UT 25.509 DEPR Revised

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

PACKAGE-21DESIGN OF UNDER TUNNEL AT Km. 25.509

CONTENTS

S.No DESCRIPTION Page No

I NOTE ON DESIGN FEATURES 1

II DESIGN CALCULATIONS

1 HYDRAULIC PARTICULARS OF CANAL 4

2 STREAM PARTICULARS 4

3 M.F.L & VENTWAY 5

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 31

III 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

(Gravity Canal from Kondam Cheruvu to Gadkol)

PCSS/P-21/KC-G/GC/UT_3.794 1

DR.B.R.AMBEDKAR PRANAHITHA-CHEVELLA SUJALA SRAVANTHIPACKAGE-21

DESIGN OF UNDER TUNNEL AT Km. 25.509NOTE ON DESIGN FEATURES

1.0 INTRODUCTION:

2.0 HYDRAULIC PARTICULARS OF CANAL:

Sl. No. Description Units Particulars1 Discharge (R / D) cumecs 8.492 / 8.5172 Bed Width m 6.200

3 F.S.D m 1.400

4 Side Slopes --- 1.5 :1 / 2.0 :1

5 Bed fall --- 1 in 6000

6 Value of rugosity --- 0.018

7 Free board m 0.750

8 Velocity m/sec 0.733

9 m 4.0 + Dowel / 2.500

10 C.B.L m + 421.249

11 F.S.L m + 422.649

12 T.B.L m + 423.399

13 Stream bed level @ crossing m + 415.985

3. STREAM PARTICULARS

Sl. No. Description Units Particulars1 Catchment Area Sq.Km 2.724

2 M.F.D by Dickens formula Cumecs 35.410

3 Bed level of stream crossing m + 415.985

4 Bed fall --- 1 in 299

5 Value of n (assumed) --- 0.030

6 Avg. depth of flow m 1.620

7 Avg. velocity m/sec 1.269

8 MFL's

i. at crossing m + 418.052

ii. at 20 m u/s m + 418.172

ii. at 20m d/s m + 417.746

4. VENT WAY FOR STREAM FLOW

The alignment of gravity Canal from Kondam cheruvu to gadkol under DR.B.R.AMBEDKAR PRANAHITHA-CHEVELLA 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.

Top Width of banks L/R

The canal bed level @ 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.


Canal bed level = + 421.249

Thickness of roof +Sealing coat = 0.350 + 0.04

Inside of barrel top slab = + 417.485

Barrel depth = 1.500

Barrel floor Level = + 415.985

5.0 TOTAL ENERGY LEVELS:

S.No. Description M.F.L. T.E.L1 Section 8-8 (Just outside the transition) 417.555 417.623

2 Section-7-7 (Just inside the transition) 417.544 417.634

3 Section-6-6 (Just outside the exit end of barrel) 417.279 417.774

4 417.965 0

5 Section-4-4 (Just inside the barrel at entrance) 417.485 418.443

6 Section-3-3 (Just outside the barrel @ entrance) 418.349 418.548

7 Section-2-2 (Just inside u/s transition) 418.551 418.585

8 418.551

As seen from the above the barrel will partial flow.

6. DESIGN OF DROP

The following are the dimensions of drop:

1. Top Width = 0.500 m

2. Bottom Width = 0.500 m

3. Thickness of apron = 0.150 m including 75mm wearing coat

4. Length of apron = 10.000 m

7.0 SCOUR DEPTHS:

8. SUB-STRUCTURE

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.

Section-5-5 (Just inside the barrel @ exit end) (Barrel roof level +)

Section-1-1 (first 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.

1st Drop

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.

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.


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,


Mix proposed = M30 (As per IS3370 -Part I 2009)

Stress in concrete = 10 (As per IS3370 -Part II 2009)

Stress in steel = 1300 (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

STRESS STABLESoil (t/m)

Max Min

1 Return wall (u/s) 10.126 5.418

2 wing wall(U/s) 10.936 4.351

3 Sloped Wing wall (U/s) 17.197 5.073

4 sloped wing wall (D/s) 34.920 -4.361

5 wing wall(D/s) 7.422 4.232

6 Return wall (D/s) 7.422 4.232

9. TAIL CHANNEL

10. LEADING CHANNEL

Kg/cm2

Kg/cm2

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.

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

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


DESIGN OF UNDER TUNNEL AT Km. 25.5091. Hydraulic particulars of canal at the location of the structure

S.No. Description Units Particulars1 Discharge R/D Cumecs 8.492 / 8.5172 Bed Width m 6.2003 Full supply depth m 1.4004 Free board m 0.7505 Bed fall m 1 in 60006 Velocity m/sec 0.7337 Value of 'n' 0.01808 Side slopes (I/O) 1.5 :1 / 2:19 Top width of banks (L/R) m 4.0 + Dowel / 2.510 Canal bed level m + 421.24911 Full supply level m + 422.64912 Top of bank m + 423.39913 GL m + 415.985

2 Stream Particulars:i)Catchment Area = 2.724 Sq. Km

ii)Dickens Formula Q =where C = 16.7 for catchment areas from > 2.5 Sq. Kms

M = is the Catchment areaHence Q = ( 16.7 x 2.724)^ 0.75

= 35.410 cumecsiii) Stream bed level at crossing = 415.985 miv) Stream bed level at 20m U/s = 416.330 mv) Stream bed level at 20m D/s = 415.841 mvi) Average depth of flow = 1.620 mvii) 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) : 415.985

Slope 1 in 57.9-Bed level at - 299.8 m u/s : 421.158

2. Bed level at Km 0.000 (Crossing) : 415.985Slope 1 in 110.6

-Bed level at - 200 m u/s : 417.793


-Bed level at - 100 m u/s : 418.699


-Bed level at -60 m u/s : 418.159


Bed level at 60 m d/s : 415.687


Bed level at 200 m d/s : 416.119


CM3/4


Bed level at 376.7 m d/s : 413.970Slope 1 in 187.0

Average of 1-7 = ( 57.9 + 110.6 + 36.8 + 27.6+201.3+1492.5+187) = 301.978say 299.000

Adopt a bed fall of 1 in 299.000 and the value of n as 0.0300


3.2 MFL of the Cross sections:M.F.L at 30 m U/S : 418.539M.F.L at 20 m U/S : 418.172M.F.L at Crossing : 417.972M.F.L at 10m D/s : 418.052M.F.L at 20 m D/S : 417.746M.F.L at 30 m D/S : 417.691

3.2.1 M.F.L at 30 m U/S : Assuming the MFL as 418.539

M.F.L.Cal

Depth Distance Area (Sq.m)

418.539418.539 418.381 418.381 0.16 0.079 0.000 0.000 0.158 -30.000418.539 417.919 417.919 0.62 0.389 10.000 3.895 10.011 -20.000418.539 417.811 417.811 0.73 0.674 10.000 6.745 10.001 -10.000418.539 417.528 417.528 1.01 0.870 10.000 8.700 10.004 .000418.539 418.284 418.284 0.26 0.633 10.000 6.335 10.029 10.000418.539 418.817 418.539 0.00 0.128 4.793 0.612 4.800 20.000418.539 419.092 418.539 0.00 0.000 0.000 0.000 0.000 30.000

44.793 26.287 45.00

P = 44.8 + 1.01= 45.805 m

=

= ( 26.3 / 45.00= 0.6988 m

V = 0.699 x 1/ 299.000= 0.030= 1.347 m/sec

Q = A x V= 26.3 x 1.347= 35.410 cumecs = 35.410 cumecs

HENCE O.K.

