m HFL 150.94
HIGH FLOOD DEPTH (M) HFD 1.805
GEN. GROUND LEVEL in m GL 151.33
DRAIN BED LEVEL in m 149.135
DESIGN STEPS
A. HYDRAULIC DESIGN

1. DRAINAGE WATERWAY
LACEY'S REGI. PERIMET. in m P 64.798 P=4.83*SQRT(QN)

Select suitable no. of spans and their width and add to them the width of piers
so that the overall waterway is nearly same as that of Lacey's regime perimeter.

NUMBER OF SPAN NS 7
WIDTH OF SPAN in m WS 8
WIDTH OF PIER in m PW 0.75
OVERALL WATERWAY in m OW 60.5 OW=NS*WS+(NS-1)*PW

2. CANAL WATERWAY
REDUCED WIDTH OF CANAL ,m RWC 1.00 The width of canal is suitably reduced and
splays are provided at d/s and u/s
CONTRACTION SPLAY CS 2
EXPANSION SPLAY ES 3
LEN. OF CONTR. TRANS. in m LCT -0.51 LCT=(CBW-RWC)*CS/2
LEN. OF EXP.TRANSITION in m LET -0.765 LET=(CBW-RWC)*ES/2

In the transition zone the side slope of the channel section will be warped from
1.5 :1 to vertical
3. HEAD LOSS AND BED LEVELS AT DIFFERENT SECTIONS
At section 4-4
AREA OF X-SECTION in sqm
(trepezoidal) D/S of barrel AT 0.49 AT=(CBW+SC*DC)*DC
VELOCITY OF FLOW in m/sec VF1 0.37 VF1=QC/AT
VELOCITY HEAD in m VH1 0.01 VH1=VF12/(2*9.81)
R.L. OF WATER SUR. in m RL1 151.73 RL1=CBL+DC
R.L. OF T.E.L. in m TL1 151.73 TL1=RL1+VH1
At section 3-3
AREA OF X-SECTION in sqm
(rectangular)at barrel AR 0.495 AR=RWC*DC
VELOCITY OF FLOW in m/sec VF2 0.36 VF2=QC/AR
VELOCITY HEAD in m VH2 0.01 VH2=VF22/(2*9.81)
LOSS OF HEAD IN EXPANS. m HLE 0.00 HLE=0.3*(VF22-VF12)/(2*9.81)
R.L. OF T.E.L. in m TL2 151.73 TL2=TL1+HLE
R.L. OF WATER SUR. in m RL2 151.725 RL2=TL2-VH2
R.L. OF BED in m RB 151.230 RB=RL2-DC
HYDRAU. MEAN DEPTH in m HMD 0.249 HMD=AR/(RWC+2*DC)
SLOPE S 0.0003 3721.336 S=VF22*N2/HMD4/3
HEAD LOSS IN TROUGH in m HLT 0.0163 HLT=S*OW
At section 2-2
R.L. OF T.E.L. in m TL3 151.748 TL3=TL2+HLT
R.L. OF WATER SUR. in m RL3 151.7414 RL3=TL3-VH2
R.L. OF BED in m RB1 151.2464 RB1=RL3-DC
At section 1-1
LOSS OF HEAD IN CONT. in m HLC 0.000 HLC=0.2*(VF22-VF12)/(2*9.81)
R.L. OF T.E.L. in m TL4 151.748 TL4=TL3+HLC
R.L. OF WATER SUR. in m RL4 151.741 RL4=TL4-VH1
R.L. OF BED in m RB2 151.246 RB2=RL4-DC

4. TRANSITIONS
A) Expansion Transition
The transition is worked out on the basis of Mitra formula.

BX=LET*CBW*RWC Here LET=Length of expansion transitrion

LET*CBW-(CBW-RWC)*X CBW=Bed width of canal
RWC=reduced width of canal
BX=Width of canal at a distance X
from section 2-2

DIS. X 0 -0.15 -0.31 -0.46 -0.61 -0.77

WIDTH BX 1.00 0.83 0.71 0.62 0.55 0.49
CONTRACTION TRANSITION
The contraction transition is worked out on the basis of same formula as per
expansion transition

BX=LCT*CBW*RWC Here LCT=Length of contraction transitrion

(LCT*CBW-(CBW-RWC)*X) CBW=Bed width of canal
RWC=reduced width of canal
BX=Width of canal at a distance X
from section 3-3

DIS. X 0 -0.10 -0.20 -0.31 -0.41 -0.51

WIDTH BX 1.00 0.83 0.71 0.62 0.55 0.49
5. TROUGH
The trough of the canal is divided into suitable no. of compartments.

