DR.B.R.

AMBEDKAR PRANAHITHA-CHEVELLA SUJALA SRAVANTHI

PACKAGE-21
DESIGN OF UNDER TUNNEL AT Km. 25.509
(Gravity Canal from Kondam Cheruvu to Gadkol)
CONTENTS
S.No

DESCRIPTION

NOTE ON DESIGN FEATURES

II

DESIGN CALCULATIONS

1 HYDRAULIC PARTICULARS OF CANAL

2 STREAM PARTICULARS

3 M.F.L & VENTWAY

4 TRANSITIONS

12

5 TAIL CHANNEL

13

6 T.E.L.CALCULATIONS

14

7 DESIGN OF DROPS

21

8 SCOUR DEPTH

22

9 DESIGN OF HEAD WALL, WING WALL & RETURNS

23

10 DESIGN OF BARREL

III

Page No

DRAWINGS
1. INDEX & CATCHMENT AREA MAP
2. PLAN PROFILE
3. GRID PLAN
4. LS & CS OF STREAM
5. GENERAL PLAN & SECTION
6. R C C DETAILS OF BOX AND SECTIONS

31

DR.B.R.AMBEDKAR PRANAHITHA-CHEVELLA SUJALA SRAVANTHI

PACKAGE-21
DESIGN OF UNDER TUNNEL AT Km. 25.509
NOTE ON DESIGN FEATURES
1.0 INTRODUCTION:
The alignment of gravity Canal from Kondam cheruvu to gadkol under DR.B.R.AMBEDKAR PRANAHITHACHEVELLA SUJALA SRAVANTHI crosses the stream @ Km.25.509. As seen from the Bed Level of Canal and
stream a Under tunnel is feasible. Hence, a Box type Under tunnel is designed with the following
Hydraulic Particulars.
2.0 HYDRAULIC PARTICULARS OF CANAL:
Sl. No. Description

Units
cumecs

Particulars

Discharge (R / D)

Bed Width

8.492 / 8.517
6.200

F.S.D

Side Slopes

---

Bed fall

---

1 in 6000

Value of rugosity

---

0.018

Free board

0.750

Velocity

m/sec

0.733

Top Width of banks L/R

10

C.B.L

11

F.S.L

+ 422.649

12

T.B.L

+ 423.399

13

Stream bed level @ crossing

+ 415.985

1.400
1.5 :1 / 2.0 :1

4.0 + Dowel / 2.500

+ 421.249

3. STREAM PARTICULARS
Sl. No. Description

Units

Particulars

Catchment Area

Sq.Km

2.724

M.F.D by Dickens formula

Cumecs

35.410

Bed level of stream crossing

+ 415.985

Bed fall

---

1 in 299

Value of n (assumed)

---

0.030

Avg. depth of flow

1.620

Avg. velocity

m/sec

1.269

MFL's
i. at crossing

+ 418.052

ii. at 20 m u/s

+ 418.172

ii. at 20m d/s

+ 417.746

4.
FLOW
TheVENT
canalWAY
bedFOR
levelSTREAM
@ crossing
is +421.249 and the stream bed level @ crossing is +415.985.There is head
way of 5.264 m for stream flow under the canal. Hence Two vents of 2.4 x 1.5 m (RCC box) is proposed.
Barrel is of Box type proposed in VRCC M 30. Below the barrel 150 mm thick base in CC M10 is proposed.
PCSS/P-21/KC-G/GC/UT_3.794

Canal bed level

+ 421.249

Thickness of roof +Sealing coat

0.350

Inside of barrel top slab

+ 417.485

Barrel depth

1.500

Barrel floor Level

+ 415.985

+ 0.04

5.0 TOTAL ENERGY LEVELS:

The total energy levels are worked out from d/s of the structure. The coefficients for sudden expansion
and sudden contraction considered are 0.5 and 0.3 respectively. Similarly the coefficients for gradual
expansion and contraction considered as 0.3 and 0.2 respectively. The head over the drop is found by
trial and error. The following are T.E.L & MFLs.
S.No.

Description

M.F.L.

T.E.L

Section 8-8 (Just outside the transition)

417.555

417.623

Section-7-7 (Just inside the transition)

417.544

417.634

Section-6-6 (Just outside the exit end of barrel)

417.279

417.774

Section-5-5 (Just inside the barrel @ exit end)

(Barrel roof level +)

417.965

Section-4-4 (Just inside the barrel at entrance)

417.485

418.443

Section-3-3 (Just outside the barrel @ entrance)

418.349

418.548

Section-2-2 (Just inside u/s transition)

418.551

418.585

8
Section-1-1 (first Drop )
As seen from the above the barrel will partial flow.

418.551

6. DESIGN OF DROP
The difference in barrel floor level and U/s stream bed level is to be negotiated by a drop of -3.03m. The
drop crest level considered is stream B.L.at 20m u/s ie., +416.33. The top width and bottom width are
calculated by the formula given in the CWC manual on falls. Thickness of apron and length of apron are
also calculated by the formula given in the above manual.
The following are the dimensions of drop:

1st Drop

1. Top Width

0.500 m

2. Bottom Width

0.500 m

3. Thickness of apron

0.150 m

4. Length of apron

10.000 m

including 75mm wearing coat

The drop wall is proposed in VCC M20 and apron is proposed to be constructed in VCC M20 using 40 MSA.
Thickness of foundation under the drop is 500 mm in VCC M20.
7.0 SCOUR DEPTHS:
The widths of transitions @ entry and exit are 17.14 m and 17.14 m respectively. With silt factor as 1, the
maximum scour levels on U/s & D/s works out to + 415.26 & + 414.265 respectively. The foundation of u/s
Returns and Drop is proposed @ + 415.41. Hence cut-off on U/s is not required. On D/s the foundation
level is + 415.21 However provided 4.9 m cutoff.

8. SUB-STRUCTURE
PCSS/P-21/KC-G/GC/UT_3.794

The Barrel is of R.C.C box type and designed for earth/ water over it and earth pressure on sides. The
analysis is done in STAAD Analysis for the different load combinations i.e., U.T barrel full with earth
pressure, U.T barrel empty with earth pressure. The stresses and coefficients adopted are,

PCSS/P-21/KC-G/GC/UT_3.794

Mix proposed

M30

(As per IS3370 -Part I 2009)

Stress in concrete

10

Kg/cm2

(As per IS3370 -Part II 2009)

Stress in steel

1300

Kg/cm2

(As per IS3370 -Part II 2009)

Modular ratio

9.333

Lever arm coefficient

0.861

Neutral axis coefficient

0.418

M.R coefficient

1.798

Thickness of the top and bottom slabs under the trough and under the bank works out to 35 cm. The
thickness of the External wall and internal wall is 30 cm. & 20 cm. It is checked for shear and bond.
12mm thick expansion joints with 225 wide PVC water stopper are proposed at the interface of the earth
bank and the trough. They shall be filled with Asphaltic joint filler.
The Head wall, Wings & Returns are designed for saturated earth pressures keeping the water face
vertical and rear batter and stability calculations are done as per T.V.A procedure.
The Foundation under the wings and returns is 500 mm in VCC M20 using 40 MSA. The following are the
stresses in the Wings and returns.

Sl.
No.

STRESS STABLE

Soil (t/m)
Max

Min

Return wall (u/s)

10.126

5.418

wing wall(U/s)

10.936

4.351

Sloped Wing wall (U/s)

17.197

5.073

sloped wing wall (D/s)

34.920

-4.361

wing wall(D/s)

7.422

4.232

Return wall (D/s)

7.422

4.232

9. TAIL CHANNEL
A tail channel of bed width equal to transition width on d/s is to be excavated till the barrel floor level
meets the natural stream bed level. The tail channel is proposed to be protected with 300 mm thick
revetment and pitching for bed & sides for a length of 5.0 m . At the ends 450 mm x 450 mm profile wall
is proposed in VCCM15

10. LEADING CHANNEL

The stream bed is to be re-graded up to drop wall. The leading channel is also proposed to be protected
as in the case of tail channel. Guide bunds to the extent as per site condition may be provided to train
the flow

PCSS/P-21/KC-G/GC/UT_3.794

DESIGN OF UNDER TUNNEL AT Km. 25.509

1. Hydraulic particulars of canal at the location of the structure
S.No.
1
2
3
4
5
6
7
8
9
10
11
12
13

Description
Discharge R/D
Bed Width
Full supply depth
Free board
Bed fall
Velocity
Value of 'n'
Side slopes (I/O)
Top width of banks (L/R)
Canal bed level
Full supply level
Top of bank
GL

2 Stream Particulars:
i)Catchment Area

Units
Cumecs
m
m
m
m
m/sec

m
m
m
m
m

Particulars
8.492 / 8.517
6.200
1.400
0.750
1 in 6000
0.733
0.0180
1.5 :1 / 2:1
4.0 + Dowel / 2.5
+ 421.249
+ 422.649
+ 423.399
+ 415.985

2.724

Sq. Km

3/4

CM
ii)Dickens Formula
Q
=
where C =
16.7
for catchment areas from > 2.5 Sq. Kms
M = is the Catchment area
Hence Q
=
( 16.7 x
2.724)^ 0.75
=
cumecs
35.410
iii) Stream bed level at crossing
=
415.985
m
iv) Stream bed level at 20m U/s
=
416.330
m
v) Stream bed level at 20m D/s
=
415.841
m
vi) Average depth of flow
=
1.620
m
vii) average velocity
=
1.269
m/sec
3.0. M.F.L. Calculations & Vent way:3.1 Bed fall of Stream:
1. Bed level at Km 0.000 (Crossing)
-Bed level at - 299.8 m u/s

:
:

415.985
421.158

Slope 1 in

57.9

2. Bed level at Km 0.000 (Crossing)

-Bed level at - 200 m u/s

:
:

415.985
417.793

Slope 1 in

110.6

3. Bed level at Km 0.000 (Crossing)

-Bed level at - 100 m u/s

:
:

415.985
418.699

Slope 1 in

36.8

4. Bed level at Km 0.000 (Crossing)

-Bed level at -60 m u/s

:
:

415.985
418.159

Slope 1 in

27.6

5. Bed level at Km 0.000 (Crossing)

Bed level at 60 m d/s

:
:

415.985
415.687

Slope 1 in

201.3

6. Bed level at Km 0.000 (Crossing)

Bed level at 200 m d/s

:
:

415.985
416.119

Slope 1 in

1492.5

7. Bed level at Km 0.000 (Crossing)

415.985

Slope 1 in

187.0

PCSS/P-21/KC-G/GC/UT_3.794

Bed level at 376.7 m d/s

413.970

Slope 1 in

Average of 1-7 = ( 57.9 + 110.6 + 36.8 + 27.6+201.3+1492.5+187) =

Adopt a bed fall of 1 in

PCSS/P-21/KC-G/GC/UT_3.794

299.000

say
and the value of n as

187.0
301.978
299.000
0.0300

3.2

MFL of the Cross sections:

M.F.L at 30 m U/S
M.F.L at 20 m U/S
M.F.L at Crossing
M.F.L at 10m D/s
M.F.L at 20 m D/S
M.F.L at 30 m D/S

:
:
:
:
:
:

3.2.1

M.F.L at 30 m U/S

M.F.L.