Stream bed levels

Average Depth

Perimeter (m)

Cross Chainage

R2/3 (A/P)2/3

)2/3

1 x


3.2.2 M.F.L at 20 m U/S : Assuming the MFL as 418.172

M.F.L.Cal


418.172418.172 418.299 418.172 0.000 0.000 0.000 0.000 0.000 -30.000418.172 418.291 418.172 0.000 0.000 0.000 0.000 0.000 -29.800418.172 417.824 417.824 0.348 0.174 7.254 1.263 7.262 -20.074418.172 417.820 417.820 0.352 0.350 0.074 0.026 0.074 -20.000418.172 417.808 417.808 0.364 0.358 0.200 0.072 0.200 -19.800418.172 417.794 417.794 0.378 0.371 9.800 3.639 9.800 -10.000418.172 417.796 417.796 0.376 0.377 0.179 0.068 0.179 -9.821418.172 417.796 417.796 0.376 0.376 0.021 0.008 0.021 -9.800418.172 416.330 416.330 1.842 1.109 9.800 10.871 9.909 .000418.172 418.256 418.172 0.000 0.921 9.565 8.811 9.741 10.000418.172 418.480 418.172 0.000 0.000 0.000 0.000 0.000 20.000

418.525 418.172 0.000 0.000 0.000 0.000 0.000 30.00036.893 24.756 37.19

P = 36.9 + 1.84= 38.735 m

=

= 24.8 / 38.74= 0.7420 m

V = 0.742 x 1/ 299.000= 0.03= 1.430 m/sec


HENCE O.K.

Stream bed levels

Average Depth

Perimeter (m)

Cross Chainage

R2/3 (A/P)2/3

)2/3

1 x

-40 -30 -20 -10 10 20 30 40416

417

418

419

420

MFL @ 30 m u/sM.F.L. Stream bed levels

Cross Chainage

Elevation


3.2.3 M.F.L at Crossing : Assuming the MFL as 417.972

M.F.L.Cal


417.972417.972 418.035 417.972 0.00 0.000 0.000 0.000 0.000 -30.000417.972 418.030 417.972 0.00 0.000 0.000 0.000 0.000 -29.895417.972 417.593 417.593 0.38 0.189 8.255 1.564 8.263 -20.377417.972 417.570 417.570 0.40 0.390 0.377 0.147 0.378 -20.000417.972 417.571 417.571 0.40 0.401 0.105 0.042 0.105 -19.895417.972 417.833 417.833 0.14 0.270 9.829 2.654 9.832 -10.066417.972 417.835 417.835 0.14 0.138 0.066 0.009 0.066 -10.000417.972 417.838 417.838 0.13 0.135 0.105 0.014 0.105 -9.895417.972 415.985 415.985 1.99 1.060 9.895 10.494 10.067 .000417.972 417.836 417.836 0.14 1.061 10.000 10.615 10.170 10.000417.972 417.676 417.676 0.30 0.216 10.000 2.160 10.001 20.000

417.810 417.810 0.16 0.229 6.602 1.512 6.603 26.602417.812 417.812 0.16 0.161 0.099 0.016 0.099 26.701417.873 417.873 0.10 0.129 3.299 0.427 3.300 30.000

58.632 29.654 58.99

P = 58.632 + 1.99= 60.619 m

Stream bed levels

Average Depth

Perimeter (m)

Cross Chainage

-40 -30 -20 -10 10 20 30 40415416417418419

MFL @20 m u/sM.F.L. Stream bed levels

Cross Chainage

Elevation


== 29.7 / 60.62= 0.6209 m

V = 0.621 x 1/ 299.000= 0.03= 1.197 m/sec


HENCE NOT O.K.

3.2.4 M.F.L at 10m D/s : Assuming the MFL as 418.052

M.F.L.Cal


418.052418.052 417.852 417.852 0.200 0.000 0.000 0.000 0.200 -30.000418.052 417.616 417.616 0.436 0.318 10.000 3.176 10.003 -20.000418.052 417.609 417.609 0.443 0.439 10.000 4.391 10.000 -10.000418.052 416.954 416.954 1.098 0.770 10.000 7.701 10.021 .000418.052 417.776 417.776 0.276 0.687 9.812 6.737 9.846 9.812418.052 417.797 417.797 0.255 0.265 0.188 0.050 0.189 10.000418.052 417.742 417.742 0.310 0.282 1.257 0.355 1.258 11.257418.052 417.546 417.546 0.506 0.408 8.555 3.487 8.557 19.812418.052 417.551 417.551 0.501 0.503 0.188 0.095 0.188 20.000418.052 417.619 417.619 0.433 0.467 2.615 1.220 2.616 22.615418.052 417.804 417.804 0.248 0.340 7.197 2.448 7.199 29.812418.052 417.808 417.808 0.244 0.246 0.188 0.046 0.188 30.000

60.000 29.707 60.27

P = 60.0 + 1.10= 61.098 m

=

= 29.7 / 61.10= 0.6183 m

R2/3 (A/P)2/3

)2/3

1 x

Stream bed levels

Average Depth

Perimeter (m)

Cross Chainage

R2/3 (A/P)2/3

)2/3

-40 -35 -30 -25 -20 -15 -10 -5 5 10 15 20 25 30 35 40414

416

418

420

MFL @ CrossingM.F.L. Stream bed levels

Cross Chainage

Elevation


V = 0.618 x 1/ 299.000= 0.03= 1.192 m/sec


HENCE O.K.

3.2.5 M.F.L at 20 m D/S : Assuming the MFL as 417.746

M.F.L.Cal


417.746417.746 417.907 417.746 0.00 0.000 0.000 0.000 0.000 -30.000417.746 417.706 417.706 0.04 0.020 1.966 0.039 1.967 -20.000417.746 417.600 417.600 0.15 0.093 10.000 0.925 10.001 -10.000417.746 415.841 415.841 1.90 1.025 10.000 10.250 10.154 .000417.746 417.097 417.097 0.65 1.277 10.000 12.765 10.079 10.000417.746 417.638 417.638 0.11 0.378 7.337 2.774 7.357 17.337417.746 417.636 417.636 0.11 0.109 0.790 0.086 0.790 18.127417.746 417.631 417.631 0.11 0.112 1.873 0.210 1.873 20.000417.746 417.613 417.613 0.13 0.124 7.882 0.974 7.882 27.882417.746 417.659 417.659 0.09 0.110 1.887 0.207 1.888 29.769417.746 417.661 417.661 0.08 0.086 0.066 0.006 0.066 29.835417.746 417.666 417.666 0.08 0.082 0.165 0.014 0.165 30.000

51.97 28.25 52.22

1 x

Stream bed levels

Average Depth

Perimeter (m)

Cross Chainage

-40 -30 -20 -10 10 20 30 40416

417

418

419

MFL @ 10m D/s

M.F.L. Stream bed levels

Cross Chainage

Elevation


P = 52.0 + 1.90= 53.871 m== 28.2 / 53.87= 0.6503 m

V = 0.650 x 1/ 299.000= 0.03= 1.254 m/sec


HENCE O.K.

