Type Design of Causeway

Name of the work:- B.T.to the Road from DPN Road at 36/2 to Suradavanipeta Est.Cost:-Rs.529.21 lakhs Grant:- PMGSY Ph-VI

Cross section at Proposed Causeway Causeway 101.000 100.500 100.000 99.500 99.000 98.500 98.000 97.500 97.000 96.500 96.000 95.500 95.000 0

20

40

60

80

100

120

140

160

180

200

220

240

Asst.Exe.Engineer PR,Ichapuram

Deputy.Exe.Engineer PR,Ichapuram

Exe.Engineer   PR,Srikakulam

Defined Cross section at 20m U/S of Proposed site 101.000 100.500 100.000 99.500 99.000 98.500 98.000 97.500

. 97.000 96.500 96.000 95.500 95.000 0

20

40

Asst.Exe.Engineer PR,Ichapuram

60

80

10 0

1 20

Deputy.Exe.Engineer PR,Ichapuram

14 0

1 60

18 0

20 0

2 20

24 0

2

Exe.Engineer   PR,Srikakulam

ross section at Proposed Causeway Causeway site super imposed with wit h causeway causeway sectio 101.000

100.000

98.975

99.000

98.225 97.765 97.395

98.000

97.000

96.775 96.485 96.445 96.335 96.315 96.305 96.305 96.275 96.255 96.245 96.225 96.085

96.000

95.000

94.000

93.000 0

10

20

30

40

50

60

70

80

Asst.Exe.Engineer PR,Ichapuram

Deputy.Exe.Engineer   PR,Ichapuram

ross section at Proposed Causeway Causeway site super imposed with wit h causeway causeway sectio 101.000

100.000

99.000

98.000

97.000

96.000

95.000

94.000

98.975 98.225 97.765 97.395 96.775 96.485 96.445 96.335 96.315 96.305 96.305 96.275 96.255 96.245 96.225 96.085

93.000 0

10

20

30

40

50

60

70

80

Cross section at 200m U/S of  Proposed Bridge site 90

89.86

8

89.5

89.29

89.28

l

c u d e R

e v e L d e

89

88.73 88.52

88.5

88

87.82 87.5

87 0

5

10

15

Reach

Asst.Exe.Engineer PR,Ichapuram

Deputy.Exe.Engineer   PR,Ichapuram

20

25

30

ite

260

280

300

320

340

360

380

400

auseway

0

28 0

3 00

3 20

34 0

3 60

38 0

4 00

Actual Location of Cause way Chainage BS

IS

FS

1.52 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115

0.23 0.98 1.44 1.81 2.43 2.72 2.87 2.93 2.89 2.95 2.9 2.76 2.96 3.12 2.98 2.9 3 3.08 2.95 2.88 2.88 2.98 3.05 3 05

HI

RL 99.21 97.685 99.21 98 98.975 99.21 98 98.225 99.21 97 9 7.765 99.21 97 9 7.395 99.21 96 9 6.775 99.21 96 9 6.485 99.21 96 9 6.335 99.21 96 9 6.275 99.21 96 9 6.315 99.21 96 9 6.255 99.21 96.305 99.21 96 9 6.445 99.21 96 9 6.245 99.21 96 9 6.085 99.21 96 9 6.225 99.21 96.305 99.21 96.205 99.21 96 9 6.125 99.21 96 9 6.255 99.21 96 9 6.325 99.21 96.325 99.21 96.225 99.21 96.155 99 21 96 155

Remarks TBM 17

265 270 275 280 285 290 295 300 305 310 315 320 325 330 335 340 345 350 355 360 365

2.93 3.01 2.98 3.11 2.97 2.69 2.74 2.79 2.86 2.86 2.61 2.74 2.76 2.88 2.86 2.96 3.06 3.02 2.8 2.65 2.63

99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205

96.275 96.195 96.225 96.095 96.235 96.515 96.465 96.415 96.345 96.345 96.595 96.465 96.445 96.325 96.345 96.245 96.145 96.185 96.405 96.555 96.575

At Defined Cross-Section(20m U/S of proposed causeway) Chainage BS

IS 1.52

FS

HI

RL 99.21 97.685

Remarks TBM 17

145 150 155 160 165 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240 245 250 255 260 265 270 275 280

2.69 2.67 2.75 2.76

2.76 2.73 2.75 2.8 2.82 2.79 2.84 2.83 2.83 2.84 2.84 2.83 2.78 2.78 2.81 2.82 2.86 2.85 2.88 2.83 2.74 2.73 2.81 2.78 2.91

99.21 99.21 99.21 99.21 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205 99.205

96.515 96.535 96.455 96.445 96.475 96.455 96.405 96.385 96.415 96.365 96.375 96.375 96.365 96.365 96.375 96.425 96.425 96.395 96.385 96.345 96.355 96.325 96.375 96.465 96.475 96.395 96.425 96.295