NO. OF COMPARTMENTS NC 1
THICKNESS OF INTERMEDIATE WALL TIW 0.00
THICKNESS OF OUTER WALL in m TOW 0.27
WIDTH OF COMPART. in m WC 1.00 WC=(RWC-(NC-1)*TIW)/NC
LENGTH OF TROUGH in m LB 1.54 LB=RWC+2*TOW
FREE BOARD FB 0.45 m

TOTAL DEPTH OF TROUGH 0.95 m

 Nallah

Canal

0.49

1
Section1-1 Section 2-2 Section 3-3

-0.51 60.5 -0.765

Contraction Overall Waterway Length Expansion

Transition Transition
Plan of the Canal and Nallah Intersection

FSL= 151.73 0.45 1

0.27

0.495

1.54

Trough Compartments
STRUCTURAL DESIGN
A) DESIGN OF VERTICAL WALLS
UNIT WEIGHT OF WATER W 9800 N/m3
HEIGHT OF WATER H 0.495 m
BENDING MOMENT AT THE BOTTOM OF
VERTICAL WALLS BMV1 1378.38409 Nm
CONCRETE GRADE M20
FOR THIS GRADE scbc 7 N/mm2 REFER TABLE 1 ON SHEET 2
m 13
sst 150 N/mm2
factor k 0.37759336
j 0.87413555
R 1.15523723
effective depth required 34.5421637 mm
The walls are also to be designed as girder
having a span 8.00 M
minimum thickness required 266.67 mm
SAY 270.00 mm
COVER 50.00 mm
keeping a cover of 50 mm effective depth 220.00 mm
adopt effective depth 220 mm
STEEL REQUIRED Ast 47.783453 mm2
STEEL PROVIDED Ast 810 mm2
dia of bars 12 mm
Area of one bar 113.04 mm2
spacing S 139.555556 mm
provide 10 mm dia bars at spacing 130 mm
area of distribution steel 666.666667 mm2
say 670 mm2
area on each face 335 mm2
dia of bar for distribution steel 8 mm
area of 8 mm bar 50.24 mm2
using 8 mm dia bars spacing required 140 mm

DESIGN OF HORIZONTAL SLAB

ASSUME THIKNESS OF SLAB 150.000 mm
effective span of slab TC 1.27 m
load of water per square metre of slab RBL 9261 N
self weight per square m. of slab UW 3750.000
total load p NUW 13011.000 N
total water pressure on the vertical wall DW 4375.8225 N
Fixing moment at the end of slab 1706.57078 N-m
simply supported B.M. at the centre of the slab 2609.42833 N-m
net B.M. at the centre 902.857558 N-m
The slab is to be designed for this B.M.
Since tension face is outside sst= 190
k 0.32384342
j 0.89205219
R 1.01109831
effective depth d 29.88 mm
say 30 mm
provide total thickness with acover of 50mm 150.00 mm
steel required 177.56 mm2
steel provided 177.57 mm2
dia of bar to be provided 10 mm
using 10 mm dia bars 78.5 mm2
spacing required 442.07 mm
provide 10 mm dia bars at the spacing of 200 mm c/c
area of steel required near supports 433.843414 mm2
area of steel to be provided near supports 433.843414 mm2
anchorage and development length requirements
moment of resistance Mo 3326239.62 N-m
shear force at the end V 8240.3 N
length Lo (=(ls/2-x-3dia)+16dia) here ls is
length of support which is equal to the
thickness of side walls and x is the side
cover 223.333333 mm
Mo/V+Lo 626.988
bond shear stress 0.800 refer table 1
Length Ld 468.750
check mo/V+Lo is > Ld 'yes'
If yes is obtained then requirement is
satisfied otherwise revise the section
percentage area of distribution steel 0.28571429
area of distribution steel 428.571429 mm2
area on each face 214.285714 mm2
spacing of 8 mm dia bars 234.266667 mm
say 230 mm

DESIGN OF SIDE WALLS AS BEAM

LOAD FROM SLAB 8240.3 N
SELF LOAD 5197.5 N
TOTAL LOAD 13437.8 N
MAXIMUM B.M. 107502.4 N-m
Using sst= 190
k 0.32384342
j 0.89205219
R 1.01109831
effective depth 627.52424 mm
actual total depth 1095.00 mm
with a cover of 100 mm , effective depth is 995.00 mm
Ast required 637.457467 mm2
dia of bar to be provided 16 mm
area of one bar 200.96 mm2
using 20mm dia bars, number of bars 3.17206144
say 4
provide 4 bars of 20 mm dia
Actual Ast provided 803.84 mm2
shear force 53751.200
shear stress 0.200
As/(bd)*100 0.299
permissible shear stress for As/(bd)*100 is 0.230 table 2
check if shear strss is greater than the permissible shear stress 'no'
if yes then provide shear reinforcement as calculated below
shear resistence of concrete 67999.500
Vs -14248.300
using 8 mm dia two legged stirrups Asv 100.480 mm2
spacing of stirrups -1333.194 mm
Maximum spacing allowable 232.592593 mm
provide spacing -1330 mm
provide 2-12 mm dia holding bars at the top.
 270.00 270.00
2-12 mm f

8 mm f @ F.B.=
140 mm 450
8 mm dia bars @ 140 mm c/c 945
12 mm f @ M-20 Conc.
130 mm
1000
10 mm f @ 400
mm c/c
150 mm

16 mm f .
4 no. 10 mm f @ 200
8 mm f @ mm c/c
200 mm c/c
-1)*PW

reduced and
d u/s

)*CS/2
)*ES/2
C)*DC

F12)/(2*9.81)