3.2.6 M.F.L at 30 m D/S : Assuming the MFL as 417.691

M.F.L.Cal


417.691417.691 417.521 417.521 0.17 0.085 0.000 0.000 0.170 -30.000417.691 417.465 417.465 0.23 0.198 10.000 1.978 10.000 -20.000417.691 417.722 417.691 0.00 0.113 8.787 0.992 8.790 -10.000417.691 415.813 415.813 1.88 0.939 9.837 9.236 10.014 .000417.691 416.948 416.948 0.74 1.310 10.000 13.103 10.064 10.000417.691 417.637 417.637 0.05 0.398 10.000 3.983 10.024 20.000417.691 417.685 417.685 0.01 0.030 10.000 0.298 10.000 30.000

58.623 29.591 59.06

R2/3 (A/P)2/3

)2/3

1 x

Stream bed levels

Average Depth

Perimeter (m)

Cross Chainage

-40 -30 -20 -10 10 20 30 40414

416

418

420

MFL @ 20 m D/SM.F.L.

Stream bed levels

Cross Chainage

Elevation


P = 58.6 + 1.88= 60.501 m== 29.6 / 60.50= 0.6208 m

V = 0.621 x 1/ 299.000= 0.03= 1.197 m/sec


HENCE O.K.

R2/3 (A/P)2/3

)2/3

1 x

-40 -30 -20 -10 10 20 30 40414415416417418

MFL @ 30 m D/SM.F.L. Stream bed levels

Cross Chainage

Elevation


3.3 Vent Way:

Max. flood discharge = 35.410 cumecs

Maximum permissible velocity = 4.000 m/sec (as per Table No.2

of IS 7784(Part 1):1993 )

Type of vent way = Barrel

The area of vent way required

= 35.410 = 8.853

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 3.374 m/sec. < 4.00

HENCE O.K.Fillet = 0.15 x 0.150 m

Canal Bed level = + 421.249

Thickness of roof +SC = 0.35 + 0.040

Intermediate wall thickness of trough = 0.20 m

over budren of the barrel 3.72

Underside of barrel = + 417.485

Vent height = 1.500 m

Floor level = + 415.985

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

the usual value adopted being 4.8 for regime channels

q = design flood in m3/sec

Lacey's Perimeter = 28.564 m

Hence, 60 % of Lacey's Perimeter 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

m2

C Q 0.5

4.8 Q 0.5


Length of U/s transition is proposed as 10.0 The width at the transition end works

Out to be 17.1 m with a splay of 2 : 1


17.140 m 7.6 m

21

10.0

4.2 d/s Transition:Length of d/s transition proposed as 14.50 The width at the transition end works

Out to be 17.14 m with a splay of 3 : 1

7.60 m 17.140 m

3

1

14.50

Q = 1.05

35.410 = 1.050 x 17.14

= 1.97

d = 1.57 m Say D = 1.57 m

5.0 Tail Channel:Depth in the tail channel @ the exit of D/s transition 1.57 m

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

= + 415.985

Side slopes ( for inner side ) are proposed as 1.5 :1

Maximum flow level = + 415.985 + 1.570 = 417.555

Bed width is kept same as the width of D/s transition at the end i.e. 17.14

21.850 417.555

1.5 : 1

1.570

415.985

17.14 m

Area of flow = ( 17.140 + 1.5 x 1.570 ) x 1.570

= 30.607 sq.m.

The depth of flow at the end of transition arrived is adopting BY WASH WEIR formula.

d3/2 x Ld3/2 x

d3/2


Velocity (V) = 35.410 / 30.607 = 1.157

From Manning's formula

V =

where n = 0.030

P 17.14 + 2 3.250 X 1.570

= 22.801 m

R = 30.607 / 22.80

= 1.342 m

=

= 1.157 x 0.030

1.342

= 0.0285

S = 0.0008 or 1 in 1234.6

Say 1 in 1240

Provide a bed fall of 1 in 1240.0 for the tail channel till it meets the natural stream bed level.

6.0 T.E.L. Calculations:U/S

1 2 7

3 4 5 6

17.1

4 FLOW 7.6 m

2 31 1

1 2 3 4 5 6 710.00 14.5

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

+ 417.555

1.570 1.5 : 1

+ 415.985

17.140 m


Max. Flood Level = 417.555 m

(1/n) R2/3 S1/2

S1/2 V x n / R2/3

2/3


Floor level = 415.985 m

Depth of flow available = 1.570 m

Area of flow = ( 17.14 + 1.500 x 1.570 ) x 1.570

= 30.607 sq.m.

Velocity = 35.410

30.607

= 1.157 m/sec


= 1.157 / ( 2 x 9.81 )

= 0.0682 m

MFL at 8 - 8 = 417.555

TEL at 8 - 8 = 417.555 + 0.0682

= 417.623

Wetted Perimeter = 17.140 + 2 3.250 x 1.570

= 22.801 m

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 m

A = 17.14 x 1.559 = 26.727 sq.m.

Wetted Perimeter P = 17.1 + 2 x 1.559

= 20.259 sq.m. > 17.138 m

V = 35.410 / 26.7 = 1.325 m/sec

= 1.325 / ( 2 x 9.81 )

= 0.0895 m

Loss of head = 0.5 x ( 0.0895 - 0.0682)

= 0.0107

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

TEL@7-7 wrt section 8-8 = 417.623 + 0.0107

= 417.634

TEL at section 7 - 7 wrt assumed depth

= 415.985 + 1.559 + 0.0895

= 417.634

HENCE O.K.

Section 6 - 6 : (Just outside the barrel at the exit end)

417.279

1.494

415.785

V2/2g

V2/2g


7.60


A = 7.6 x 1.494 = 11.351


p = 7.6 + 2 x 1.4935 = 10.59

=

V = 35.410 / 11.351 = 3.120

= 3.120 ( 2 x 9.81 )

= 0.496

Friction losses on D/s transition

average Area = ( 26.727 + 11.351) / 2 = 19.039

Average Perimeter = ( 20.259 + 10.587) / 2 = 15.423

Mean Depth R = 19.039 / 15.423 = 1.234

Velocity = ( 1.325 + 3.120) / 2 = 2.222

=

= 2.222 x 0.018

1.234

= 0.035

S = 0.00121 or 1 in 826

Friction losses = 0.00121 x 14.50

= 0.0175

Loss of head due to gradual expansion = 0.3 x (0.4960

= 0.1220

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

TEL@ 6-6 wrt section 7-7 = = 417.634 + 0.122

= 417.774

TEL at section 6-6 wrt assumed depth = 415.785 + 1.494

= 417.774HENCE O.K.