Stream bed
levels

418.539
418.539
418.539
418.539
418.539
418.539
418.539
418.539

418.381
417.919
417.811
417.528
418.284
418.817
419.092

=
=

R2/3

Cal
418.381
417.919
417.811
417.528
418.284
418.539
418.539

=
=
=
=
=
=
=
=

PCSS/P-21/KC-G/GC/UT_3.794

Depth

Average
Depth

0.16
0.62
0.73
1.01
0.26
0.00
0.00

44.8
45.805 m

418.539
418.172
417.972
418.052
417.746
417.691
Assuming the MFL as

418.539

Distance

Area (Sq.m)

Perime
ter (m)

Cross
Chainage

0.079
0.389
0.674
0.870
0.633
0.128
0.000

0.000
10.000
10.000
10.000
10.000
4.793
0.000
44.793

0.000
3.895
6.745
8.700
6.335
0.612
0.000
26.287

0.158
10.011
10.001
10.004
10.029
4.800
0.000
45.00

-30.000
-20.000
-10.000
.000
10.000
20.000
30.000

1.01

(A/P)2/3
( 26.3 /
45.00 )2/3
0.6988
m
1 x
0.699
x 1/ 299.000
0.030
1.347
m/sec
AxV
26.3
x
1.347
35.410
cumecs
=
35.410
HENCE O.K.

cumecs

MFL @ 30 m u/s
M.F.L.

Stream bed levels

420
419

Elevation

418
417
416
-40

-30

-20

3.2.2

M.F.L at 20 m U/S

M.F.L.

Stream bed
levels

418.172
418.172
418.172
418.172
418.172
418.172
418.172
418.172
418.172
418.172
418.172
418.172

418.299
418.291
417.824
417.820
417.808
417.794
417.796
417.796
416.330
418.256
418.480
418.525

Cal
418.172
418.172
417.824
417.820
417.808
417.794
417.796
417.796
416.330
418.172
418.172
418.172

-10

Cross Chainage

Depth

Average
Depth

0.000
0.000
0.348
0.352
0.364
0.378
0.376
0.376
1.842
0.000
0.000
0.000

=
=

R2/3

(A/P)2/3

=
=
=
=
=
=
=
=

24.8
0.7420
1 x
0.03
1.430
AxV
24.8
35.410
HENCE O.K.

PCSS/P-21/KC-G/GC/UT_3.794

36.9
38.735 m

10

20

30

40

Assuming the MFL as

418.172

Distance

Area (Sq.m)

Perime
ter (m)

Cross
Chainage

0.000
0.000
0.174
0.350
0.358
0.371
0.377
0.376
1.109
0.921
0.000
0.000

0.000
0.000
7.254
0.074
0.200
9.800
0.179
0.021
9.800
9.565
0.000
0.000
36.893

0.000
0.000
1.263
0.026
0.072
3.639
0.068
0.008
10.871
8.811
0.000
0.000
24.756

0.000
0.000
7.262
0.074
0.200
9.800
0.179
0.021
9.909
9.741
0.000
0.000
37.19

-30.000
-29.800
-20.074
-20.000
-19.800
-10.000
-9.821
-9.800
.000
10.000
20.000
30.000

1.84

/
m
0.742

38.74
x 1/

)2/3
299.000

m/sec
x
cumecs

1.430
=

35.410

cumecs

MFL @20 m u/s

M.F.L.

Stream bed levels

419
418
417
416
415

Elevation

-40

-30

-20

-10

10

20

30

40

Cross Chainage

3.2.3

M.F.L at Crossing

M.F.L.

Stream bed
levels

Cal

418.035
418.030
417.593
417.570
417.571
417.833
417.835
417.838
415.985
417.836
417.676
417.810
417.812
417.873

417.972
417.972
417.593
417.570
417.571
417.833
417.835
417.838
415.985
417.836
417.676
417.810
417.812
417.873

417.972
417.972
417.972
417.972
417.972
417.972
417.972
417.972
417.972
417.972
417.972
417.972

=
=

PCSS/P-21/KC-G/GC/UT_3.794

Depth

Average
Depth

0.00
0.00
0.38
0.40
0.40
0.14
0.14
0.13
1.99
0.14
0.30
0.16
0.16
0.10

58.632
60.619 m

Assuming the MFL as

417.972

Distance

Area (Sq.m)

Perime
ter (m)

Cross
Chainage

0.000
0.000
0.189
0.390
0.401
0.270
0.138
0.135
1.060
1.061
0.216
0.229
0.161
0.129

0.000
0.000
8.255
0.377
0.105
9.829
0.066
0.105
9.895
10.000
10.000
6.602
0.099
3.299
58.632

0.000
0.000
1.564
0.147
0.042
2.654
0.009
0.014
10.494
10.615
2.160
1.512
0.016
0.427
29.654

0.000
0.000
8.263
0.378
0.105
9.832
0.066
0.105
10.067
10.170
10.001
6.603
0.099
3.300
58.99

-30.000
-29.895
-20.377
-20.000
-19.895
-10.066
-10.000
-9.895
.000
10.000
20.000
26.602
26.701
30.000

1.99

R2/3

=
=
=
=
=
=
=
=
=

(A/P)2/3
29.7
/
0.6209
m
1 x
0.621
0.03
1.197
m/sec
AxV
29.65
x
35.491
cumecs
HENCE NOT O.K.

60.62 )2/3
x 1/

299.000

1.197
=

35.410

cumecs

MFL @ Crossing
M.F.L.

Stream bed levels

420
Elevation

418
416

-40

-35

-30

-25

3.2.4

M.F.L at 10m D/s

M.F.L.

Stream bed
levels

Cal

417.852
417.616
417.609
416.954
417.776
417.797
417.742
417.546
417.551
417.619
417.804
417.808

417.852
417.616
417.609
416.954
417.776
417.797
417.742
417.546
417.551
417.619
417.804
417.808

418.052
418.052
418.052
418.052
418.052
418.052
418.052
418.052
418.052
418.052
418.052
418.052
418.052

=
=

R2/3

=
=
=

PCSS/P-21/KC-G/GC/UT_3.794

-20

-15

414
-10 -5
5
Cross Chainage

Depth

Average
Depth

0.200
0.436
0.443
1.098
0.276
0.255
0.310
0.506
0.501
0.433
0.248
0.244

60.0
61.098 m

10

15

20

25

30

35

40

Assuming the MFL as

418.052

Distance

Area (Sq.m)

Perime
ter (m)

Cross
Chainage

0.000
0.318
0.439
0.770
0.687
0.265
0.282
0.408
0.503
0.467
0.340
0.246

0.000
10.000
10.000
10.000
9.812
0.188
1.257
8.555
0.188
2.615
7.197
0.188
60.000

0.000
3.176
4.391
7.701
6.737
0.050
0.355
3.487
0.095
1.220
2.448
0.046
29.707

0.200
10.003
10.000
10.021
9.846
0.189
1.258
8.557
0.188
2.616
7.199
0.188
60.27

-30.000
-20.000
-10.000
.000
9.812
10.000
11.257
19.812
20.000
22.615
29.812
30.000

1.10

(A/P)2/3
29.7
0.6183 m

61.10 )2/3

=
=
=
=
=
=

1 x
0.618
0.03
1.192 m/sec
AxV
29.7
x
35.410 cumecs
HENCE O.K.

x 1/

299.000

1.192
=

35.410

cumecs

MFL @ 10m D/s

M.F.L.

Stream bed levels

419
Elevation

418
417
416

-40

-30

3.2.5

M.F.L at 20 m D/S

M.F.L.

Stream bed
levels

Cal

417.907
417.706
417.600
415.841
417.097
417.638
417.636
417.631
417.613
417.659
417.661
417.666

417.746
417.706
417.600
415.841
417.097
417.638
417.636
417.631
417.613
417.659
417.661
417.666

417.746
417.746
417.746
417.746
417.746
417.746
417.746
417.746
417.746
417.746
417.746
417.746
417.746

PCSS/P-21/KC-G/GC/UT_3.794

-20

-10
Cross Chainage

Depth

Average
Depth

0.00
0.04
0.15
1.90
0.65
0.11
0.11
0.11
0.13
0.09
0.08
0.08

0.000
0.020
0.093
1.025
1.277
0.378
0.109
0.112
0.124
0.110
0.086
0.082

10

20

30

40

Assuming the MFL as

417.746

Distance

Area (Sq.m)

Perime
ter (m)

Cross
Chainage

0.000
1.966
10.000
10.000
10.000
7.337
0.790
1.873
7.882
1.887
0.066
0.165
51.97

0.000
0.039
0.925
10.250
12.765
2.774
0.086
0.210
0.974
0.207
0.006
0.014
28.25

0.000
1.967
10.001
10.154
10.079
7.357
0.790
1.873
7.882
1.888
0.066
0.165
52.22

-30.000
-20.000
-10.000
.000
10.000
17.337
18.127
20.000
27.882
29.769
29.835
30.000

=
=
=
=
=
=
=
=
=
=
=

R2/3

52.0
+
53.871 m
(A/P)2/3
28.2
/
0.6503 m
1 x
0.650
0.03
1.254 m/sec
AxV
28.2
x
35.410 cumecs
HENCE O.K.