2*DC)

F12)/(2*9.81)

on transitrion

canal
a distance X

ion transitrion

canal
a distance X
)*TIW)/NC
 0.49

Section 4-4

pansion
ansition
ON SHEET 2
 TABLE 1
PERMISSIBLE STRESSES IN CONCRETE
(IS-456-1978)
PERMISSIBLE BOND
STRESS IN STRESS
GRADE OF COMPRESSION tbd
CONCRETE (N/mm2) N/mm2
BENDING DIRECT
scbc scc
M10 3.00 2.50 0
M15 5.00 4.00 0.6
M20 7.00 5.00 0.8
M25 8.50 6.00 0.9
M30 10.50 8.00 1
M35 11.00 9.00 1.1
M40 13.00 10.00 1.2

TABLE 2
PERMISSIBLE SHEAR STRESS IN CONCRETE
(IS 456-1978)
100*As/bd M15 M20 M25 M30
0.25 0.22 0.22 0.23 0.23
0.5 0.29 0.3 0.31 0.31
0.75 0.34 0.35 0.36 0.37
1 0.37 0.39 0.4 0.41
1.25 0.4 0.42 0.44 0.45
1.5 0.42 0.45 0.46 0.48
1.75 0.44 0.47 0.49 0.5
2 0.44 0.49 0.51 0.53
2.25 0.44 0.51 0.53 0.55
2.5 0.44 0.51 0.55 0.57
2.75 0.44 0.51 0.56 0.58
3 & ABOVE 0.44 0.51 0.57 0.6

TABLE 3
MAXIMUM SHEAR STRESS IN CONCRETE
(IS 456-1978)
CONCRETE GRADE M15 M20 M25 M30 M35 M40
MAX. SHEAR STRESS 1.6 1.8 1.9 2.2 2.3 2.5

TABLE 4
 AQUEDUCT AT BINJOR MINOR RD 81-82
A Hydraulic Parameters of Canal : --
1 Discharge 0.1783 cumec
2 Bed width of canal 0.490 m.
3 Full Supply Depth 0.495 m.
4 Canal bed level 151.230 m.
5 Full supply level 151.725 m.
6 Side slope 1 :1
7 Free board 0.450 m.
8 Manning,s coeff. 0.018

B Hydraulic Parameters of Drain : --

1 Flood discharge 179.980 m.
2 High flood level 150.940 m.
3 Drain bed level 149.135 m.
4 Gen.ground level 151.330 m.

C Field Data Assumed

1 Safe bearing capacity 25 t/sqm.
2 Angle of internal friction 28 degree
3 Silt factor 1.250
4 Value of C 0.250 kg/sqcm.
5 Safe exit gradient 0.2

Design data supplied by the Superintending Engineer Irrigation Circle Sriganganagar

vide
Notesletter no.1979 dt.7.07.2005.
1 All dimensions are in mm and R.L. are in metres.
2 Concrete in trough and pier cap will be of M-20 grade.
3 All steel reinforcement of grade Fe 415 conforming to IS : 1786.
4 For ensuring proper cover between concrete and steel reinforcement,specially made polymer
cover block / steel chairs be used.
5 The concreting operation shall be carried out continuously upto the construction joint.
6 Reinforcement cover,laps etc shall conform to IS 456 : 2000.
7 In pier cap 8 mm dia bars @ 200 mm c/c in both ways are to be provided at top and bottom.
7 Bending of reinforcement bars shall be as per IS : 2502.
8 Adequate precaution shall be taken against leakage by providing water bars, water proofing
compound
9 Copper strips 500mm wide and 1.5mm th.shall be embedded in trough walls and base slab at
construction joint of trough spans carefully by brazing so as to form continuous water tight
diaphragm.
10 12 MM Thick bitumen joint filler sheet (Bitumen Cake) conforming to IS : 1838 shall be provided
in two trough joints.
11 As per IS code 7784 (part ii section 3) suitable guide banks shall be constructed to guide river
water smoothly near the aqueduct.
12 As per per data supplied by field officers , H.F.L. of drain is at 150.94 mt and the bottom level of
canal trough slab is coming out to be at RL 151.08 mt.Thus clear level difference between HFL
and invert level of trough is 0.14 mt.which is less than the requirement of 1mt. For this bed of
drain needs to be depressed and paved the floor so that the flood in the drain can be passed
without heading up of water in the upstream of aqueduct as such.Necessary provisions may be
kept in the estimate also.
13 The pier is having semi circular shape in both faces beyond trough along drain having dia 0.75
mt.at top and 1.23 mt.at RL 148.00
14 No dimension shall be directly measured from the drawing.
15 SBC of soil has been assumed as 25.00 t/sqm. And silt factor as 1.25 . Soil tests are to be
carried out at pier locations and ensure the assumed parameters otherwise design is to be
modified accordingly.
16 The deepest nallah level has to be avoided while locating piers.
17 Suitable u/s & d/s transitions joining canal & trough are to be provided as per site.
18 Corner champering trough 75 mm in horizontal & vertical and also provide nominal
reinforcement 8mm dia @ 200 mm c/c of required length.
 DESIGN OF PIERS OF AQUEDUCT AT BINJOR MINOR RD 81-82