Section 5 - 5 : (Just inside the barrel at the exit end)

7.200

417.965

1.980

415.985

7.200

V2/2g 2 /

S1/2 V x n / R2/3

2/3

S1/2


417.996

0.718

2.0111.294

415.985

0.200 150 mm wearing coat415.785

415.635

q = 35.410

7.200

= 4.918 Cumecs / running metre

4.918 = 1.705 1.294

2.8845 = 1.705 + 4.584 x

2.8845 = + 2.688

Sloving for h, h = 0.718

2.8850 = 2.8850 ( LHS =RHS )

Hence Assumed Depth of flow is Correct

MFL over the drop wall = 415.985 + 2.0111

= 417.996 m > + 417.485 Barrel roof levelAs the depth of the flow is more than the obtained depth of flow full area of the barrel; is taken in to consideration


A = ( 7.200 x 1.500 - 3x9 x 0.5 x 0.15 x 0.15 )

= 10.496 sq.m.

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

h3/2 + 0.8 (2g) h1/2 xh3/2

h3/2 h1/2


V = 35.410 / 10.496 = 3.374 m/sec

= 3.374 ( 2 x 9.81 )

= 0.580 m

TEL at section 5- 5 wrt previous section = 417.774 + 0.5800

= 418.354Section 4 - 4 : (Just inside the barrel at the entrance end)

7.200

417.485

1.500

415.985

7.200


A = ( 7.200 x 1.500 - 3x9 x 0.5 x 0.15 x 0.15)

= 10.496 sq.m.

V = 35.410 / 10.496

= 3.374 m/sec

= 3.374 ( 2 x 9.81 )

= 0.5801 m

Head loss due to change in velocity = (0.5801 - 0.5800)

= 0.0000 m/sec

Friction Losses:A = ( 7.200 x 1.500 - 3x3 x 0.5 x 0.15 x 0.15)

= 10.699 sq.m.

V = 35.410 / 10.699

= 3.310 m/sec

P = 7.20 x 1 + 6 x 1.500

= 16.200 m

R = A/P

= 10.699 / 16.200 = 0.660

Length of Barrel = 30.575 m

n = 0.0180

V2/2g 2 /

V2/2g 2 /


Running full condition

=

Where

= 0.00316 (1 + 0.03 / 0.660 )

= 0.003

= 0.003 x (30.575 / 0.660) x 0.580

= 0.089

TEL @ 4 - 4 wrt = 418.354 + 0.089

to previous section 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 = 2.364 m

A = 7.6 x 2.364

= 17.965 sq.m.

P = 7.600 + 2 x 2.3638

= 12.3276 m

V = 35.4 / 17.96488

= 1.971 m/sec

= 1.971 ( 2 x 9.81 )

= 0.1990 m

Loss of head due to sudden contraction

= 0.3 x ( 0.5801 -

= 0.1143


TEL at 3 - 3 wrt section 4 4 = 418.443 + 0.114

= 418.557

TEL at section 3 - 3 wrt assumed depth = 415.985 + 2.364

= 418.548NOT O.K.

f2 x L/R x V2/2ghf f2 x L/R x V

2/2g

f2 = a( 1 + b/R)

V2/2g 2 /


Section 2 - 2 : (At the toe wall)

17.140 418.551

2.566

415.985

17.140


Assume a depth of flow of = 2.566 m

A = 17.140 x 2.57 = 43.981

P = 17.140 + 2 x 2.566 =

V = 35.410 / 43.981 = 0.805

= 0.805 ( 2 x 9.81 )

= 0.0330 m

Friction losses on u/s transition

average Area = ( 17.965 + 43.981) = 30.973

= 2

Average Perimeter = ( 12.328 + 22.272) = 17.3002

Mean Depth R = 30.973 / 17.300 = 1.790

Velocity = ( 1.971 + 0.805) = 1.388

= 2

=

= 1.388 x 0.018

1.790

= 0.017

S = 0.00029 or 1 in 3448

Friction losses = 0.00029 x 10.00

= 0.0029

Loss of head due to gradual contraction

= 0.2 x ( 0.1990 - 0.0330

= 0.0332


TEL at 2 - 2 wrt section 3 - 3 = 418.548 + 0.0332 + 0.0029

= 418.585

TEL at section 2 - 2 wrt assumed depth

= 415.985 + 2.566 +

= 418.585HENCE O.K.

Section 1 - 1 : (At the drop wall)

418.551

V2/2g 2 /

S1/2 V x n / R2/3

2/3

S1/2


2.583 1.5 : 1

+ 415.985

17.140 m


Max. Flood Level = 418.551 m



Area of flow = ( 17.14 + 1.500 x 2.583 ) x 2.583

= 54.290 sq.m.

Velocity = 35.410

54.290

= 0.652 m/sec

= 0.652 / ( 2 x 9.81 )

= 0.0217 m

Loss of head = 0.5 x ( 0.0330 - 0.0217)

= 0.0057

TEL at 1-1 wrt section 2-2 = 418.585 + 0.006

= 418.591TEL at section 1-1 wrt assumed depth 415.985 + 2.58+ 0.0217

= 418.590

8.0 Scour Depth:a) on u/s side:

Length of apron = 17.140

q = 35.410 / 17.140

= 2.066 cumecs per meter run

Scour depth (D') =

where f = silt factor = 1 (adopted from IS 7784 / Part I Para 7.5)

Nominal scour depth = 1.35

= 1.35 ( 2.066 / 1

D' = 2.190 m

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 1.25 D' 1.25 D'

2. At a moderate bend

for example along apron

of a guide bund 1.5 D' 1.5 D'

3. At a severe bend 1.75 D' 1.75 D'

V2/2g

1.35 (q2/f)1/3

(q2/f)1/31/3 )

Value as per IRC - 78

Value as per IS 7784


4. At right angle bends

or at noses of piers 2.0 D' 2.0 D'


Max. Scour depth = 1.5 D'

= 1.50 x 2.190

= 3.285 m Say 3.290 m

First drop Second drop

U/s MFL = #REF! 418.551 m

Scour Level = #REF! 415.260 m

Floor level = #REF! 415.985 m

Foundation level = #REF! 415.410 m

#REF! CHECKb) on D/s side:

Width of apron at exit = 17.14 m

q = 35.410 / 17.140

= 2.066 cumecs/m.run

Scour depth (D') =

where f = silt factor = 1 (adopted from IS 7784 / Part I Para 7.5)

Nominal scour depth = 1.35

= 1.35 ( ( 2.066 1 ) )1/3

= 2.190 m

Maximum Scour depth = 1.5 D'

= 1.50 x 2.190

= 3.285 m Say 3.290 mD/s MFL = 417.555 m

Scour Level = 414.265 m


Foundation level = 415.210 m

Provide cutoff wall up to = 414.490 m CHECK

1.35 (q2/f)1/3

(q2/f)1/3

)2 / (


( including fillets)

m/sec.