1.90

53.87 )2/3
x 1/

299.000

1.254
=

35.410

MFL @ 20 m D/S

cumecs

M.F.L.
Stream bed levels

420

Elevation

418
416

-40

-30

3.2.6

M.F.L at 30 m D/S

M.F.L.

Stream bed
levels

Cal

417.521
417.465
417.722
415.813
416.948
417.637
417.685

417.521
417.465
417.691
415.813
416.948
417.637
417.685

417.691
417.691
417.691
417.691
417.691
417.691
417.691
417.691

PCSS/P-21/KC-G/GC/UT_3.794

414
-10
Cross Chainage

-20

Depth

Average
Depth

0.17
0.23
0.00
1.88
0.74
0.05
0.01

0.085
0.198
0.113
0.939
1.310
0.398
0.030

10

20

30

40

Assuming the MFL as

417.691

Distance

Area (Sq.m)

Perime
ter (m)

Cross
Chainage

0.000
10.000
8.787
9.837
10.000
10.000
10.000
58.623

0.000
1.978
0.992
9.236
13.103
3.983
0.298
29.591

0.170
10.000
8.790
10.014
10.064
10.024
10.000
59.06

-30.000
-20.000
-10.000
.000
10.000
20.000
30.000

10

=
=
=
=
=
=
=
=
=
=
=

R2/3

58.6
+
60.501 m
(A/P)2/3
29.6
/
0.6208 m
1 x
0.621
0.03
1.197 m/sec
AxV
29.6
x
35.410 cumecs
HENCE O.K.

1.88

60.50 )2/3
x 1/

299.000

1.197
=

35.410

cumecs

MFL @ 30 m D/S
M.F.L.

418
417
416
415
414

Elevation

-40

Stream bed levels

-30

PCSS/P-21/KC-G/GC/UT_3.794

-20

-10Cross Chainage

10

20

30

40

11

3.3 Vent Way:

Max. flood discharge

35.410

cumecs

Maximum permissible velocity

4.000

m/sec (as per Table No.2

Type of vent way

Barrel

35.410

of IS 7784(Part 1):1993 )
The area of vent way required
=

8.853

m2

4.000
As per IS 7784 (Part 1):1993, A minimum of 900mm for pipe conduit and 1.2m height for
barrel should be provided as per CDO Guidelines.
Provide 3

vents of R.C.C box of size

2.40 x

1.5

( including fillets)

Assuming the barrel will runs full , the area of flow will be

10.496

The velocity in the barrel is

<

4.00

3.374

m/sec.

HENCE O.K.
Fillet

0.15

Canal Bed level

+ 421.249

Thickness of roof +SC

0.35

+ 0.040

Intermediate wall thickness of trough =

0.20

over budren of the barrel

3.72

Underside of barrel

Vent height

1.500

Floor level

+ 415.985

x 0.150

+ 417.485
m

4.0 Transitions:
4.1 u/s Transition:
As per IS 7784 (Part 1):1993 cl 8.1.2, The waterway in drainage channels are generally provided
by using Laceys formula:
Lacey's Perimeter
Where C

0.5

C Q

a coefficient varying from 4.5 to 6.3 according to local conditions,

the usual value adopted being 4.8 for regime channels

q
Lacey's Perimeter

=
4.8 Q

0.5

Hence, 60 % of Lacey's Perimeter

design flood in m3/sec

=

28.564 m
60% of 28.564 =

17.14 m or say

However provide the transition width duly considering the permissible velocity
As per IS 7784 ( Part 2 / Set 5) : 2000 cl: 7.5.3, The transitions should correspond to a minimum splay of 2:1
on the upstream side and 3:1 on the downstream side
PCSS/P-21/KC-G/GC/UT_3.794

12

Length of U/s transition is proposed as

Out to be

PCSS/P-21/KC-G/GC/UT_3.794

17.1

10.0

The width at the transition end works

m with a splay of 2 : 1

13

17.140 m

7.6 m
2
1
10.0

4.2 d/s Transition:

Length of d/s transition proposed as
Out to be

17.14

14.50

The width at the transition end works

m with a splay of 3 : 1

7.60 m

17.140

3
1
14.50
The depth of flow at the end of transition arrived is adopting BY WASH WEIR formula.
1.05 d3/2 x L

Q=

35.410 = 1.050 x d3/2 x

d

3/2

1.97

1.57 m

17.14
Say

1.57 m

5.0 Tail Channel:

Depth in the tail channel @ the exit of D/s transition

1.57

Bed level of tail channel is kept same as the floor level at the end of D/s transition

Side slopes ( for inner side ) are proposed as

Maximum flow level

+ 415.985

417.555

1.5 :1

+ 415.985

+ 1.570

Bed width is kept same as the width of D/s transition at the end i.e.
21.850

17.14

417.555
1.5 : 1

1.570
415.985
17.14 m
Area of flow
PCSS/P-21/KC-G/GC/UT_3.794

( 17.140

+ 1.5 x

30.607

sq.m.

1.570 )

1.570
14

Velocity (V)

35.410 / 30.607

1.157

From Manning's formula

where

(1/n) R2/3 S1/2

0.030

P
R
S1/2

17.14

+ 2

22.801

30.607

/ 22.80

1.342

V x n / R2/3

1.157

x
1.342

S
Provide a bed fall of 1 in

0.0285

0.0008

1240.0

3.250 X

1.570

0.030
2/3

or

1 in

1234.6

Say

1 in

1240

for the tail channel till it meets the natural stream bed level.

6.0 T.E.L. Calculations:

U/S
12

7
34

56

7.6 m

17.14

FLOW

12

34

56

10.00

7
14.5

Section 8 - 8 : Just outside the transition( at the exit end)

+

417.555

1.570
+

1.5 : 1
415.985
17.140

Max. flood discharge

35.410

cumecs

Max. Flood Level

417.555

PCSS/P-21/KC-G/GC/UT_3.794

15

Floor level
Depth of flow available
Area of flow
Velocity

415.985

1.570

( 17.14 +

30.607

35.410

1.500

x 1.570 )

x 1.570

sq.m.

30.607
=

PCSS/P-21/KC-G/GC/UT_3.794

1.157

m/sec

16

V2/2g

1.157

0.0682

MFL at 8 - 8

417.555

TEL at 8 - 8

417.555

417.623

17.140

22.801

Wetted Perimeter

/ (2

x 9.81 )

m
+

0.0682

+ 2

3.250

x 1.570

Section 7 - 7 : (Just inside the transition at the exit end)

417.544
1.559
415.985
17.14
Assume depth of flow

1.559

17.14

x 1.559 =

26.727

Wetted Perimeter P

17.1

+ 2

1.559

20.259

35.410

V2/2g

1.325

/ (2

0.0895

0.5 x

( 0.0895

0.0107

Loss of head

sq.m.
/

26.7

sq.m.

>

17.138 m

1.325 m/sec

x 9.81 )
-

0.0682)

(Due to change in velocity from section 8 - 8 to section 7 - 7)

TEL@7-7 wrt section 8-8

417.623

417.634

415.985

417.634

0.0107

+ 1.559

+ 0.0895

TEL at section 7 - 7 wrt assumed depth

HENCE O.K.
Section 6 - 6 : (Just outside the barrel at the exit end)
417.279

1.494
415.785
PCSS/P-21/KC-G/GC/UT_3.794

17

7.60
Assume depth of flow
A

PCSS/P-21/KC-G/GC/UT_3.794

1.494

7.6

x 1.494

m
=

11.351

18

7.6

+ 2

35.410

/ 11.351

1.4935

10.59

3.120

=
V

V2/2g

3.120 2 /

(2

x 9.81 )
=

0.496

Friction losses on D/s transition

average Area

( 26.727 +

11.351) /

19.039

Average Perimeter

( 20.259 +

10.587) /

15.423

Mean Depth R

19.039

/ 15.423

1.234

Velocity

( 1.325 +

3.120) /

2.222

1 in

826

S1/2

V x n / R2/3

2.222 x 0.018
1.234 2/3

S1/2

0.00121

or

0.00121

x 14.50

0.0175

Friction losses

0.035

Loss of head due to gradual expansion

0.3 x

0.1220

417.634

417.774

415.785

417.774

(0.4960

(Due to change in velocity from section 7-7 to section 6-6)

TEL@ 6-6 wrt section 7-7 =

TEL at section 6-6 wrt assumed depth

+ 0.122

+ 1.494

HENCE O.K.
Section 5 - 5 : (Just inside the barrel at the exit end)
7.200
417.965
1.980
415.985
7.200
PCSS/P-21/KC-G/GC/UT_3.794

19

417.996
0.718
2.011
1.294
415.985
0.200

150 mm wearing coat

415.785

415.635

35.410
7.200

4.918

Cumecs / running metre

q = 1.705 h3/2 + 0.8 (2gh)XH

4.918

1.705

h3/2
3/2

2.8845

1.705

2.8845

h3/2

0.718

2.8850

Sloving for h,

2.8850

+ 0.8 (2g) h1/2 x

1.294

4.584

2.688

h1/2

( LHS =RHS )

Hence Assumed Depth of flow is Correct

MFL over the drop wall

415.985

417.996 m

>

2.0111
+ 417.485 Barrel roof level

As the depth of the flow is more than the obtained depth of flow full area of the barrel; is taken in to consideration
Assume depth of flow
A

PCSS/P-21/KC-G/GC/UT_3.794

( 7.200

10.496

x 1.500 -

1.500

3x9 x 0.5 x 0.15 x 0.15 )

sq.m.