DESIGN OF CAUSEWAY I)Design Aspects&Specifications Aspects&Specifications a)Hydralic Aspects: i)The i)The Maximum design discharge is calculated based on both Catchment area method (By using Dicken's formula and Ryve's formula) and Area-Velocity method taking cross-sections of stream at as per IRC:SP 13. ii)No ii)No vertical clearence clearence is necessary iii)As iii)As the mean velocity of flow is less than 2.6m/sec,protection of entry and exit ends is not necessary unless otherwise required based on scour depth calculations. iv)Scour iv)Scour depth calculations were done based on IRC: SP 13 and raft foundations are proposed for box culvert with cut-off walls and launching approns.

b)Foundation Concrete: i)The i)The bearing capacity of the soil is taken as 10t/m2,because clayey soil is met with upto 4.0m depth below LBL. ii)Hence ii)Hence raft foundation is proposed at 2.00m depth.Cut-off walls and launching aprons are designed and proposed as per IRC 89-1985

g)Weep holes&Water spouts: i)In i)In abutments, abutments,Weep holes are provided above G.L @ 100mm c/c both horizontal and vertical directions in staggered manner with 1 in 20 slope to the retaining face with 100mm AC pipes of Cl-15. ii) GI drainage spouts are provided @ 2 Nos per one deck,each at about 2.65m from the decking edge. h)Back filling in between head walls: i)Back i)Back filling inn between head walls is provided with granular material consisting of  75% gravel and 25% sand for full depth depth for the entire length.

l)Approches: i)Approaches i)Approaches are proposed with side earth consolidated to OMC.

Assistant Exe.Engineer PR,Ichapuram

Dy.Exe. Engineer PR,Kotabommali

Executive Engineer   PR,Srikakulam

DESIGN OF VENTED CAUSE WAY Hydraulic Data:Parameter Catchment area(As plotted from Topo sheets)

Data

Unit 98.6 Sq Sq.Km

Bed width of defined Cross-Section

305 Metre

Bank width of defined cross-section

365 Metre

HFL

98.89 Metre

LBL(Lowest Bed Level)

96.09 Metre

Discharge by Dicken's Formula

406.77 Cumec

Discharge by Area-Velocity Method

1272.64 Cumec

Protected Bed Level

99.48 Metre

RTL(Road Top Level)

98.34 Metre

Annual Rain fall

1360 mm

1)Area Velocity method:At the proposed causeway site:Maximum Flood level

98.89m

24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51

115 120 125 130 135 140 145 150 155 160 165 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240 245 250

96.16 96.26 96.29 96.35 96.27 96.31 96.32 96.34 96.26 96.25 96.28 96.26 96.21 96.19 96.22 96.17 96.18 96.18 96.17 96.17 96.18 96.23 96.23 96.20 96.19 96.15 96.16 96.13

2.73 2.63 2.60 2.54 2.62 2.58 2.57 2.55 2.63 2.64 2.61 2.63 2.68 2.70 2.67 2.72 2.71 2.71 2.72 2.72 2.71 2.66 2.66 2.69 2.70 2.74 2.73 2.76

2.73 2.68 2.62 2.57 2.58 2.60 2.58 2.56 2.59 2.64 2.63 2.62 2.66 2.69 2.69 2.70 2.72 2.71 2.72 2.72 2.72 2.69 2.66 2.68 2.70 2.72 2.74 2.75

5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00

13.65 13.40 13.08 12.85 12.90 13.00 12.88 12.80 12.95 13.18 13.13 13.10 13.28 13.45 13.43 13.48 13.58 13.55 13.58 13.60 13.58 13.43 13.30 13.38 13.48 13.60 13.68 13.73

5.01 5.04 5.03 5.02 5.01 5.03 5.04 5.05 5.05 5.02 5.01 5.04 5.03 5.02 5.01 5.03 5.04 5.05 5.05 5.02 5.01 5.04 5.03 5.02 5.01 5.03 5.04 5.05

Discharge Q =

AXV

1272.64Cumecs

Design of Vents:I) Provide vent area 30% of area on defined cross-section of RTL Bed Widthx(RTL-LBL)x30/100 Widthx(RTL-LBL)x30/100 = 205.88Sqm ii) a) 2.3m vent rectangular box culverts-----5 Nos b) 1000mm dia pipes

No.of pipes required

Vent Area=

26.45Sqm

= Vent Area/Area of pipe =

228.36 Say

iii) However Provide

228Nos

70Nos of vents only to accommodate in the bed width

Calculation of area on defined cross-section at RTL--- 98.135m Chainage GL

0

98.78

RTL

99.28

Difference Mean between Difference RTL&GL 'm' 'm'

0.50

0.25

Length 'm'