As per IS 7784 (Part 1):1993 cl 8.1.2, The waterway in drainage channels are generally provided

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

17.14

As per IS 7784 ( Part 2 / Set 5) : 2000 cl: 7.5.3, The transitions should correspond to a minimum splay of 2:1

m2


The width at the transition end works


m/sec

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

D/S

8

17.1

8


sq.m.


m

m/sec

m

sq.m.

m

m/sec

- 0.089)

+ 0.018

+ 0.4960


417.279

415.985

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

h1/2


m


0.1990)

+ 0.199


sq.m.

22.272

m/sec

sq.m.

m

m/sec

)

0.0330


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


9 DESIGN OF SECTIONS:

unit weight of soil 2.00 As per clause 203 of IRC 6: 2010

unit weight of PCC 2.50 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 3.040

0.3 A 1.00 0.750 0.3 415.910

0.51.75

B W5 415.410

2.350

Taking Moments about (A)

Load ParticularsForce L.A.

V H

W1 0.750 x 3.040 x 2.5 5.700 1.375

W2 0.5 x 1.000 x 3.040 x 2.5 3.800 0.667

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 2.477 1.2160

V 13.250

Lever arm = 14.40 / 13.250 = 1.087 m

Eccentricity = 1.087 - 0.88 = 0.212 m

allowable 'e' (b/6) = 0.292 m > 0.212 HENCE OK

stresses = 13.25 x ( 1 + 6 x 0.212 )

1.75 1.75

= 7.57 x ( 1 + 0.725)

Maximum compressive stress = 13.062Minimum compressive stress = 2.081

Taking Moments about (B)


V H

W1 0.750 x 3.040 x 2.5 5.700 1.675

W2 0.5 x 1.000 x 3.040 x 2.5 3.800 0.967

t/m3

t/m3

M

t/m2

t/m2


W3 0.5 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 1.175

Pv 0.0384 x 2.0 x 3.540 ^2 0.962 -

Ph 0.1340 x 2.0 x 3.540 ^2 3.358 1.416

V 18.264 M


Lever arm = 23.63 / 18.264 = 1.294 m

Eccentricity = 1.294 - 1.18 = 0.119 m


stresses = 18.264 x ( 1 + 6 x 0.119 )

2.35 2.35

= 7.772 x ( 1 + 0.303 )


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

1.50.5 B W5 415.410

2.10



V H

W1 0.500 x 3.040 x 2.5 3.800 1.250

W2 0.5 x 1.000 x 3.040 x 2.5 3.800 0.667

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 2.477 1.216

11.350 M

Lever arm = 11.31 / 11.350 = 0.996

Eccentricity = 0.996 - 0.75 = 0.246

610.356


stresses = 11.35 x ( 1 + 6 x

1.50 1.500

t/m2

t/m2

V


= 7.57 x ( 1 + 0.985 )


t/m2

t/m2




V H

W1 0.500 x 3.040 x 2.5 3.800 1.550

W2 0.5 x 1.000 x 3.040 x 2.5 3.800 0.967

W3 0.5 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 2.100 x 0.500 x 2.5 2.625 1.050

Pv 0.0384 x 2.0 x 3.540 ^2 0.962 -

Ph 0.1340 x 2.0 x 3.540 ^2 3.358 1.416

16.051 M

Lever arm = 19.27 / 16.051 = 1.201

Eccentricity = 1.201 - 1.05 = 0.151


stresses = 16.051 x ( 1 + 6 x

2.10 2.10

= 7.644 x ( 1 + 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 1.50 0.75 0.3 415.9100.5 2.25

B W5 415.410

2.85



V H

W1 0.750 x 4.489 x 2.5 8.420 1.875

W2 0.5 x 1.500 x 4.489 x 2.5 8.400 1.000

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 5.401 1.7956

25.101 M

V

t/m2

t/m2

V


Lever arm = 37.25 / 25.101 =

Eccentricity = 1.484 - 1.13 =

610.356



stresses = 25.10 x ( 1 + 6 x

2.25 2.250

= 11.16 x ( 1 +




V H

W1 0.750 x 4.489 x 2.5 8.417 2.175

W2 0.5 x 1.500 x 4.489 x 2.5 8.417 1.300

W3 0.5 x 1.500 x 4.489 x 2.0 6.733 0.800

W4 0.300 x 4.489 x 2.0 2.693 0.150

W5 2.850 x 0.500 x 2.5 3.5625 1.425

Pv 0.0384 x 2.0 x 4.989 ^2 1.912 -

Ph 0.1340 x 2.0 x 4.989 ^2 6.671 1.996

31.735 M

Lever arm = 53.43 / 31.735 =



stresses = 31.735 x ( 1 + 6 x

2.85 2.85

= 11.135 x ( 1 + 0.544 )


4 DESIGN OF HEAD WALL ON U/S (SECTION 4-4 )

423.399

W3

W1 2.240

W2

A 0.60 0.5 421.1590.3 1.1

420.859



V H

t/m2

t/m2

V

t/m2

t/m2


W1 0.500 x 2.240 x 2.5 2.800 0.850

W2 0.5 x 0.600 x 2.240 x 2.5 1.700 0.400

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 1.345 0.8960

6.229 V M


Lever arm = 4.53 / 6.229 =


610.356


stresses = 6.23 x ( 1 + 6 x

1.10 1.100

= 5.66 x ( 1 +


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 0.500 421.159

0.3A 0.6 420.859



V HW1 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 0.496

2.232

Lever arm = 0.91 / 2.232 = 0.410

Eccentricity = 0.410 - 0.30 = 0.110

allowable 'e' (b/6) = 0.100 m < 0.110 Revise the section

t/m2

t/m2

V M


stresses = 2.23 x ( 1 + 6 x

0.60 0.60

= 3.72 x ( 1 + 1.098)


Max. compressive stress = 7.803Min. compressive stress = -0.364

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 A 1.40 0.75 0.3 415.9102.15

0.5 B W5 415.410

2.750



V H

W1 0.750 x 6.239 x 2.5 11.700 1.775

W2 0.5 x 1.400 x 6.239 x 2.5 10.900 0.933

W3 0.5 x 1.400 x 6.239 x 2.0 8.735 0.467

Pv 0.0384 x 2.0 x 6.239 ^2 2.989 -

Ph 0.1340 x 2.0 x 6.239 ^2 10.432 2.496

34.324 M

Lever arm = 61.05 / 34.324 = 1.779 m

Eccentricity = 1.779 - 1.08 = 0.704 m


stresses = 34.32 x ( 1 + 6 x 0.704 )

2.15 2.150

= 15.96 x ( 1 + 1.964 )