20

V
V2/2g

35.410

/ 10.496

3.374

0.580

3.374

(2

TEL at section 5- 5 wrt previous section

m/sec

x 9.81 )

417.774

418.354

+ 0.5800

Section 4 - 4 : (Just inside the barrel at the entrance end)

7.200
417.485
1.500
415.985
7.200
Depth of flow available
A

V
V /2g
2

1.500

( 7.200

x 1.500 -

10.496

sq.m.

35.410

/ 10.496

3.374

3.374

0.5801

(0.5801

0.0000

m/sec

( 7.200

x 1.500 -

10.699

sq.m.

35.410

/ 10.699

3.310

m/sec

Head loss due to change in velocity =

m/sec
/

3x9 x 0.5 x 0.15 x 0.15)

(2

x 9.81 )

0.5800)

Friction Losses:
A
V
P

7.20

16.200

A/P

10.699

Length of Barrel

30.575

0.0180

PCSS/P-21/KC-G/GC/UT_3.794

x1

3x3 x 0.5 x 0.15 x 0.15)

+ 6 x

1.500

m
/ 16.200

0.660

21

f2 x L/R x V2/2g

Running full condition

hf

f2 x L/R x V2/2g

Where

f2 = a( 1 + b/R)

TEL @ 4 - 4 wrt

0.00316

0.003

0.003

0.089

418.354

to previous section

(1 + 0.03 /

x (30.575 /

0.660 )

0.660)

x 0.580

0.089

418.443

Section 3 - 3 : (Just outside the barrel at the entrance end)

7.6
418.349
2.364
415.985
7.6
Assume depth of flow of
A
P
V
V /2g
2

2.364

7.6

17.965

sq.m.

2.364

7.600

+2 x

12.3276

35.4 /

17.96488

1.971

m/sec

1.971

0.1990

2.3638

(2

x 9.81 )

Loss of head due to sudden contraction

=

0.3 x

0.1143

( 0.5801

(Due to change in velocity from section 4 - 4 to section 3 - 3)

TEL at 3 - 3 wrt section 4 4

TEL at section 3 - 3 wrt assumed depth

418.443

418.557

415.985

418.548

0.114

2.364

NOT O.K.
PCSS/P-21/KC-G/GC/UT_3.794

22

Section 2 - 2 : (At the toe wall)

17.140

418.551

2.566
415.985
17.140

PCSS/P-21/KC-G/GC/UT_3.794

23

Assume a depth of flow of

2.566

17.140

17.140

+2 x

35.410

/ 43.981

V2/2g

0.805

0.0330

2.57

43.981

2.566

0.805

(2

x 9.81 )

Friction losses on u/s transition

average Area

=
=

( 17.965 +
2

43.981)

30.973

22.272)

17.300

/ 17.300

1.790

1.388

1 in

3448

Average Perimeter

( 12.328 +
2

Mean Depth R

30.973

Velocity

( 1.971 +
2

=
S1/2

0.805)

V x n / R2/3

1.388 x 0.018
1.790 2/3

S1/2

0.017

0.00029

or

0.00029

x 10.00

0.0029

Friction losses

Loss of head due to gradual contraction

=

0.2 x (

0.0332

0.1990

0.0330

(Due to change in velocity from section 3 - 3 to section 2 - 2)

TEL at 2 - 2 wrt section 3 - 3

418.548

418.585

415.985

418.585

+ 0.0332

+ 0.0029

TEL at section 2 - 2 wrt assumed depth

+

2.566

HENCE O.K.
Section 1 - 1 : (At the drop wall)
418.551
PCSS/P-21/KC-G/GC/UT_3.794

24

2.583

1.5 : 1

415.985
17.140

Max. flood discharge

35.410

cumecs

Max. Flood Level

418.551

Floor level

415.985

2.566

( 17.14 +

54.290

35.410

Depth of flow available

Area of flow
Velocity

1.500

x 2.583 )

x 2.583

sq.m.

54.290
V2/2g
Loss of head
TEL at 1-1 wrt section 2-2

0.652

0.652

0.0217

0.5 x

0.0057

418.585

418.591

TEL at section 1-1 wrt assumed depth

m/sec
/ (2
m
( 0.0330
+

415.985
=

418.590

Length of apron

17.140

35.410

2.066

x 9.81 )
-

0.0217)

0.006

+ 2.58+

0.0217

8.0 Scour Depth:

a) on u/s side:

Scour depth (D')

where f = silt factor
Nominal scour depth
D'

/ 17.140
cumecs per meter run

1.35 (q2/f)1/3

1.35

1.35

2.190

(adopted from IS 7784 / Part I Para 7.5)

(q2/f)1/3
( 2.066

1/3

To take care of the probable excessive scour due to restriction of waterway and concentration of flood
in the same spans, additional factor of safety allowed in the IRC code 78 : 1983 Sec VII and IS 7784
(Part I) on general requirements for cross drainage works out as follows:

Condition
1. In a straight reach

Value as per Value as per

IRC - 78
IS 7784
1.25 D'

1.25 D'

of a guide bund

1.5 D'

1.5 D'

3. At a severe bend

1.75 D'

1.75 D'

2. At a moderate bend
for example along apron

PCSS/P-21/KC-G/GC/UT_3.794

25

4. At right angle bends

or at noses of piers

PCSS/P-21/KC-G/GC/UT_3.794

2.0 D'

2.0 D'

26

Max. Scour depth

1.5 D'

1.50

2.190

3.285

Say

First drop

Second drop

U/s MFL

#REF!

418.551

Scour Level

#REF!

415.260

Floor level

#REF!

415.985

Foundation level

#REF!

415.410

#REF!

3.290 m

CHECK

b) on D/s side:
Width of apron at exit

17.14

35.410

=
Scour depth (D')
where f =

silt factor

m
/ 17.140

2.066
cumecs/m.run
2
1/3
1.35 (q /f)

1.35

1.35 ( (

2.190

1.5 D'

1.50

3.285

D/s MFL

417.555

Scour Level

414.265

Nominal scour depth

Maximum Scour depth

(adopted from IS 7784 / Part I Para 7.5)

(q2/f)1/3
1 ) )1/3

m
x

Floor level

415.985

Foundation level

415.210

Provide cutoff wall up to

414.490

PCSS/P-21/KC-G/GC/UT_3.794

)2 / (

2.066

2.190
Say

3.290 m

CHECK

27

( including fillets)
m2
m/sec.

The waterway in drainage channels are generally provided

coefficient varying from 4.5 to 6.3 according to local conditions,

17.14

cl: 7.5.3, The transitions should correspond to a minimum splay of 2:1

PCSS/P-21/KC-G/GC/UT_3.794

28

The width at the transition end works

PCSS/P-21/KC-G/GC/UT_3.794

29

The width at the transition end works

PCSS/P-21/KC-G/GC/UT_3.794

30

m/sec

or the tail channel till it meets the natural stream bed level.

D/S

17.1

PCSS/P-21/KC-G/GC/UT_3.794

31

PCSS/P-21/KC-G/GC/UT_3.794

32

PCSS/P-21/KC-G/GC/UT_3.794

33

sq.m.

PCSS/P-21/KC-G/GC/UT_3.794

34

m
m/sec

sq.m.
m

m/sec

- 0.089)

+ 0.018

+ 0.4960

PCSS/P-21/KC-G/GC/UT_3.794

35

417.279

415.985

h1/2

Barrel roof level

ned depth of flow full area of the barrel; is taken in to consideration

PCSS/P-21/KC-G/GC/UT_3.794

36

PCSS/P-21/KC-G/GC/UT_3.794

37

0.1990)

PCSS/P-21/KC-G/GC/UT_3.794

0.199

38

PCSS/P-21/KC-G/GC/UT_3.794

39

sq.m.
22.272
m/sec

sq.m.
m

m/sec

0.0330

PCSS/P-21/KC-G/GC/UT_3.794

40

e scour due to restriction of waterway and concentration of flood

f safety allowed in the IRC code 78 : 1983 Sec VII and IS 7784

PCSS/P-21/KC-G/GC/UT_3.794

41

PCSS/P-21/KC-G/GC/UT_3.794

42

PCSS/P-21/KC-G/GC/UT_3.794

43

9 DESIGN OF SECTIONS:
unit weight of soil

2.00 t/m3

As per clause 203 of IRC 6: 2010

unit weight of PCC

2.50 t/m

As per clause 203 of IRC 6: 2010

1.0 DESIGN OF RETURN WALL : U/S

(SECTION 1-1 )

(SECTION 2-2 & 3-3)

418.950

W3

W1

W4
W2
0.3
0.5

3.040

1.00

0.750

0.3

415.910

1.75
B

W5

415.410
2.350

Taking Moments about (A)

Load

Force

Particulars

W1

0.750

x 3.040

x 2.5

L.A.
1.375

W2

0.5

x 1.000

x 3.040

x 2.5

5.700
3.800

W3

0.5

x 1.000

x 3.040

x 2.0

3.040

0.333

Pv

0.0384

x 2.0

x 3.040

^2

0.710

Ph

0.1340

x 2.0

x 3.040

^2

1.2160

0.667

2.477
V

13.250

Lever arm

14.40

13.250

1.087 m

Eccentricity

1.087

0.88

0.212 m

allowable 'e' (b/6)

stresses

0.292 m
13.25

>

HENCE OK

0.212

x(1

6x
1.75

1.75
=

0.212 )

7.57

(1

Maximum compressive stress

13.062 t/m2

Minimum compressive stress

2.081 t/m2

0.725)

Taking Moments about (B)