0.0

Wetted Area 'Sqm'

0.000

160 165 170 175 180 185 190 195 200 205 210 215 220 225 230 235 240 245 250 255 260 265 270 275 280 285 290 295

96.45 96.48 96.46 96.41 96.39 96.42 96.37 96.38 96.38 96.37 96.37 96.38 96.43 96.43 96.4 96.39 96.35 96.36 96.33 96.38 96.47 96.48 96.4 96.43 96.3 96.44 96.72 96.67

98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14 98.14

1.69 1.66 1.68 1.73 1.75 1.72 1.77 1.76 1.76 1.77 1.77 1.76 1.71 1.71 1.74 1.75 1.79 1.78 1.81 1.76 1.67 1.66 1.74 1.71 1.84 1.70 1.42 1.47

1.69 1.68 1.67 1.71 1.74 1.74 1.75 1.77 1.76 1.77 1.77 1.77 1.74 1.71 1.73 1.74 1.77 1.78 1.79 1.78 1.71 1.67 1.70 1.73 1.78 1.77 1.56 1.45

5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

8.425 8.375 8.350 8.525 8.700 8.675 8.725 8.825 8.800 8.825 8.850 8.825 8.675 8.550 8.625 8.725 8.850 8.925 8.975 8.925 8.575 8.325 8.500 8.625 8.875 8.850 7.800 7.225

30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145 150 155 160 165

98.72 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34 98.34

99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48

0.76 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14

0.72 0.95 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14 1.14

5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

3.600 4.745 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700 5.700

325 330 335 340 345 350 355 360 365

98.34 98.34 98.72 98.79 98.89 99 99.13 99.29 99.48

99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48 99.48

1.14 1.14 0.76 0.68 0.59 0.48 0.35 0.19 0.00

1.14 1.14 0.95 0.72 0.64 0.53 0.41 0.27 0.09

5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0

5.700 5.700 4.745 3.600 3.180 2.675 2.070 1.345 0.475 372.480

Calculation of Percentage Obstruction:A1

=

Area provided through vent

=

(70x0.7854x12)+26.45 Sqm

= A2

= =

B = X+Y

= =

81.43Sqm Area between road top and top of protected bed 372.48Sqm Area of defined cross-section corresponding to protected bed top 622.6Sqm

Let the width of the wall at bottom be ' b2 ' 1/2Ka r h2

Active Earth pressure Pa = =

31.66KN/m

It acts horizontally at a height of h/3 from the base(Since there is no inclined surcharge and the face of the wall is vertical) The Wt.of the wall acting down wards through the the centroid of the wall section section ' W ' =

14.63 14.63 +33b2 +33b2

Let ' R ' be the resultant of the above forces acting through the intersection of the above forces with components RH and RV For no tension to develop,the resultant should pass through the middle third of t he base, taking limiting case, R should act at 2b2/3 from heel ' B ' From the condition of equilibrium of forces, RH = Pa RV = W and Sum of moments of ' W ' and ' Pa ' about " B " should be equal to the moment of resultant ' R ' about about ' B' R X 2b /3

W Xb /2 + W [b +(b -b )/3]

P Xh/3

Hence eccentricity ' e ' =

0.22

W/b2(1+6e/b2)

Maximum stress = =

71.49 < 120KN/M2(Safe Bearing Capacity as per the testing report)

Hence Safe

Design of Raised Face walls:Data:0

Angle of internal friction ' Q ' = Unit Wieght of Soil ' r ' = Coefficient of Active Earth pressure ' K a ' =

30

Unit Weight of concrete ' p ' = Height of wall ' h ' = Width of wall at Top ' b1 ' =

20KN/cum 1.70m

18KN/cum 1/3

0.45m

Design:Let the width of the wall at bottom be ' b2 ' 1/2Ka r h2

Active Earth pressure Pa = =

8.66KN/m

Hence b2 =

1.20m

Check For Safety Against Sliding:-

Wt.of the wall ' W ' =

28.05KN/m

Factor of safety against sliding is given by F =WTan Q/P a 1.87 1.87 > 1.00 1.00

Hence Safe

Check For Stresses:Taking moments about ' B ' 28.05a = Hence ' a '

=

17.28 0.62

Hence eccentricity ' e ' =

0.02

W/b2(1+6e/b2)

Maximum stress = =

25.23 < 120KN/M2(Safe Bearing Capacity as per the testing report)

DESIGN OF CUT-OFF WALLS FOR BOX CULVERT Name of the work:-B.T to the Road from DPN Road@36/2 to Suradavanipeta

Hydraulic details of CHINNA GEDDA :1.Maximum Flood Level

98.89m

2.Ordinary Flood level

97.89m

3.Lowest Bed level

96.09m

4.Average bed slope

0.0005

5.Rugosity Coefficient

0.03

6.Road Crest level

98.335m

7.Bottom of Deck level(For Box culvert only)