Maximum compressive stress = 47.315Minimum compressive stress = -15.385



V H

W1 0.750 x 6.239 x 2.5 11.698 2.075

W2 0.5 x 1.400 x 6.239 x 2.5 10.918 1.233

W3 0.5 x 1.400 x 6.239 x 2.0 8.735 0.767

W4 0.300 x 6.239 x 2.0 3.743 0.150

t/m2

t/m2

V

t/m2

t/m2


W5 2.750 x 0.500 x 2.5 3.4375 1.375

Pv 0.0384 x 2.0 x 6.739 ^2 3.488 -

Ph 0.1340 x 2.0 x 6.739 ^2 12.171 2.6956

42.020 V M


Lever arm = 82.53 / 42.020 =



stresses = 42.020 x ( 1 + 6 x

2.75 2.75

= 15.280 x ( 1 + 1.285 )

Maximum compressive stress = 34.920Minimum compressive stress = -4.361

7.0 DESIGN OF WING WALL : D/s wing &returns (SECTION 7-7 & 8-8 )

417.960

W3 W1

2.250

W4 W2

0.3 A 0.600 0.50 0.3 415.710

0.51.1

B W5 415.210

1.700



V H

W1 0.500 x 2.250 x 2.5 2.810 0.850

W2 0.5 x 0.600 x 2.250 x 2.5 1.700 0.400

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 -

Ph 0.1340 x 2.0 x 2.250 ^2 1.357 0.900

6.249

Lever arm = 4.56 / 6.249 = 0.730 m

Eccentricity = 0.730 - 0.55 = 0.180 m

allowable 'e' (b/6) = 0.183 m > 0.180 m HENCE OK

stresses = 6.249 x ( 1 + 6 x 0.180 )

1.100 1.10

= 5.68 x ( 1 + 0.980 )


t/m2

t/m2

V M

t/m2

t/m2




V 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 1.688 0.700

W3 0.5 x 0.600 x 2.250 x 2.0 1.350 0.500

W4 0.300 x 2.250 x 2.0 1.350 0.150

W5 1.700 x 0.500 x 2.5 2.125 0.850

Pv 0.0384 x 2.0 x 2.750 ^2 0.581 -

Ph 0.1340 x 2.0 x 2.750 ^2 2.027 1.1

9.906

Lever arm = 9.19 / 9.906 = 0.928

Eccentricity = 0.928 - 0.85 = 0.078


stresses = 9.906 x ( 1 + 6 x1.70 1.70

= 5.827 x ( 1 + 0.274 )

Maximum compressive stress = 7.422

Minimum compressive stress = 4.232

V M

t/m2

t/m2


(SECTION 2-2 & 3-3)

Moment

7.837

2.533

1.013-

3.01214.396

Moment

9.547

3.673


1.925

0.274

3.452-

4.75623.627


HENCE OK

Moment

4.750

2.533

1.013-

3.01211.308

m

m

HENCE OK

0.246

1.500


0.985 )


Moment

5.890

3.673

1.925

0.274

2.756-

4.75619.274

m

m

HENCE OK

0.151 )

Moment

15.788

8.400

3.367-

9.69737.251


1.484 m

0.359 m

HENCE OK


0.359 )2.250

0.958 )

Moment

18.307

10.942

5.387

0.404

5.077-

13.31253.428

1.684 m

0.259 m

HENCE OK

0.259 )2.85

0.544 )

Moment


2.380

0.680

0.269-

1.2054.534


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


0.110

0.60


Moment

20.768

10.173

4.076-

26.03461.051

Moment

24.274

13.466

6.697

0.562


4.727-

32.80882.532


1.964 m

0.589 m

Revise the section

0.589 )2.75

1.285 )

Moment

2.389

0.680

0.270-

1.2214.560


Moment

3.094

1.181

0.675

0.203

1.806-

2.2299.188

0.078 )1.70

2.621 148253.9315

30.5757104 2896.0

10000 0 2500 3225 6200

(U/s Sloped wing) 2:16000 423.399

2150418.951(U/s wing& Return) 420.399 423.399 422.649

418.551 421.159 0.04 421.249

Sealing 350420.859 300 mm slab 420.859

416.330-0.808

1.5419.359

419.359

419.284 300 mm slab 300 mm slabU/s 344.359 418.984

5000 2.4

2.4

7.817800

0.3

2 2.41

5000

10000

15750

14500500

3225 6925 2000 8388 6112

(D/swing&return)

422.399 417.955

1.400 422.149

421.159

mm slab

419.359 0.000 419.359419.284 75 mm thick wearing coat -0.075 4.900418.984418.834 0.45

414.490

down stream

4833.33333333

17467

31

4833.33333

30575 14500

0.5:1

AUTOMATION FOR 2 DROPS UTDetails of Inputs for Quantity Estimate of Under Tunnel

S.NO CODE INPUT DESCRIPTION1 CBW Canal Bed Width =2 CSSLOPE Canal Side Slopes =3 CBL CBL =4 FSL FSL =5 TBL TBL =6 GLACROSS G.L @ Crossing =7 CA Catchment area =8 MFD Discharge by Dicken's Formula =9 SBLUS Stream bed level at 30 m U/S =

10 SBLDS Stream bed level at 30 m D/S =11 TWBLS Top width of Bank(L) =12 TWBRS Top width of Bank(R) =13 Barrel

BHEIGHT Height =BWIDTH Width =

NOVENTS No. of Vents =THWCOAT Thickness of Wearing coat =

UNDER EARTH BANKTHTSLAB Thickness of top slab =THBSLAB Thickness of bottom slab =

THSWALLS Thickness of side walls =THIWALLS Thickness of intermediate walls =

UNDER CANAL Thickness of top slab =Thickness of bottom slab =Thickness of side walls =Thickness of intermediate walls =

BLUC Barrel Length Under Canal =BLUCB Barrel Length Under Bank =

TLB Total Length of the barrel =TWB Total Width of the barrel =THB Total height of the barrel =

FILLET Fillet =USBTL Under Side of Barrel top level =FLRLVL Floor level =

LUSSPLAY Length of U/S Splayed =LUSTRAN Length of U/S transition =

Apron length of drop =WUSTRAN Width of U/S transition =LDSTRAN Length of D/S transition =WDSTRAN Width of D/S transition =LDSSPLAY Length of D/S Splayed =HWLENTR Level of Head wall (Entry) =

THHW Thickness of Headwall =HHWENTR Height of Head wall (Entry) =

Bottom width of wall =HWLEXIT Level of Head wall (Exit) =

THHWEXIT Thickness of Headwall Exit =HHWEXIT Height of Head wall (Exit) =

Bottom width of wall =FLTH Floor Thickness =

BCOURSE Base Course =SCOAT Sealing coat =THOL Canal Lining =

Thickness =Total Length U/s & D/s =Stream LiningThickness =Total Length U/s & D/s =

SPW Size of Profile walls =WPWUS width of Profile wall(U/s) =WPWDS width of Profile wall(D/s) =

12 Drop Walls (First)TWDROPFIRST Top width of Drop wall =BWDROPFIRST Bottom width of Drop wall =DDROPFIRST Foundation Depth of Drop wall =