Load

Force

Particulars

L.A.
H

W1

0.750

x 3.040

x 2.5

5.700

1.675

W2

x 1.000

x 3.040

x 2.5

3.800

0.967

0.5

PCSS/P-21/KC-G/GC/UT_3.794

23

x 1.000

x 3.040

x 2.0

3.040

0.633

W4

0.300

x 3.040

x 2.0

1.824

0.150

W5

2.350

x 0.500

x 2.5

2.9375
0.962

1.175

W3

0.5

Pv

0.0384

x 2.0

x 3.540

^2

Ph

0.1340

x 2.0

x 3.540

^2

3.358

PCSS/P-21/KC-G/GC/UT_3.794

18.264

1.416

24

Lever arm

23.63

18.264

1.294 m

Eccentricity

1.294

1.18

0.119 m

allowable 'e' (b/6)

stresses

0.392 m

>
x(1

18.264

0.119

6x

x(1

7.772

Maximum compressive stress

Minimum compressive stress

0.119 )
2.35

2.35
=

HENCE OK

0.303 )

10.126 t/m2
5.418 t/m2

2.0 DESIGN OF HORIZONTAL WING WALL : U/s (SECTION 2-2)

418.950
W3
W4

W1

3.040

W2
0.30A

1.00

0.5

0.3

415.910

1.5
0.5 B

W5

415.410
2.10

Taking Moments about (A)

Load

Force

Particulars

W1

0.500

x 3.040

x 2.5

L.A.
H
1.250

W2

0.5

x 1.000

x 3.040

x 2.5

3.800
3.800

W3

0.5

x 1.000

x 3.040

x 2.0

3.040

0.333

Pv

0.0384

x 2.0

x 3.040

^2

0.710

0.1340

x 2.0

x 3.040

^2

1.216

Ph

0.667

2.477
V

11.350

Lever arm

11.31

11.350

0.996

Eccentricity

0.996

0.75

0.246

610.356
allowable 'e' (b/6)

stresses

0.250 m
11.35
1.50

PCSS/P-21/KC-G/GC/UT_3.794

>
x(1

0.246
6

HENCE OK
x
1.500
25

7.57

Maximum compressive stress

15.023 t/m2

Minimum compressive stress

0.110 t/m2

PCSS/P-21/KC-G/GC/UT_3.794

(1

0.985 )

26

Taking Moments about (B)

Load

Force

Particulars

L.A.
H

0.500

x 3.040

x 2.5

3.800

1.550

0.5

x 1.000

x 3.040

x 2.5

0.5

x 3.040

x 2.0

3.800
3.040

0.967

x 1.000

W4

0.300

x 3.040

x 2.0

1.824

0.150

W5

2.100

x 0.500

x 2.5

2.625
0.962

1.050

W1
W2
W3

Pv

0.0384

x 2.0

x 3.540

^2

Ph

0.1340

x 2.0

x 3.540

^2

0.633

1.416

3.358
V

16.051

Lever arm

19.27

16.051

1.201

Eccentricity

1.201

1.05

0.151

allowable 'e' (b/6)

stresses

0.350 m

>
x(1

16.051

0.151

HENCE OK

2.10
=

2.10
x(1

7.644

Maximum compressive stress

10.936 t/m2

Minimum compressive stress

4.351 t/m2

0.431 )

3.0 DESIGN OF SLOPED WING WALL AT THE JUNCTION OF HEAD WALL : U/s (SECTION 3-3)
420.399
W3
W4

W1

4.489

W2
0.30 A
0.5
B

1.50

0.75

0.3

415.910

2.25
W5

415.410
2.85

Taking Moments about (A)

Load

Force

Particulars

L.A.
H

W1

0.750

x 4.489

x 2.5

W2

0.5

x 4.489

x 2.5

8.420
8.400

1.875

x 1.500

W3

0.5

x 1.500

x 4.489

x 2.0

6.733

0.500

Pv

0.0384

x 2.0

x 4.489

^2

1.548

Ph

0.1340

x 2.0

x 4.489

^2

1.7956

5.401
V

PCSS/P-21/KC-G/GC/UT_3.794

1.000

25.101

27

Lever arm

37.25

25.101

Eccentricity

1.484

1.13

>

0.359

610.356
allowable 'e' (b/6)

PCSS/P-21/KC-G/GC/UT_3.794

0.375 m

HENCE OK

28

stresses

25.10

x(1

6x
2.250

2.25
=

11.16

Maximum compressive stress

21.838 t/m2

Minimum compressive stress

0.474 t/m2

(1

Taking Moments about (B)

Load

Force

Particulars

W1

L.A.
H

0.750

x 4.489

x 2.5

8.417

2.175
1.300

W2

0.5

x 1.500

x 4.489

x 2.5

W3

0.5

x 1.500

x 4.489

x 2.0

8.417
6.733

W4

0.300

x 4.489

x 2.0

2.693

0.150

W5

2.850

x 0.500

x 2.5

3.5625
1.912

1.425

Pv

0.0384

x 2.0

x 4.989

^2

Ph

0.1340

x 2.0

x 4.989

^2

0.800

6.671
V

31.735

1.996

Lever arm

53.43

31.735

Eccentricity

1.684

1.43

allowable 'e' (b/6)

stresses

0.475 m
31.735

>

0.259

x(1

HENCE OK
6x
2.85

2.85
=
Maximum compressive stress

Minimum compressive stress

11.135

x(1

0.544 )

17.197 t/m
5.073 t/m2

4 DESIGN OF HEAD WALL ON U/S

(SECTION 4-4 )
423.399

W3
W1

2.240

0.5

421.159

W2
A
0.3

0.60
1.1

420.859
Taking Moments about (A)
Load
PCSS/P-21/KC-G/GC/UT_3.794

Particulars

Force
V

L.A.
H
29

W1

0.500

x 2.240

x 2.5

0.850

W2

0.5

x 0.600

x 2.240

x 2.5

2.800
1.700

W3

0.5

x 0.600

x 2.240

x 2.0

1.344

0.200

Pv

0.0384

x 2.0

x 2.240

^2

0.385

Ph

0.1340

x 2.0

x 2.240

^2

0.8960

1.345

PCSS/P-21/KC-G/GC/UT_3.794

0.400

6.229

30

Lever arm

4.53

6.229

Eccentricity

0.728

0.55

610.356
allowable 'e' (b/6)

0.183 m

>

0.178

stresses

6.23

x(1

HENCE OK
6x
1.100

1.10
=
Maximum compressive stress

Minimum compressive stress

5.66

(1

11.155 t/m2
0.171 t/m2

5 DESIGN OF HEAD WALL ON D/S

(SECTION 5-5 )

423.399
2 :1
W4
2

422.399
W3

W1
W2

1.240

0.10
0.3

0.500

421.159

0.6

420.859

Taking Moments about (A)

Load

Force

Particulars

W1

L.A.
H

0.500

x 1.240

x 2.5

1.550

0.350

W2

0.5

x 0.100

x 1.240

x 2.5

0.155

0.067

W3

0.5

x 0.100

x 1.240

x 2.0

0.124

0.033

W4

0.5

x 0.100

x 2.000

x 2.0

0.200

0.033

Pv

0.0628

x 2.1

x 1.240

^2

0.203

Ph

0.2191

x 2.1

x 1.240

^2

0.707
V

2.232

0.496
M

Lever arm

0.91

2.232

0.410

Eccentricity

0.410

0.30

0.110

allowable 'e' (b/6)

PCSS/P-21/KC-G/GC/UT_3.794

0.100 m

<

0.110

Revise the section

31

stresses

2.23

x(1

0.60
=

PCSS/P-21/KC-G/GC/UT_3.794

x
0.60

3.72

(1

1.098)

32

Max. compressive stress

7.803 t/m2

Min. compressive stress

-0.364 t/m2

6.0 DESIGN OF SLOPED WING WALL AT THE JUNCTION OF HEAD WALL : D/s (SECTION 6-6)
422.149
W3
W4

W1

6.239

W2
0.30

1.40

0.75

0.3

415.910

2.15
0.5 B

W5

415.410
2.750

Taking Moments about (A)

Load

Force

Particulars
x 6.239

x 2.5

0.5

x 1.400

x 6.239

W3

0.5

x 1.400

x 6.239

Pv

0.0384

x 2.0

Ph

0.1340

x 2.0

W2

0.750

W1

L.A.
1.775

x 2.5

11.700
10.900

x 2.0

8.735

0.467

x 6.239

^2

2.989

x 6.239

^2

2.496

0.933

10.432
V

34.324

Lever arm

61.05

34.324

1.779 m

Eccentricity

1.779

1.08

0.704 m

allowable 'e' (b/6)

stresses

0.358 m
34.32

<

0.704

x(1

Revise the section

6x
2.150

2.15
=

0.704 )

15.96

(1

Maximum compressive stress

47.315 t/m2

Minimum compressive stress

-15.385 t/m2

1.964 )

Taking Moments about (B)

Load

Force

Particulars

W1

x 6.239

x 2.5

11.698

2.075
1.233
0.150

0.5

x 1.400

x 6.239

x 2.5

W3

0.5

x 1.400

x 6.239

x 2.0

10.918
8.735

0.300

x 6.239

x 2.0

3.743

PCSS/P-21/KC-G/GC/UT_3.794

0.750

W2
W4

L.A.