The relevant data are as below : --

1 Clear span between piers 8.000 mt.

2 Overall width of canal trough 1.540 mt.
3 No of beams 2.000
No.of compartments 1.000
Width of each compartment 1.000
4 Width of each beam 0.270 mt.
5 Invert level of the trough slab 151.080 mt.
6 H.F.L. of drain 150.940 mt.
7 Drain bed level 149.135 mt.
8 Lacey,silt factor 1.250
9 Bearing capacity of soil 25.000 t/sqm
10 Maximum allowable compressive stress in brick 10.000 kg/sqcm
masonry for piers
11 Allowable tension in brick masonry nil
12 Area of elevation in superstructure per span 14.500 sqm
13 C.G. of the exposed area in elevation of 0.550 mt
superstructure below roadway
14 Maximum flood discharge 180.000 cumecs
15 Thickness of pier upto 1mt below drain bed 148.000 mt. 0.750 mt
Increase in footing in both directions 0.150 mt
16 Thickness of pier below drain bed from 148.00 mt to 147.000 0.900 mt
17 Thickness of pier below drain bed from 147mt to 146.000 1.050 mt
Thickness of pier below drain bed from 146mt to 145.240 1.200 mt
18 Width of foundation footing from 145.24 mt to 144.940 1.500 mt
19 Thickness of pier cap 0.200 mt
20 Thickness of Trough Slab 0.150
21 Canal Bed Level 151.230 mt
22 FSD in Canal 0.495 mt
Top level of trough 152.175 mt
23 Free Board in Canal 0.450 mt
24 Top Length of pier 2.290 mt
25 Side slope of pier 1in 12.000
Length of pier at HFL 150.940 2.280
26 Length of pier at drainage bed RL 149.135 2.581 mt
27 Length of pier at foundation RL 148.000 2.770 mt
a Length of pier at RL 147.000 2.920
b Length of pier at RL 146.000 3.070
Length of pier at RL 145.240 3.220
28 Length of pier at found.bed RL 144.940 3.520
29 Foundation conc.offset 0.150 mt
30 Unit wt of conc. 2.400 t/cum
31 Unit wt of brick masonry. 1.920 t/cum
32 Total waterway between piers 60.500 mt
Design
1 Determinations of depth of foundations
Normal depth of scour R= 0.47(Q/f)^1/3 = 2.463 mt
Say 2.500 mt
Anticipated depth of scour around piers = 2R = 5.000 mt
The minimum depth of foundation below anticipated scour (2R) should not be
less than one metre.
Depth of foundation below H.F.L. 6.000 mt
Level of bottom of foundation = 144.940 mt
2 Tentative section of pier
 AQUEDUCT AT BINJOR MINOR RD 81-82
ONLY FOR ESTIMATION PURPOSE & NOT FOR EXECUTION

8625 8750 8750 8750 8750 8750 8625

Abut.bed
146.500
Pier bed= 144.940

PIERS & ABUTMENTS LAY OUT PLAN

151.080
H.F.L.= 150.940 150.880

Drainage Bed 0.75 149.135

148.135
0.900 147.000
1.050 146.000
1.200 145.240
FOUND.CONC 1:3:6 144.9
1.500
X - Section of Pier along drain

Top RL = 152.175
F.S.L.= 151.725
C.B.L.= 151.230
150.880
2.290
1
Slope 12

Drain bed level 149.135

2.58 148.000
2.92 147.000
3.07 146.000
3.22 145.240
144.940
3.52

X-Section of Pier across drain

ACCEPTED

A.En Ex.En Director Canal Chief Engineer (North) Chief Engineer

Gates Gates Dn ID&R Irrg Unit Hanumangarh. ID&R Irrg Unit
Jaipur Jaipur
3 Evaluation of forces acting on the pier

a Dead load of superstructure

Wt.of trough slab 4.851 t
Wt. Of beam 10.716 t
b Load due to contained water in the trough 8.269 t
c Temperature force 0.715 t
R.L.of point of application 151.080 m
d Wind force
When water level is at HFL in drain Av.height 0.763 m
Intensity of presure 45.000 kg/sqm
Total wind force on structure 0.653 t
R.L.of point of application 151.703 m
e Wind force when there is no water in drain
Average ht.of area of elevation above bed level 2.568 m
Intensity of presure 55.000 kg/sqm
Total wind force on structure 0.798 t
R.L.of point of application 151.703

4 Design of pier
The Pier should be checked at two levels At bed level 149.135
At foundation level 144.940

a Stress in the pier at R.L.(Nallah bed) 149.135

b= 1.831 0.5b= 0.915
Area of pier at bed level A= 1.815 sqmt d= 0.750 0.5d= 0.375
Ixx = 1/12bd^3+22/7*1/64*d^4
Ixx = 0.080

Iyy = 1/12*db^3+2(0.11*(0.5d)^4+(0.5*22/28*0.5d^2)(0.5b+4d/(3*22/7))