USTHAPRNFIRST Thickness of Apron(U/s) =USLAPRNFIRST Length of Apron(U/s) =

HDROPFIRST Height of the Drop wall =LVLAPRNFIRST Apron level =

Bottom level of apron =13 Sloped Wing Wall U/S @ Junction of HW

USSWWTL Top level of wall =USSWWFNL Foundation Level =USSWWFND Depth of Foundation =

USSWWTHST Thickness of Wall (Straight portion) =USSWWTHSL Thickness of Wall (Sloped portion) =

USSWWH Height of the wall =USSWWOS Offset to wall =

USSWWBWFN Base width of foundation =USSWWL Length =

14 Horizontal wing wall U/SUSHWWTL Top level of wall =

USHWWFNL Foundation Level =USHWWFND Depth of Foundation =

USHWWTHST Thickness of Wall (Straight portion) =USHWWTHSL Thickness of Wall (Sloped portion) =

USHWWH Height of the wall =USHWWOS Offset to wall =

USHWWBWFN Base width of foundation =USHWWL Length =

15 Return wall U/SUSRWTL Top level of wall =

USRWFNL Foundation Level =USRWFND Depth of Foundation =

USRWTHST Thickness of Wall (Straight portion) =USRWTHSL Thickness of Wall (Sloped portion) =

USRWH Height of the wall =USRWOS Offset to wall =

USRWBWFN Base width of foundation =USRWL Length =

16 Sloped Wing Wall D/S @ Junction of HWDSSWWTL Top level of wall =

DSSWWFNL Foundation Level =DSSWWFND Depth of Foundation =

DSSWWTHST Thickness of Wall (Straight portion) =DSSWWTHSL Thickness of Wall (Sloped portion) =

DSSWWH Height of the wall =DSSWWOS Offset to wall =

DSSWWBWFN Base width of foundation =DSSWWL Length =

17 Horizontal wing on D/sDSHWWL Length =

DSHWWTL Top level of wall =DSHWWFNL Foundation Level =

DSHWWTHST Thickness of Wall (Straight portion) =DSHWWTHSL Thickness of Wall (Sloped portion) =

DSHWWH Height of the wall =DSHWWOS Offset to wall =

DSHWWBWFN Base width of foundation =18 Return Wall D/S

DSRWL Length =DSRWTL Top level of wall =

DSRWFNL Foundation Level =DSRWTHST Thickness of Wall (Straight portion) =DSRWTHSL Thickness of Wall (Sloped portion) =

DSRWH Height of the wall =DSRWOS Offset to wall =

DSRWBWFN Base width of foundation =19 DSCL D/S Cut off level =20 DSCW D/S Cut off width =

RTH 300 mm Thick Revetment =USRL Revetment Length(U/s) =USSL Side length =

21 DSRL Revetment Length(D/s) =22 DSSL Side length =44 TOL Top of Lining =45 USMFL MFL U/S =46 DSMFL MFL D/S =47 QREQ Discharge required =48 QDES Discharge designed =49 CSLOUTER Canal side slope outer =50 BFALLca Bed fall =51 Nca Value of rugosity for Canal =52 Vca Velocity of canal =53 Vbarl Velocity of Barrel =54 DFDSTRANS Depth of flow in ds transition =55 Ntc Value of rugosity for Tail channel =56 Sstc Side slopes for Tail channel =57 BFALLtc Bed fall =58 Vtc 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 =

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 DSW&RSSmax DS wing & return stress on soil max =

74 DSW&RSSmin DS wing & return stress on soil min =75 LUS_TRANS_SLOPE =76 LDS_TRANS_SLOPE =

Barrel Reinforcement (Earth pressure)

Type Nos

1 16 250 64 8.340 =2 16 250 64 8.340 =3 16 250 64 2.188 =4 16 250 64 1.713 =5 16 300 54 8.340 =6 16 250 64 8.340 =7 16 250 64 2.188 =8 16 300 54 2.020 =

9 (a) 16 250 64 2.365 =9 (b) 16 250 64 2.365 =10 10 250 157 15.95 =11 10 200 80 3.664 =

Total =Barrel Reinforcement (Water pressure)

Type Nos

1 12 300 21 8.340 =2 12 300 21 8.340 =3 12 300 21 2.188 =4 12 300 21 1.713 =5 12 300 21 8.340 =6 12 360 18 8.340 =7 12 360 18 2.188 =8 12 300 21 1.713 =

9 (a) 12 150 42 2.365 =9 (b) 12 150 42 2.365 =10 10 250 152 6.20 =12 10 200 31 5.312 =

Total =

Grand Total =

Dia of Bar(mm)

Spacing (mm)

Length of Each bar(m)

Dia of Bar(mm)

Spacing (mm)

Length of Each bar(m)

AUTOMATION FOR 2 DROPS UTDetails of Inputs for Quantity Estimate of Under Tunnel

VALUE UNIT6.200 m1.5 : 1 -

421.249 m422.649 m423.399 m415.985 m

2.72435.410

416.330 m415.841 m

4.0002.500

1.500 m2.400 m

30.075 m

0.350 m0.300 m0.300 m0.200 m

0.350 m0.300 m0.300 m0.200 m6.200 m

15.950 m22.150 m7.600 m2.225 m

0.150 x .150 m417.485 m415.985 m11.079 m10.000 m10.000 m17.140 m14.500 m17.140 m15.264 m