0.767

33

W5

2.750

x 0.500

x 2.5

Pv

0.0384

x 2.0

x 6.739

^2

Ph

0.1340

x 2.0

x 6.739

^2

12.171
V

PCSS/P-21/KC-G/GC/UT_3.794

1.375

3.4375
3.488
42.020

2.6956

34

Lever arm

82.53

42.020

Eccentricity

1.964

1.38

allowable 'e' (b/6)

0.458 m

<

stresses

42.020

x(1

0.589

Revise the section

6x
2.75

2.75
=

15.280

x(1
2

Maximum compressive stress

34.920

t/m

Minimum compressive stress

-4.361

t/m2

7.0 DESIGN OF WING WALL : D/s wing &returns

1.285 )

(SECTION 7-7 & 8-8 )

417.960

W3

W1
2.250

W4
0.3
0.5

W2

0.600

0.50

0.3

415.710

1.1
B

W5

415.210
1.700

Taking Moments about (A)

Load

Force

Particulars

W1

0.500

x 2.250

x 2.5

L.A.
H
0.850

W2

0.5

x 0.600

x 2.250

x 2.5

2.810
1.700

W3

0.5

x 0.600

x 2.250

x 2.0

1.350

0.200

Pv

0.0384

x 2.0

x 2.250

^2

0.389

0.1340

x 2.0

x 2.250

^2

0.900

Ph

0.400

1.357
V

6.249

Lever arm

4.56

6.249

0.730 m

Eccentricity

0.730

0.55

0.180 m

allowable 'e' (b/6)

stresses

0.183 m
6.249

>
x(1

0.180 m
+

HENCE OK
6x

1.100
=

5.68

Maximum compressive stress

Minimum compressive stress

PCSS/P-21/KC-G/GC/UT_3.794

0.180 )
1.10

(1

0.980 )

11.248 t/m2
0.113 t/m2
35

Taking Moments about (B)

Load

Force

Particulars

L.A.
H

W1

0.500

x 2.250

x 2.5

2.813

1.100

W2

0.5

x 0.600

x 2.250

x 2.5

0.700

W3

0.5

x 0.600

x 2.250

x 2.0

1.688
1.350

W4

0.300

x 2.250

x 2.0

1.350

0.150

W5

1.700

x 0.500

x 2.5

0.850

0.0384

x 2.0

x 2.750

^2

2.125
0.581

0.1340

x 2.0

x 2.750

^2

Pv
Ph

0.500

1.1

2.027
V

9.906

Lever arm

9.19

9.906

0.928

Eccentricity

0.928

0.85

0.078

allowable 'e' (b/6)

stresses

0.283 m
9.906
1.70

5.827

>
x

(1

HENCE OK
+

6x
1.70

Maximum compressive stress

7.422 t/m2

Minimum compressive stress

4.232 t/m2

PCSS/P-21/KC-G/GC/UT_3.794

0.078

(1

0.274 )

36

(SECTION 2-2 & 3-3)

Moment
7.837
2.533
1.013
3.012
14.396

Moment
9.547
3.673
PCSS/P-21/KC-G/GC/UT_3.794

37

1.925
0.274
3.452
4.756
23.627

PCSS/P-21/KC-G/GC/UT_3.794

38

HENCE OK

Moment
4.750
2.533
1.013
3.012
11.308
m
m
HENCE OK
0.246
1.500
PCSS/P-21/KC-G/GC/UT_3.794

39

0.985 )

PCSS/P-21/KC-G/GC/UT_3.794

40

Moment
5.890
3.673
1.925
0.274
2.756
4.756
19.274
m
m
HENCE OK
0.151 )

Moment
15.788
8.400
3.367
9.697
37.251

PCSS/P-21/KC-G/GC/UT_3.794

41

1.484 m
0.359 m
HENCE OK

PCSS/P-21/KC-G/GC/UT_3.794

42

0.359 )
2.250
0.958 )

Moment
18.307
10.942
5.387
0.404
5.077
13.312
53.428
1.684 m
0.259 m
HENCE OK
0.259 )
2.85
0.544 )

Moment

PCSS/P-21/KC-G/GC/UT_3.794

43

2.380
0.680
0.269
1.205
4.534

PCSS/P-21/KC-G/GC/UT_3.794

44

0.728 m
0.178 m
HENCE OK
0.178 )
1.100
0.970 )

Moment
0.542
0.010
0.004
0.007
0.351
0.915
m
m
Revise the section

PCSS/P-21/KC-G/GC/UT_3.794

45

0.110
0.60

PCSS/P-21/KC-G/GC/UT_3.794

46

Moment
20.768
10.173
4.076
26.034
61.051

Moment
24.274
13.466
6.697
0.562
PCSS/P-21/KC-G/GC/UT_3.794

47

4.727
32.808
82.532

PCSS/P-21/KC-G/GC/UT_3.794

48

1.964 m
0.589 m
Revise the section
0.589 )
2.75
1.285 )

Moment
2.389
0.680
0.270
1.221
4.560

PCSS/P-21/KC-G/GC/UT_3.794

49

Moment
3.094
1.181
0.675
0.203
1.806
2.229
9.188

0.078 )
1.70

PCSS/P-21/KC-G/GC/UT_3.794

50

2.621
3.9315

14825
30.575
7104

2896.0

10000

(U/s Sloped wing)

2500

3225

6200

2:1
6000

423.399
2150

418.951
420.399

(U/s wing& Return)

423.399

418.551

422.649

421.159

0.04
Sealing
300 mm slab

420.859

421.249
350
420.859

416.330
-0.808
1.5
419.359
419.359
419.284
U/s

344.359

300 mm slab

300 mm slab

418.984

5000

2.4

7.8

2.4

17800

0.3

2
1

5000

10000

2.4

15750
14500
500
3225

6925

2000

8388

6112

(D/s
wing&return)
422.399
1.400

417.955

422.149
421.159

mm slab

0.000

419.359

-0.075

4.900

:1

75 mm thick wearing coat

5
0.

419.359
419.284
418.984
418.834

0.45
414.490
down stream

4833.33333333

17467
3
1

4833.33333

30575

14500

AUTOMATION FOR 2 DROPS UT

Details of Inputs for Quantity Estimate of Under Tunnel

S.NO
1
2
3
4
5
6
7
8
9
10
11
12
13

CODE
CBW
CSSLOPE
CBL
FSL
TBL
GLACROSS
CA
MFD
SBLUS
SBLDS
TWBLS
TWBRS

INPUT DESCRIPTION
Canal Bed Width
Canal Side Slopes
CBL
FSL
TBL
G.L @ Crossing
Catchment area
Discharge by Dicken's Formula
Stream bed level at 30 m U/S
Stream bed level at 30 m D/S
Top width of Bank(L)
Top width of Bank(R)

=
=
=
=
=
=
=
=
=
=
=
=

Barrel
BHEIGHT
BWIDTH
NOVENTS
THWCOAT

Height
Width
No. of Vents
Thickness of Wearing coat

=
=
=
=

UNDER EARTH BANK

THTSLAB
THBSLAB
THSWALLS
THIWALLS

BLUC
BLUCB
TLB
TWB
THB
FILLET
USBTL
FLRLVL
LUSSPLAY
LUSTRAN
WUSTRAN
LDSTRAN
WDSTRAN
LDSSPLAY
HWLENTR
THHW
HHWENTR

Thickness of top slab

Thickness of bottom slab
Thickness of side walls
Thickness of intermediate walls
UNDER CANAL
Thickness of top slab
Thickness of bottom slab
Thickness of side walls
Thickness of intermediate walls
Barrel Length Under Canal
Barrel Length Under Bank
Total Length of the barrel
Total Width of the barrel
Total height of the barrel
Fillet
Under Side of Barrel top level
Floor level
Length of U/S Splayed
Length of U/S transition
Apron length of drop
Width of U/S transition
Length of D/S transition
Width of D/S transition
Length of D/S Splayed
Level of Head wall (Entry)
Thickness of Headwall
Height of Head wall (Entry)

=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=

HWLEXIT
THHWEXIT
HHWEXIT
FLTH
BCOURSE
SCOAT
THOL

SPW
WPWUS
WPWDS

Bottom width of wall

Level of Head wall (Exit)
Thickness of Headwall Exit
Height of Head wall (Exit)
Bottom width of wall
Floor Thickness
Base Course
Sealing coat
Canal Lining
Thickness
Total Length U/s & D/s
Stream Lining
Thickness
Total Length U/s & D/s
Size of Profile walls
width of Profile wall(U/s)
width of Profile wall(D/s)

=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=

Drop Walls (First)

12
TWDROPFIRST
BWDROPFIRST
DDROPFIRST
USTHAPRNFIRST
USLAPRNFIRST
HDROPFIRST
LVLAPRNFIRST

Top width of Drop wall

Bottom width of Drop wall
Foundation Depth of Drop wall
Thickness of Apron(U/s)
Length of Apron(U/s)
Height of the Drop wall
Apron level
Bottom level of apron

=
=
=
=
=
=
=
=

Sloped Wing Wall U/S @ Junction of HW

13
USSWWTL
USSWWFNL
USSWWFND
USSWWTHST
USSWWTHSL
USSWWH
USSWWOS
USSWWBWFN
USSWWL

Top level of wall

Foundation Level
Depth of Foundation
Thickness of Wall (Straight portion)
Thickness of Wall (Sloped portion)
Height of the wall
Offset to wall
Base width of foundation
Length
Horizontal wing wall U/S

=
=
=
=
=
=
=
=
=

USHWWTL
USHWWFNL
USHWWFND
USHWWTHST
USHWWTHSL
USHWWH
USHWWOS
USHWWBWFN
USHWWL

Top level of wall

Foundation Level
Depth of Foundation
Thickness of Wall (Straight portion)
Thickness of Wall (Sloped portion)
Height of the wall
Offset to wall
Base width of foundation
Length
Return wall U/S

=
=
=
=
=
=
=
=
=

Top level of wall

Foundation Level
Depth of Foundation
Thickness of Wall (Straight portion)
Thickness of Wall (Sloped portion)
Height of the wall
Offset to wall
Base width of foundation
Length
Sloped Wing Wall D/S @ Junction of HW

=
=
=
=
=
=
=
=
=

Top level of wall

Foundation Level
Depth of Foundation
Thickness of Wall (Straight portion)
Thickness of Wall (Sloped portion)
Height of the wall
Offset to wall
Base width of foundation
Length

=
=
=
=
=
=
=
=
=

14

15
USRWTL
USRWFNL
USRWFND
USRWTHST
USRWTHSL
USRWH
USRWOS
USRWBWFN
USRWL
16
DSSWWTL
DSSWWFNL
DSSWWFND
DSSWWTHST
DSSWWTHSL
DSSWWH
DSSWWOS
DSSWWBWFN
DSSWWL