Iyy = 0.898

Dead load of bed block

Plan Area 1.597 sqm Thickness 0.200 m
Weight = 0.766 t
Dead load of pier 4.286 t

Force due to Bouyancy

Length of pier at HFL= 2.280
Area of X section of pier at HFL = 1.589
Wt.of water displaced = 3.072 t
Force due to Bouyancy allowing 15% upward force = 0.461 t

Force on pier due to current of water

Max. velocity V = Q/PR = 1.190 m/sec

Max value of scour depth = 2R= 5.000 m/sec
Assuming variation of V^2 to be linear its value at bed level 0.905
Pressure due to current of water P = K V^2
The value of K is 35 for semi-circular nose in metric units K= 35
Pressure at water level 49.570 kg/sqm
Pressure at bed level 31.675
The area on which water pressure acts = 1.354 sqm
Total pressure = 0.055 t
Height of centre of pressure from bottom= 0.969 m
 Force perpendicular to length of pier
Maximum variation in direction of current 20 deg. Sin 20 = 0.342
Maximum velocity at top Vmax = V sin 20 0.407
At top level velocity Vmax2 0.166
At bed level velocity Vmin2 0.106
Assuming for rectangular shape K= 80
Presure intensity at top = 13.254
Presure intensity at bottom = 8.469
Average area of the pier from HFL to drain bed = 4.387 sqm
Total force = 0.048 t
Height of centre of pressure = 0.969 m

Wind force on pier when there is no water in no water

Intensity of pressure at bottom of pier = 40.000 kg/m2

Intensity of pressure at top of pier = 52.000 kg/m2
( As per IS code )
Average intensity = 46.000 kg/m2
Area = 1.459 m2
Force = 0.067 t
Point of application = 1.015 From drain bed level

Stresses in pier when HFL in drain

a) Total vertical loads 28.889 t

b) Buoyancy force 0.461 acting upward
Thus net vertical force 28.428 t

Moment about x-x axis

Due to temperature force 1.391 t-m
Due to water current force in perp. Direction. 0.046 t-m
Total moment 1.437 t-m
Moment about y-y axis
Wind force on superstructure 1.675 t-m
Water current force in the long.direction 0.053 t-m
Total moment 1.729 t-m

Now stress = 24.892 t/sqm or 6.435 t/sqm

Stress in pier when no water in the drain

Vertical load P 28.889

Moment about x-x axis 1.437
Moment about y-y axis 1.743

Now stresses 25.167 t/sqm or 6.668 t/sqm

b Stress in the pier at R.L.(Pier Foundation) 144.940

B= 1.500
D= 3.520
Area of pier at foundation level A1 = 5.280 sqmt
Ixx= 0.990
Iyy= 5.452
Dead load of pier below drain bed level at RL 149.135
Area of pier at RL 148.135 1.957 sqmt
Area of pier at RL 147.000 2.628 sqmt
Area of pier at RL 146.000 3.224 sqmt
Area of pier at RL 145.240 3.864 sqmt
 Area of pier at RL 144.940 5.280 sqmt
Wt bet R.L 149.135 and 148.000 4.110 t
Wt bet R.L 148.000 and 147.000 5.046 t
Wt.betR.L 147.000 and 146.000 6.189 t
Wt.betR.L. 146.000 and 145.240 5.638 t
Wt.betR.L. 145.240 and 144.940 3.802 t

Wt.betRL. 149.135 and 144.940 24.785

Total dead load of pier up to foundation 53.674 t
Wt.of water displaced = 6.200 t
Force due to buoyancy allowing 15% upward force = 0.930 t
Stresses in pier when HFL in drain

a Total vertical loads 53.674 t

Buoyancy force 0.930 t
Thus net vertical force 52.744 t

Moment about x-x axis

Due to temperature force 4.391 t-m
Due to water current force in perp. Direction. 0.046 t-m
Total moment 4.437 t-m
Moment about y-y axis
Wind force on superstructure 4.413 t-m
Water current force in the long.direction 0.053 t-m
Total moment 4.466 t-m

Now stress = 14.792 t/sqm or 5.186 t/sqm

Stresses in pier when no water in drain

Now stress = 14.968 t/sqm or 5.363 t/sqm
 AQUEDUCT AT BINJOR MINOR RD 81-82
A Hydraulic Parameters of Canal : --
1 Discharge 0.1783 cumec
2 Bed width of canal 0.490 m.
3 Full Supply Depth 0.495 m.
4 Canal bed level 151.230 m.
5 Full supply level 151.725 m.
6 Side slope 1 :1
7 Free board 0.450 m.
8 Manning,s coeff. 0.018

B Hydraulic Parameters of Drain : --

1 Flood discharge 179.980 m.
2 High flood level 150.940 m.
3 Drain bed level 149.135 m.
4 Gen.ground level 151.330 m.

C Field Data Assumed

1 Safe bearing capacity 25 t/sqm.
2 Angle of internal friction 28 degree
3 Silt factor 1.250
4 Value of C 0.250 kg/sqcm.
5 Safe exit gradient 0.2