423.399 m0.500 m2.240 m

Km2

m3/s

1.100 m422.399 m

0.500 m1.240 m0.600 m0.500 m0.150 m0.040 m

0.100 m15.000 m

0.100 m10.000 m

0.450 x .4522.015 m23.065 m

0.500 m0.500 m0.500 m0.150 m

10.000 m0.345 m

415.910 m415.835 m

420.399 m415.410 m

0.500 m0.750 m1.500 m4.489 m0.300 m2.850 m2.898 m

418.950 m415.410 m

0.500 m0.500 m1.000 m3.040 m0.300 m2.100 m

18.102 m

418.950 m415.410 m

0.500 m0.750 m1.000 m3.040 m0.300 m2.350 m4.830 m

422.149 m415.410 m

0.500 m0.750 m1.400 m6.239 m0.300 m2.750 m8.378 m

6.122 m417.960 m415.210 m

0.500 m0.600 m2.250 m0.300 m1.700 m

3.862 m417.960 m415.210 m

0.500 m0.600 m2.250 m0.300 m1.700 m

414.490 m0.450 m0.300 m5.000 m1.620 m5.000 m7.004 m

423.399 m418.551 m417.555 m

8.4928.5172.0 : 1

1 in 60000.0180.7333.3741.5700.0301.5 : 1

1 in 12401.157

21.838

0.474

17.197

5.073

13.062

2.081

10.126

5.418

t/m2

t/m2

t/m2

t/m2

t/m2

t/m2

t/m2

t/m2

47.315

-15.385

34.920

-4.361

11.248

0.113

t/m2

t/m2

t/m2

t/m2

t/m2

t/m2

7.422

4.2320.5

0.333

843.473 Kg843.473 Kg221.235 Kg173.246 Kg711.680 Kg843.473 Kg221.235 Kg172.373 Kg239.186 Kg239.186 Kg

1545.772 Kg180.938 Kg

6235.268 Kg

155.680 Kg155.680 Kg40.833 Kg31.976 Kg

155.680 Kg133.440 Kg35.000 Kg31.976 Kg88.293 Kg88.293 Kg

581.728 Kg101.649 Kg

1600.230 Kg

7835.5391.88.500 MT

t/m2

t/m2

DETAILED ESTIMATE OF DRAINAGE SYPHON

UNDER TUNNEL AT Km. 25.509

Description Unit No. L B D

1

Under Barrel 1 22.150 7.600 0.525

U/s

Transition floor on u/s 1 10.000 12.270 0.495

Sloped Wing at Junction of Head wall 2 2.898 2.850 0.920

Horizontal wing 2 18.102 2.100 0.920

Returns 2 4.830 2.350 0.920

Drop wall 1 17.140 0.800 0.920

Stream Profile wall 1 0.450 22.015 0.450

Canal Profile wall 1 0.450 12.650 0.450

D/S

Transitions D/S 1 14.500 12.270 0.631


Horizontal Wings 2 6.122 1.700 0.631

Returns 2 3.862 1.700 0.631

Cut off wall 1 17.140 0.450 1.351

Stream Profile wall 1 0.450 23.065 0.450


Total Cum 2

Base course 1 22.150 7.600 0.150

U/s

Stream Profile walls 1 0.450 22.015 0.450


D/S

Stream Profile walls 1 0.450 23.065 0.450


Cum 3

Foundation U/S

Transition floor on U/s

first drop 1 10.000 12.270 0.150

S.No

Excavation in soft or ordinary soil including 50 m lead and 1.5 m lift with dressing

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

Description Unit No. L B DS.No

Drop wall (first) 1 17.140 0.800 0.500


Horizontal wing 2 18.102 2.100 0.500

Returns 2 4.830 2.350 0.500Foundation D/s

Transitions Floor (D/s) 1 14.500 12.270 0.500

Wings at Junction of Head wall 2 8.378 2.750 0.500


Returns 2 3.862 1.700 0.500

Cut off wall 1 17.140 0.450 1.495

Body wallU/s

Head wall 1 7.600 0.8 2.24


Horizontal wing 2 18.102 1.000 3.040

Returns 2 4.830 1.250 3.040

Drop wall (first) 1 17.140 0.500 0.345D/S

Head wall 1 7.600 0.55 1.24



Returns 2 3.862 0.800 2.250

Total Cum 4

Box Under Canal

Side Walls 2 6.200 0.300 2.225Intermediate wall 2 6.200 0.200 1.500Base Slab 1 6.200 7.400 0.300Top Slab 1 6.200 7.400 0.350Box Under Bank

Side Walls 2 15.950 0.300 2.225Intermediate wall 2 15.950 0.200 1.500Base Slab 1 15.950 7.400 0.300Top Slab 1 15.950 7.400 0.350

Transition floor on U/s 1 10.000 12.270 0.075Transitions D/s 1 14.500 12.270 0.075

Total 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

Description Unit No. L B DS.No

5

Inside Barrel 1 22.150 7.200 0.075 Sealing coat in the Trough 1 6.200 4.200 0.040

Total Cum 6

MT7

cum8

Horizontal 2 7.900Verticals 2 1.900Total Sq.m

9

Horizontal 2 7.900Verticals 2 1.900Total Rmt


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.

DETAILED ESTIMATE OF DRAINAGE SYPHON


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


Description Qty. Unit Item no Rate

1 446.00 Cum 401 (a) 20

2 39.50 Cum 1603(b) 2774

3 627.00 Cum 1602(b) 3492

4 172.00 Cum 1601(b) 4253

5 14.00 Cum 1601(b) 4253

6 8.50 MT 1304(b) 41000

7 0.00 Cum 703 95

8 1.00 Sq.m 2454 1443

9 20.00 Rmt 2527 96

LeadCement Lead 15 km from Rajgarh 130.509 cum 153.63

HYSD reinforcement steel Lead 15 km from Rajgarh 8.5 MT 153.63

Sand Lead 50 km from Parbati River 383.85 cum 309.78

Metal 15 km from Nearest Crusher 767.7 cum 170.7

S.No.

Excavation in soft or ordinary soil including 50 m lead and 1.5 m lift with dressing

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



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.

Total Amount =

ABSTRACT ESTIMATE OF DRAINAGE SYPHON


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

Amountin LAKHS

37.220

MOHANPURA MAJOR MULTIPURPOSE PROJECT

Consumption Statement for Construction of Drainage Syphon

S.No Items Qty Cement Sand Metal

1 2 3 4 5 6

1 40 6.12 18.00 36.00

2 627 95.93 282.15 564.30

3 14 2.14 6.30 12.60

4 172 26.32 77.40 154.80

Total : - 130.51 Cum 383.85 Cum 767.70 Cum

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

R.C.C. 1:2:4 with 40 mm graded metal for Sub Structure

R.C.C. 1:1.5:3 with 20 mm graded metal for Sub Structure

R.C.C. 1:1.5:3 with 20 mm graded metal for Super Structure

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

Description Remarks

1 Yes

2 Yes

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

b. Has the canal proposals been shown? Yes

d. Has the reference to B.M been given? No

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

f. Are the trial pit particulars given? Yes

g. Have the spot levels of adjacent country been given? No

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

ii. Is the scale adopted as 1:500 ? Yes

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

5 Nil

ii.If so, are the hydraulic particulars furnished? N.A

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

7 Is the necessity for the structure explained clearly?

8 Have the canal chainages been given? As per Approved H.Ps

Sl.No.

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

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

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

This structure is proposed to be constructed

perpendicular to canal. The skew if any may be

adjusted in approach and tail channel.

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

Structure is proposed in view of canal is

interrupting existing drain.

aarvee associates

9 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 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

Have the possibilities or diversion been examined? It is a major stream cannot be diverted.

aarvee associates

DR.B.R.AMBEDKAR PRANAHITHA-CHEVELLA SUJALA SRAVANTHIPACKAGE-21

STREAM CROSSING AT Km.25.509REPORT TO ACCOMPANY THE SITE SURVEY

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

S.No. Description Units Particulars1 Discharge (R/D) Cumecs 8.492 / 8.517

2 Bed width m 6.200

3 F.S.D. m 1.400

4 Side Slopes (inner / outer) -- 1.5 :1 / 2:1

5 Bed fall -- 1 in 6000

6 Value of Rugosity -- 0.018

7 Free board m 0.750

8 Velocity m / sec 0.733

9 Top width of banks L/R m 4.0 / 2.5

10 C.B.L. m + 421.249

11 F.S.L. m + 422.649

12 T.B.L. m + 423.399

13 Stream Bed level at Crossing m + 415.985

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.

contentsnotesHpsmfl'sdesignsectionsDrawingInputsDetailedAbstractConsumptioncheck slipreport

UT 25.509 DEPR Revised

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