DSHWWL
DSHWWTL
DSHWWFNL
DSHWWTHST
DSHWWTHSL
DSHWWH
DSHWWOS
DSHWWBWFN

Horizontal wing on D/s

Length
Top level of wall
Foundation Level
Thickness of Wall (Straight portion)
Thickness of Wall (Sloped portion)
Height of the wall
Offset to wall
Base width of foundation

=
=
=
=
=
=
=
=

21
22
44
45
46
47
48
49
50
51
52
53
54
55
56
57
58

DSRWL
DSRWTL
DSRWFNL
DSRWTHST
DSRWTHSL
DSRWH
DSRWOS
DSRWBWFN
DSCL
DSCW
RTH
USRL
USSL
DSRL
DSSL
TOL
USMFL
DSMFL
QREQ
QDES
CSLOUTER
BFALLca
Nca
Vca
Vbarl
DFDSTRANS
Ntc
Sstc
BFALLtc
Vtc

Return Wall D/S

Length
Top level of wall
Foundation Level
Thickness of Wall (Straight portion)
Thickness of Wall (Sloped portion)
Height of the wall
Offset to wall
Base width of foundation
D/S Cut off level
D/S Cut off width
300 mm Thick Revetment
Revetment Length(U/s)
Side length
Revetment Length(D/s)
Side length
Top of Lining
MFL U/S
MFL D/S
Discharge required
Discharge designed
Canal side slope outer
Bed fall
Value of rugosity for Canal
Velocity of canal
Velocity of Barrel
Depth of flow in ds transition
Value of rugosity for Tail channel
Side slopes for Tail channel
Bed fall
Velocity of Tail channel

=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=
=

59

USSWWHWSCmax

US Sloped wing wall at HW stress in concrete max

60

USSWWHWSCmin

US Sloped wing wall at HW stress in concrete min

61

USSWWHWSSmax

US Sloped wing wall at HW stress on soil max

62

USSWWHWSSmin

US Sloped wing wall at HW stress on soil min

63

USWWRWSCmax

US wing wall& return wall stress in concrete max

64

USWWRWSCmin

US wing wall& return wall stress in concrete min

65

USWWRWSSmax

US wing wall& return wall stress on soil max

66

USWWRWSSmin

US wing wall& return wall stress on soil min

17

18

19
20

67

DSSWWHWSC max DS Sloped wing wall at HW stress in concrete max

68

DSSWWHWSC min

DS Sloped wing wall at HW stress in concrete min

69

DSSWWHWSS max DS Sloped wing wall at HW stress on soil max

70

DSSWWHWSS min

DS Sloped wing wall at HW stress on soil min

71

DSW&RSCmax

DS wing & return stress in concrete max

72

DSW&RSCmin

DS wing & return stress in concrete min

73
74
75
76

DS wing & return stress on soil max

DS wing & return stress on soil min

DSW&RSSmin
LUS_TRANS_SLOPE
LDS_TRANS_SLOPE
Barrel Reinforcement (Earth pressure)
Dia of
Spacing
Type
Nos
Bar(mm)
(mm)
16
250
64
1
16
250
64
2
16
250
64
3
16
250
64
4
16
300
54
5
16
250
64
6
16
250
64
7
16
300
54
8
16
250
64
9 (a)
16
250
64
9 (b)
10
250
157
10
10
200
80
11

=
=
=

DSW&RSSmax

Barrel Reinforcement (Water pressure)

Dia of
Type
Bar(mm)
12
1
12
2
12
3
12
4
12
5
12
6
12
7
12
8
12
9 (a)
12
9 (b)
10
10
10
12

Spacing
(mm)
300
300
300
300
300
360
360
300
150
150
250
200

Nos
21
21
21
21
21
18
18
21
42
42
152
31

Length of Each
bar(m)
8.340
8.340
2.188
1.713
8.340
8.340
2.188
2.020
2.365
2.365
15.95
3.664
Total

=
=
=
=
=
=
=
=
=
=
=
=
=

Length of Each
bar(m)
8.340
8.340
2.188
1.713
8.340
8.340
2.188
1.713
2.365
2.365
6.20
5.312
Total

=
=
=
=
=
=
=
=
=
=
=
=
=

Grand Total

AUTOMATION FOR 2 DROPS UT

puts for Quantity Estimate of Under Tunnel

VALUE
6.200
1.5 : 1
421.249
422.649
423.399
415.985
2.724
35.410
416.330
415.841
4.000
2.500

UNIT
m
m
m
m
m
Km2
m3/s
m
m

1.500
2.400
3
0.075

m
m

0.350
0.300
0.300
0.200

m
m
m
m

0.350
0.300
0.300
0.200
6.200
15.950
22.150
7.600
2.225
0.150 x .150
417.485
415.985
11.079
10.000
10.000
17.140
14.500
17.140
15.264
423.399
0.500
2.240

m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m

1.100
422.399
0.500
1.240
0.600
0.500
0.150
0.040

m
m
m
m
m
m
m
m

0.100
15.000

m
m

0.100
10.000
0.450 x .45
22.015
23.065

m
m
m
m

0.500
0.500
0.500
0.150
10.000
0.345
415.910
415.835

m
m
m
m
m
m
m
m

420.399
415.410
0.500
0.750
1.500
4.489
0.300
2.850
2.898

m
m
m
m
m
m
m
m
m

418.950
415.410
0.500
0.500
1.000
3.040
0.300
2.100
18.102

m
m
m
m
m
m
m
m
m

418.950
415.410
0.500
0.750
1.000
3.040
0.300
2.350
4.830

m
m
m
m
m
m
m
m
m

422.149
415.410
0.500
0.750
1.400
6.239
0.300
2.750
8.378

m
m
m
m
m
m
m
m
m

6.122
417.960
415.210
0.500
0.600
2.250
0.300
1.700

m
m
m
m
m
m
m
m

3.862
417.960
415.210
0.500
0.600
2.250
0.300
1.700
414.490
0.450
0.300
5.000
1.620
5.000
7.004
423.399
418.551
417.555
8.492
8.517
2.0 : 1
1 in 6000
0.018
0.733
3.374
1.570
0.030
1.5 : 1
1 in 1240
1.157

m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m
m

21.838

t/m2

0.474

t/m2

17.197

t/m2

5.073

t/m2

13.062

t/m2

2.081

t/m2

10.126

t/m2

5.418

t/m2

47.315

t/m2

-15.385

t/m2

34.920

t/m2

-4.361

t/m2

11.248

t/m2

0.113

t/m2

7.422

t/m2

4.232
0.5
0.333

t/m2

843.473
843.473
221.235
173.246
711.680
843.473
221.235
172.373
239.186
239.186
1545.772
180.938
6235.268

Kg
Kg
Kg
Kg
Kg
Kg
Kg
Kg
Kg
Kg
Kg
Kg
Kg

155.680
155.680
40.833
31.976
155.680
133.440
35.000
31.976
88.293
88.293
581.728
101.649
1600.230

Kg
Kg
Kg
Kg
Kg
Kg
Kg
Kg
Kg
Kg
Kg
Kg
Kg

7835.5
391.8
8.500

MT

DETAILED ESTIMATE OF DRAINAGE SYPHON

UNDER TUNNEL AT Km. 25.509

S.
No
1

Description

Unit

No.

22.150

7.600

0.525

Transition floor on u/s

10.000

12.270

0.495

Sloped Wing at Junction of Head wall

2.898

2.850

0.920

Horizontal wing

18.102

2.100

0.920

Returns

4.830

2.350

0.920

Drop wall

17.140

0.800

0.920

Stream Profile wall

0.450

22.015

0.450

Canal Profile wall

0.450

12.650

0.450

Transitions D/S

14.500

12.270

0.631

Sloped Wing at Junction of Head wall

8.378

2.750

0.431

Horizontal Wings

6.122

1.700

0.631

Returns

3.862

1.700

0.631

Cut off wall

17.140

0.450

1.351

Stream Profile wall

0.450

23.065

0.450

Canal Profile wall

0.450

12.650

0.450

22.150

7.600

0.150

Stream Profile walls

0.450

22.015

0.450

Canal Profile wall

0.450

12.650

0.450

Stream Profile walls

0.450

23.065

0.450

Canal Profile wall

0.450

12.650

0.450

10.000

12.270

0.150

Excavation in soft or ordinary soil including 50 m lead

and 1.5 m lift with dressing
Under Barrel
U/s

D/S

Total
2

Cum

Providing and placing in position Nominal mix

M15(1:3:6) R.C.C. excluding cost of reinforcement but
including form work, vibration, finishing, curing and
cleaning etc. Complete with graded metal of maximum
size-(a) 40 mm
Base course
U/s

D/S

Cum
3

Providing and placing in position Nominal mix

M20(1:2:4) R.C.C. excluding cost of reinforcement, but
including form work, vibration, finishing, curing and
cleaning etc.,complete with graded metal of maximum
size-(a) 40 mm
Foundation U/S
Transition floor on U/s
first drop

S.
No

Description

Unit

No.

17.140

0.800

0.500

Sloped Wing at Junction of Head wall

2.898

2.850

0.500

Horizontal wing

18.102

2.100

0.500

Returns

4.830

2.350

0.500

Transitions Floor (D/s)

14.500

12.270

0.500

Wings at Junction of Head wall

8.378

2.750

0.500

Horizontal Wings

6.122

1.700

0.500

Returns

3.862

1.700

0.500

Cut off wall

17.140

0.450

1.495

Head wall

7.600

0.8

2.24

Sloped Wing at Junction of Head wall

2.898

1.500

4.489

Horizontal wing

18.102

1.000

3.040

Returns

4.830

1.250

3.040

Drop wall (first)

17.140

0.500

0.345

Head wall

7.600

0.55

1.24

Sloped Wing at Junction of Head wall

8.378

1.450

6.239

Horizontal Wings

6.122

0.800

2.250

Returns

3.862

0.800

2.250

Side Walls

6.200

0.300

2.225

Intermediate wall

6.200

0.200

1.500

Base Slab

6.200

7.400

0.300

Top Slab

6.200

7.400

0.350

Side Walls

15.950

0.300

2.225

Intermediate wall

15.950

0.200

1.500

Base Slab

15.950

7.400

0.300

Top Slab

15.950

7.400

0.350

Transition floor on U/s

10.000

12.270

0.075

Transitions D/s

14.500

12.270

0.075

Drop wall (first)

Foundation D/s

Body wall
U/s

D/S

Total
4

Cum

Providing and placing in position Nominal mix

M25(1:1.5:3) R.C.C. excluding cost of reinforcement,
but including form work, vibration, finishing, curing
etc. complete with metal of maximum size-(b) 20 mm
graded
Box Under Canal

Box Under Bank

Total

Cum

S.
No
5

Description

No.