Design data supplied by the Superintending Engineer Irrigation Circle Sriganganagar

vide letter no.1979 dt.7.07.2005.
Notes
1 All dimensions are in mm and R.L. are in metres.
2 Concrete in trough and pier cap will be of M-20 grade.
3 All steel reinforcement of grade Fe 415 conforming to IS : 1786.
4 For ensuring proper cover between concrete and steel reinforcement,specially made polymer
cover block / steel chairs be used.
5 The concreting operation shall be carried out continuously upto the construction joint.
6 Reinforcement cover,laps etc shall conform to IS 456 : 2000.
7 Bending of reinforcement bars shall be as per IS : 2502.
8 Adequate precaution shall be taken against leakage by providing water bars, water proofing
compound
9 Copper strips 500mm wide and 1.5mm th.shall be embedded in trough walls and base slab at
construction joint of trough spans carefully by brazing so as to form continuous water tight
diaphragm.
10 12 MM Thick bitumen joint filler sheet (Bitumen Cake) conforming to IS : 1838 shall be
provided in two trough joints.
11 As per IS code 7784 (part ii section 3) suitable guide banks shall be constructed to guide river
water smoothly near the aqueduct.
12 As per per data supplied by field officers , H.F.L. of drain is at 150.94 mt and the bottom level of
canal trough slab is coming out to be at RL 151.08 mt.Thus clear level difference between HFL
and invert level of trough is 0.14 mt.which is less than the requirement of 1mt. For this bed of
drain to be depressed and paved the floor so that the flood in the drain can be passed without
heading up of water in the upstream of aqueduct as such.Necessary provisions may be kept in
the estimate also.

13 The pier is having semi circular shape in both faces along drain having dia 0.75 mt.at top and
1.23 mt.at RL 148.00
14 No dimension shall be directly measured from the drawing.
15 SBC of soil has been assumed as 25.00 t/sqm. And silt factor as 1.25 . Soil tests are to be
carried out at pier locations and ensure the assumed parameters otherwise design is to be
modified accordingly.
16 The deepest nallah level has to be avoided while locating piers.
17 Suitable u/s & d/s transitions joining canal & trough are to be provided as per site.
Abut.bed
DESIGN OF AQUADUCT Design of Aqueduct on Kukund River at Baretha Main canal No. 2
(HYDRAULIC)
HYDRAULIC PARAMETERS OF CANAL
DISCHARGE in cumec QC 1.013
BED WIDTH OF CANAL in m CBW 2.5
DEPTH OF WATER in m DC 0.75
CANAL BED LEVEL in m CBL 201.65
FULL SUPPLY LEVEL in m FSL 201.82
SIDE SLOPE OF CANAL SC 1
MANNING COEFFICIENT N 0.018
FREE BOARD FB 0.5
HYDRAULIC PARAMETERS OF NALLAH
FLOOD DISCHARGE in cumec QN 788.44
HIGH FLOOD LEVEL in m HFL 200.08
HIGH FLOOD DEPTH (M) HFD 3.39
GEN. GROUND LEVEL in m GL 200.61
DRAIN BED LEVEL in m 196.69
DESIGN STEPS
A. HYDRAULIC DESIGN

1. DRAINAGE WATERWAY
LACEY'S REGI. PERIMET. in m P 64.798

Select suitable no. of spans and their width and add to them the width of piers
so that the overall waterway is nearly same as that of Lacey's regime perimeter.

NUMBER OF SPAN NS 6
WIDTH OF SPAN in m WS 5
WIDTH OF PIER in m PW 1.5
OVERALL WATERWAY in m OW 60.5

2. CANAL WATERWAY
REDUCED WIDTH OF CANAL ,m RWC 1.5 The width of canal is suitably re
splays are provided at d/s and u
CONTRACTION SPLAY CS 2
EXPANSION SPLAY ES 3
LEN. OF CONTR. TRANS. in m LCT -0.51
LEN. OF EXP.TRANSITION in m LET -0.765

In the transition zone the side slope of the channel section will be warped from
1.5 :1 to vertical

3. HEAD LOSS AND BED LEVELS AT DIFFERENT SECTIONS

At section 4-4
AREA OF X-SECTION in sqm
(trepezoidal) D/S of barrel AT 0.49
VELOCITY OF FLOW in m/sec VF1 0.37
VELOCITY HEAD in m VH1 0.01
R.L. OF WATER SUR. in m RL1 202.15
R.L. OF T.E.L. in m TL1 202.15
At section 3-3
AREA OF X-SECTION in sqm
(rectangular)at barrel AR 0.495
VELOCITY OF FLOW in m/sec VF2 0.36
VELOCITY HEAD in m VH2 0.01
LOSS OF HEAD IN EXPANS. m HLE 0.00
R.L. OF T.E.L. in m TL2 151.73
R.L. OF WATER SUR. in m RL2 151.725
R.L. OF BED in m RB 151.230
HYDRAU. MEAN DEPTH in m HMD 0.249
SLOPE S 0.0003 3721.3358
HEAD LOSS IN TROUGH in m HLT 0.0163
At section 2-2
R.L. OF T.E.L. in m TL3 151.748
R.L. OF WATER SUR. in m RL3 151.74139966
R.L. OF BED in m RB1 151.24639966
At section 1-1
LOSS OF HEAD IN CONT. in m HLC 0.000
R.L. OF T.E.L. in m TL4 151.748
R.L. OF WATER SUR. in m RL4 151.741
R.L. OF BED in m RB2 151.246