98.105m

8.Width of carriage way 9.Ryve's Constant 10.Dicken's Constant 11.Catchment area of the tank

Soil Particulars obtained from Trial bores drilled:-

5.00m 6.80 13.00 98.60Sq.Km

Maximum Flood level Slope Rugosity Coefficient S.No

1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22

98.89m 0.0005 0.03

Chainage R.L

0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105

98.98 98.23 97.77 97.40 96.78 96.49 96.34 96.28 96.32 96.26 96.31 96.45 96.25 96.09 96.23 96.31 96.21 96.13 96.26 96.33 96.33 96.23

Depth of flow (m)

0.09 0.66 1.12 1.49 2.11 2.40 2.55 2.61 2.57 2.63 2.58 2.44 2.64 2.80 2.66 2.58 2.68 2.76 2.63 2.56 2.56 2.66

Average depth of flow (m) 0.04 0.38 0.89 1.31 1.80 2.26 2.48 2.58 2.59 2.60 2.61 2.51 2.54 2.72 2.73 2.62 2.63 2.72 2.70 2.60 2.56 2.61

Distance (m)

0.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00

Area (Sqm)

Wetted perimeter   (m)

0.00 1.88 4.45 6.53 9.00 11.28 12.38 12.90 12.95 13.00 13.03 12.55 12.70 13.60 13.65 13.10 13.15 13.60 13.48 12.98 12.80 13.05

0.00 5.05 5.02 5.01 5.04 5.03 5.02 5.01 5.03 5.04 5.05 5.05 5.02 5.01 5.04 5.03 5.02 5.01 5.03 5.04 5.05 5.05

59 60 61 62 63 64 65 66 67 68 69 70 71 72 73 74

290 295 300 305 310 315 320 325 330 335 340 345 350 355 360 365

96.52 96.47 96.42 96.35 96.35 96.60 96.47 96.45 96.33 96.35 96.25 96.15 96.19 96.41 96.56 96.58

2.37 2.42 2.47 2.54 2.54 2.29 2.42 2.44 2.56 2.54 2.64 2.74 2.70 2.48 2.33 2.31

Hydraulic Radius

R=

Velocity V =

1/nX(R2/3XS1/2)

Discharge Q =

AXV

2.51 2.40 2.45 2.51 2.54 2.42 2.36 2.43 2.50 2.55 2.59 2.69 2.72 2.59 2.41 2.32

5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00

12.55 11.98 12.23 12.53 12.70 12.08 11.78 12.15 12.50 12.75 12.95 13.45 13.60 12.95 12.03 11.60

5.03 5.04 5.05 5.05 5.02 5.01 5.04 5.03 5.02 5.01 5.03 5.04 5.05 5.05 5.02 5.01

922.20

367.18

Total area/Wetted perimeter =

2.51 1.38m/sec 1272.64Cumecs

Scour Depth Calculations:Discharge for design of foundations = Lacey's Silt factor for silty soil = 1.76Xm1/2 =

1.30XMax.Discharge =

1692.61Cumecs 7

PR,Srikakulam

LONGITUDINAL SECTION OF THE BOX CULVERT

RCL--------

98.34 Inte Interm rmed edia iate te wal walll-0. 0.25 25m m thi thick ck

Top Top sla slab b 0.25 0.25m m thi thick ck

2.3m

Bottom Bottom of Raft--Raft------------- 95.54 95.54 Abutment---0.25m thick

Raft of 0.25m thick

CROSS SECTION OF THE BOX CULVERT 5.0m Wearing coat Hand rails Top slab

U/S

D/S

Name of the Work:-Construction of Lo w Level Causeway at 2/7+50m

PBLPBL---- 99.4 99.48 8 HFLHFL---- 98.8 98.885 85 RTLRTL---- 98.3 98.34 4 Sand filling LB LL- ----

96 .0 .0 9

30.0m

305.0m

30.0m

BFLBFL---- 94.5 94.59 9

LONGITUDINAL SECTION OF THE CAUSEWAY NOTE:- 70 Nos of 1000mm dia NP3 pipes&1 No of 5 span 2.3m vent continuous RCC box culvert are proposed.But all the details could not be shown due to limitation of space

U/S

D/S 5.0m

Guide posts

'0.45

C.C(1:2:4) C.C(1:4:8) 1000mm dia NP3 Pipe Sand Filling (0.30m thick)

Granular filling

Toe wall 0.45

G.L

2.0m

2.0m 0.6m

C.C(1:4:8) 2.00m 0.15m

Apron 600mm to 300mm thick Apron--900mm thick 2.15m

CROSS SECTION OF PROPOSED CAUSEWAY

Asst.Exe.Engineer

Dy.Exe. Engineer

Executive Engineer

Superintending Engineer