Inside Barrel

22.150

7.200

0.075

Sealing coat in the Trough

6.200

4.200

0.040

Horizontal

7.900

Verticals

1.900

Horizontal

7.900

Verticals

1.900

Providing and placing in position Nominal mix

M35(1:1.5:3) R.C.C. excluding cost of reinforcement,
but including form work, vibration, finishing, curing
etc. complete with metal of maximum size-(b) 20 mm
graded

Total
6

Supplying and fixing steel reinforcement bars (tested)

for R.C.C. Including cleaning, straightening, cutting,
bending, all handling placing in position and binding
with 0.9mm annealed binding wire conforming to I.S.
280 (Including cost of binding wire) (b) Cold worked
steel high strength bars confirming to grade Fe 415 of
IS:1786
Filling foundations and around masonry works with hard
murum or murum mixed with boulders including
watering and ramming.

Cum

MT

cum

Providing and fixing in position12 mm thick pre moulded

fillers non extruding and resilient type(bitumen
impregnated fiber,I.S.1838 ), in expansion joints
including cleaning of surface etc. complete.

Total
9

Unit

Sq.m

Providing and fixing in position P.V.C. strips in panel

joints in lining work, using mechanical contrivance,
smooth finishing etc. complete.

Total

Rmt

ED ESTIMATE OF DRAINAGE SYPHON

DER TUNNEL AT Km. 25.509

Qty

88.378
60.736
15.197
69.946
20.885
12.615
4.458
2.562
112.264
19.860
13.134
8.287
10.420
4.671
2.562
446.000

25.251
4.458
2.562
4.671
2.562
39.503

18.405

Qty
6.856
8.259
38.014
11.351
88.958
23.040
10.407
6.566
11.531

13.619
39.027
110.060
36.708
2.957
13.619
151.584
22.039
13.905
627.000

8.277
3.720
13.764
16.058
21.293
9.570
35.409
41.310
9.203
13.344
172.000

Qty

11.961
1.042
14.000

8.500

0.000

0.190
0.046
1.000

15.800
3.800
20.000

ABSTRACT ESTIMATE OF DRAINAGE SYPHON

UNDER TUNNEL AT Km. 25.509

S.
No.

Description

Qty.

Unit

Item no

Rate

Excavation in soft or ordinary soil including 50 m lead and

1.5 m lift with dressing

446.00

Cum

401 (a)

20

39.50

Cum

1603(b)

2774

627.00

Cum

1602(b)

3492

172.00

Cum

1601(b)

4253

14.00

Cum

1601(b)

4253

8.50

MT

1304(b)

41000

0.00

Cum

703

95

1.00

Sq.m

2454

1443

20.00

Rmt

2527

96

Providing and placing in position Nominal mix M15(1:3:6)

R.C.C. excluding cost of reinforcement but including form
work, vibration, finishing, curing and cleaning etc.
Complete with graded metal of maximum size-(a) 40 mm

Providing and placing in position Nominal mix M20(1:2:4)

R.C.C. excluding cost of reinforcement, but including form
work,
vibration,
finishing,
curing
and
cleaning
etc.,complete with graded metal of maximum size-(a) 40
mm
Providing and placing in position Nominal mix M25(1:1.5:3)
R.C.C. excluding cost of reinforcement, but including form
work, vibration, finishing, curing etc. complete with metal
of maximum size-(b) 20 mm graded

Providing and placing in position Nominal mix M35(1:1.5:3)

R.C.C. excluding cost of reinforcement, but including form
work, vibration, finishing, curing etc. complete with metal
of maximum size-(b) 20 mm graded

Supplying and fixing steel reinforcement bars (tested) for

R.C.C. Including cleaning, straightening, cutting, bending,
all handling placing in position and binding with 0.9mm
annealed binding wire conforming to I.S. 280 (Including
cost of binding wire) (b) Cold worked steel high strength
bars confirming to grade Fe 415 of IS:1786

Filling foundations and around masonry works with hard

murum or murum mixed with boulders including watering
and ramming.
Providing and fixing in position12 mm thick pre moulded
fillers non extruding and resilient type(bitumen
impregnated fiber,I.S.1838 ), in expansion joints including
cleaning of surface etc. complete.

Providing and fixing in position P.V.C. strips in panel joints

in lining work, using mechanical contrivance, smooth
finishing etc. complete.
Lead
Cement Lead 15 km from Rajgarh
HYSD reinforcement steel Lead 15 km from Rajgarh
Sand Lead 50 km from Parbati River
Metal 15 km from Nearest Crusher

130.509 cum

153.63

MT

153.63

383.85 cum
767.7 cum

309.78

8.5

170.7

Total Amount

RACT ESTIMATE OF DRAINAGE SYPHON

NDER TUNNEL AT Km. 25.509

Amount
in LAKHS
0.09

1.10

21.89

7.32

0.60

3.49

0.00

0.01

0.02

0.20
0.01
1.19
1.31

37.220

MOHANPURA MAJOR MULTIPURPOSE PROJECT

Consumption Statement for Construction of Drainage Syphon

S.No

Items

Qty

Cement

Sand

Metal

C.C. 1:3:6 with 40 mm graded metal

in foundation

40

6.12

18.00

36.00

R.C.C. 1:2:4 with 40 mm graded

metal for Sub Structure

627

95.93

282.15

564.30

R.C.C. 1:1.5:3 with 20 mm graded

metal for Sub Structure

14

2.14

6.30

12.60

R.C.C. 1:1.5:3 with 20 mm graded

metal for Super Structure

172

26.32

77.40

154.80

130.51 Cum

383.85 Cum

767.70 Cum

Total : -

aarvee associates

DR.B.R.AMBEDKAR PRANAHITHA-CHEVELLA SUJALA SRAVANTHI

PACKAGE-21
DESIGN OF UNDER TUNNEL AT Km. 25.509

CHECK SLIP TO ACCOMPANY THE SITE SURVEY OF STRUCTURES

Sl.
No.

Description

Remarks

Has an Index Map showing the location and any alternatives been
enclosed?

Yes

Has site plan to a scale of 1:1300 giving the following information been
enclosed.

Yes

a. Has the names of roads or drains with direction been

Yes

given?

b. Has the canal proposals been shown?

c.If the structure is in skew, have the angle and direction of skew
been given?

Yes
This structure is proposed
to be constructed
perpendicular to canal.
The skew if any may be
adjusted in approach and
tail channel.

d. Has the reference to B.M been given?

No

e. Are the levels and identification number of C.S given?

Yes

f.

Yes

Are the trial pit particulars given?

g. Have the spot levels of adjacent country been given?

No

i. Has the L.S of the drain been given?

Yes

ii. Is the scale adopted as 1:500 ?

Yes

Has the L.S of canal showing the site of crossing been enclosed?

Yes

Has a note on the important details of masonry works along the drain
enclosed?

Nil

ii.If so, are the hydraulic particulars furnished?

N.A

Is a list of Masonry works for 3 kms U/s and D/s of structure furnished?

Nil

Is the necessity for the structure explained clearly?

Have the canal chainages been given?

Structure is proposed in
view of canal is
interrupting existing drain.
As per Approved H.Ps

aarvee associates

Have the leads for materials of construction been given?

N.A

10

Has any proposal depending on site conditions been marked?

Yes

11

If the structure is on a curve or skew is it possible to

i. To alter:

----

ii. If not have the reasons been furnished?

----

12

Have the possibilities or diversion been examined? It is a major stream

cannot be diverted.

Yes

13

Has the catchment map of the drain been furnished?

Yes

14

Have the Hydraulic particulars of the drain furnished?

Yes

15

Has any special features or relevant information been furnished?

Nil

16

Has certificate of levels given?

---

17

Have plans been indexed?

Yes

18

Are the L.S and C.S levels of corresponding points tallying?

Yes

19

Are the north points and scales noted in the plans?

Yes

aarvee associates

DR.B.R.AMBEDKAR PRANAHITHA-CHEVELLA SUJALA SRAVANTHI

PACKAGE-21
STREAM CROSSING AT Km.25.509
REPORT TO ACCOMPANY THE SITE SURVEY
The Alignment of Pranahitha-Chevella Sujala Sravanthi project (Package-21) crosses a stream @
Km.The Catchment Area for this stream on Right side of the canal is worked out as per catchment
area plan is 2.724 Sq.km and the discharge arrived as per Dicken's formulae is 35.41 Cumecs. Hence a
structure is proposed across the canal for this stream to discharge the water collected on Right side
of the canal. The LS and CS of stream are taken on U/s and D/s of the proposed structure. The net
level plan is also prepared.

The HP's of the canal at Km. is as follows.

S.No.

Description

Units
Cumecs

Particulars

Discharge (R/D)

8.492 / 8.517

Bed width

6.200

F.S.D.

1.400

Side Slopes (inner / outer)

--

Bed fall

--

1 in 6000

Value of Rugosity

--

0.018

Free board

0.750

Velocity

m / sec

0.733

Top width of banks L/R

4.0 / 2.5

10

C.B.L.

+ 421.249

11

F.S.L.

+ 422.649

12

T.B.L.

+ 423.399

13

Stream Bed level at Crossing

+ 415.985

1.5 :1 / 2:1