4. TRANSITIONS
A) Expansion Transition
The transition is worked out on the basis of Mitra formula.

BX=LET*CBW*RWC Here LET=Length of expansion

LET*CBW-(CBW-RWC)*X CBW=Bed width of canal
RWC=reduced width of ca
BX=Width of canal at a di

DIS. X 0 -0.15 -0.31 -0.46 -0.61

WIDTH BX 1.00 0.83 0.71 0.62 0.55
CONTRACTION TRANSITION
The contraction transition is worked out on the basis of same formula as per
expansion transition

BX=LCT*CBW*RWC Here LCT=Length of contraction

(LCT*CBW-(CBW-RWC)*X) CBW=Bed width of canal
RWC=reduced width of ca
BX=Width of canal at a di

DIS. X 0 -0.10 -0.20 -0.31 -0.41

WIDTH BX 1.00 0.83 0.71 0.62 0.55
5. TROUGH
The trough of the canal is divided into suitable no. of compartments. Intermediate wall of
thickness 0.3m(min) is provided in between compartments. The road shall be carried on the
top of one of the compartments
NO. OF COMPARTMENTS NC 1
THICKNESS OF INTERMEDIATE WALL TIW 0.00
THICKNESS OF OUTER WALL in m TOW 0.35
WIDTH OF COMPART. in m WC 1.00
LENGTH OF TROUGH in m LB 1.54
FREE BOARD FB 0.60 m
BOTTOM LEVEL OF SLAB BLS 1.10 m
TOTAL DEPTH OF TROUGH 1.10 m

Nallah

Canal
0.49

1
Section1-1 Section 2-2

-0.51 60.5

Contraction Overall Waterway Length

Transition
Plan of the Canal and Nallah Intersection

FSL= 201.82 0.5 1

0.495

1.54

Trough Compartments

STRUCTURAL DESIGN
A) DESIGN OF VERTICAL WALLS
WEIGHT OF WATER W 9800
HEIGHT OF WATER H 0.495 m
BENDING MOMENT AT THE BOTTOM OF
VERTICAL WALLS BMV1 2144.4562125
CONCRETE GRADE M20
FOR THIS GRADE scbc 7 REFER TABLE 1 ON SHEET 2
m 13
sst 150
factor k 0.377593361
j 0.8741355463
R 1.1552372262
effective depth required 43.084693114 mm
The walls are also to be designed as girder
having a span 8.00 M
minimum thickness required 266.67 mm
SAY 270.00 mm
COVER 50.00 mm
keeping a cover of 50 mm effective depth 220.00 mm
adopt effective depth 220 mm
STEEL REQUIRED Ast 810 mm2
dia of bars 16 mm
Area of one bar 200.96 mm2
spacing S 248.09876543 mm
provide 10 mm dia bars at spacing 240 mm
area of distribution steel 666.66666667 mm2
say 670 mm2
area on each face 335 mm2
dia of bar for distribution steel 8 mm
area of 8 mm bar 50.24 mm2
using 8 mm dia bars spacing required 140 mm

DESIGN OF HORIZONTAL SLAB

ASSUME THIKNESS OF SLAB 200.000 mm
effective span of slab 0.77 m
load of water per square metre of slab 4851 N
self weight per square m. of slab 3750.000
total load p 13011.000 N
total water pressure on the vertical wall 1200.6225 N
Fixing moment at the end of slab 1050.1974 N-m
simply supported B.M. at the centre of the slab 2609.4283333 N-m
net B.M. at the centre 1559.2309333 N-m
The slab is to be designed for this B.M.
Since tension face is outside sst= 190
k 0.3238434164
j 0.8920521945
R 1.0110983059
effective depth d 39.27 mm
say 30 mm
provide total thickness with acover of 50mm 200.00 mm
steel required 450 mm2
dia of bar to be provided 12 mm
using 16 mm dia bars A16 113.04 mm2
spacing required 251.20 mm
provide 16 mm dia bars at the spacing of 440 mm c/c
area of steel required near supports 266.98056266 mm2
area of steel to be provided near supports 266.98056266 mm2
anchorage and development length requirements
moment of resistance Mo 653152.50728 N-m
shear force at the end V 8240.3 N
length Lo (=(ls/2-x-3dia)+16dia) here ls is
length of support which is equal to the
thickness of side walls and x is the side
cover 249.33333333 m
Mo/V+Lo 328.597
bond shear stress 0.800 refer table 1
Length Ld 562.500
check mo/V+Lo is > Ld 'no'
If yes is obtained then requirement is
satisfied otherwise revise the section
percentage area of distribution steel 0.2714285714
area of distribution steel 571.42857143 mm2
area on each face 285.71428571 mm2
spacing of 8 mm dia bars 175.7 mm
say 170 mm

DESIGN OF SIDE WALLS AS BEAM

LOAD FROM SLAB 8240.3 N
SELF LOAD 6022.5 N
TOTAL LOAD 14262.8 N
MAXIMUM B.M. 114102.4 N-m
Using sst= 190
k 0.3238434164
j 0.8920521945
R 1.0110983059
effective depth 646.50042725 mm
actual total depth 1245.00 mm
with a cover of 100 mm , effective depth is 1145.00 mm
Ast required 247.5038782 mm2
dia of bar to be provided 12 mm
area of one bar 113.04 mm2
using 20mm dia bars, number of bars 2.1895247541
say 3
provide 5 bars of 20 mm dia
Actual Ast provided 339.12 mm2
shear force 57051.200
shear stress 0.185
As/(bd)*100 0.110
permissible shear stress for As/(bd)*100 is 0.260 table 2
check if shear strss is greater than the permissible shear stress 'no'
if yes then provide shear reinforcement as calculated below
shear resistence of concrete 87399.000
Vs -30347.800
using 8 mm dia two legged stirrups Asv 100.480 mm2
spacing of stirrups -720.297 mm
Maximum spacing allowable 232.59259259 mm
provide spacing -720 mm
provide 2-12 mm dia holding bars at the top.

270.00 270.00
 2-12 mm f
f.b. = 60.00
mm
8 mm f @
140 mm
8 mm f 2 legged stirrups 1.10
16 mm f @ metre
240 mm

12 mm f @ 880
mm c/c
200.00

20 mm f .
3 no. 12 mm f @ 440
mm c/c
Main canal No. 2

P=4.83*SQRT(QN)

OW=NS*WS+(NS-1)*PW

The width of canal is suitably reduced and

splays are provided at d/s and u/s

LCT=(CBW-RWC)*CS/2
LET=(CBW-RWC)*ES/2

AT=(CBW+SC*DC)*DC
VF1=QC/AT
VH1=VF12/(2*9.81)
RL1=CBL+DC
TL1=RL1+VH1
 AR=RWC*DC
VF2=QC/AR
VH2=VF22/(2*9.81)
HLE=0.3*(VF22-VF12)/(2*9.81)
TL2=TL1+HLE
RL2=TL2-VH2
RB=RL2-DC
HMD=AR/(RWC+2*DC)
S=VF22*N2/HMD4/3
HLT=S*OW

TL3=TL2+HLT
RL3=TL3-VH2
RB1=RL3-DC

HLC=0.2*(VF22-VF12)/(2*9.81)
TL4=TL3+HLC
RL4=TL4-VH1
RB2=RL4-DC

Here LET=Length of expansion transitrion

CBW=Bed width of canal
RWC=reduced width of canal
BX=Width of canal at a distance X
from section 2-2

-0.77
0.49

Here LCT=Length of contraction transitrion

CBW=Bed width of canal
RWC=reduced width of canal
BX=Width of canal at a distance X
from section 3-3

-0.51
0.49
 WC=(RWC-(NC-1)*TIW)/NC
LB=RWC+2*TOW

BLS=DC+FB ABOVE THE BED LEVEL OF TROUGH

0.49

Section 3-3 Section 4-4

-0.765

Expansion
Transition
ah Intersection

0.27

REFER TABLE 1 ON SHEET 2

refer table 1
 AQUEDUCT AT BINJOR MINOR RD 81-82
ONLY FOR ESTIMATION PURPOSE & NOT FOR EXECUTION
270.00 270.00
2-12 mm f
151.08
150.88 Abut.cap
8 mm f @ F.B.= Abut.cap
8mm dia 140 mm 450 Water side 500
140 mm c/c 945 Earth fill
12 mm f @ M-20 Conc. 0.15 0.6
130 mm 1 1
1000
10 mm f @ 400 Brick Masonry
mm c/c in1:3 C.M.
150

16 mm f .
4 no. 10 mm f @ 200 146.8
8 mm f @ mm c/c Found. C.C. 1:3:6 146.5
200 mm c/c 3560
4560

Aqueduct section with reinf. Details Abutment section

8625 8750 8750 8750 8750 8750 8625

Abut.bed
146.500
Pier bed= 144.940

Piers & Abutments Layout Plan

151.080
H.F.L.= 150.940 150.880
Pier cap Brick
Masonry
in C.M.1:3

Drainage Bed 750 149.135

148.135
1050 147.000
1050 146.000
1200 145.240
FOUND.CONC 1:3:6 144.94
1500
X - Section of Pier along drain
Top RL = 152.175
F.S.L.= 151.725
C.B.L.= 151.230
150.880
2290
1
Slope 12

Drain bed level 149.135

2581 148.000
2920 147.000
3070 146.000
3220 145.240
144.940
3520

X-Section of Pier across drain

Data & Notes have been given on back side.

ACCEPTED

A.En Ex.En Director Canal Chief Engineer (North) Chief Engineer

Gates Gates Dn ID&R Irrg Unit Hanumangarh. ID&R Irrg Unit
Jaipur Jaipur