D1 Hydr Ghambir.pdf

8/10/2019 D1 Hydr Ghambir.pdf

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CLIENT

PROJECT

M. P. AUDYOGIK KENDRA VIKAS NIGAM (I) LTD. INDORE

CONSTRUCTION OF RAU- PITHAMPUR ROAD, MP.

DETAIL DESIGN OF HIGH LEVEL BRIDGE ACROSS

GAMBHIR RIVER AT CH. 6+456.



GAMBHIR RIVER Hydraulic design Rau - Pithampur road.

Data:-

1 Catchment area = 90.43 Sqkms

2 HFL = RL 550.300 m

3 Slope of river = 0.0020

1.Discharge calculation :-

a) By area velocity method:-

( i ) At C/L OF PROPOSED BRIDGE SITE

HFL = 550.300 mChain.

(m)

Bed level

(R.L.)

Depth

below HFL

(m)

Average

depth (m)

Distance

(m)

Diff. in

depth (m)

Area

(sq. m)

A

Wetted

perimeter

(m) P72.668 550.300 0.000 0.000 0.0 0.000

83.523 550.251 0.049 0.024 10.9 0.049 0.266 10.855

95.964 550.139 0.161 0.105 12.4 0.112 1.306 12.442

104.999 550.055 0.245 0.203 9.0 0.084 1.834 9.035

108.514 549.863 0.437 0.341 3.5 0.192 1.199 3.520

112.204 549.671 0.629 0.533 3.7 0.192 1.967 3.695

116.03 549.479 0.821 0.725 3.8 0.192 2.774 3.831

119.548 549.287 1.013 0.917 3.5 0.192 3.226 3.523

123.055 549.095 1.205 1.109 3.5 0.192 3.889 3.512127.122 548.589 1.711 1.458 4.1 0.506 5.930 4.098

130.123 548.084 2.216 1.963 3.0 0.505 5.892 3.043

133.86 547.578 2.722 2.469 3.7 0.506 9.227 3.771

137.585 547.072 3.228 2.975 3.7 0.506 11.082 3.759

143.651 543.430 6.870 5.049 6.1 3.642 30.627 7.075

145.259 543.023 7.277 7.073 1.6 0.407 11.374 1.659

150.714 541.931 8.369 7.823 5.5 1.092 42.674 5.563

154.453 541.644 8.656 8.512 3.7 0.287 31.828 3.750

158.475 541.163 9.137 8.896 4.0 0.481 35.782 4.051

162.292 541.135 9.165 9.151 3.8 0.028 34.929 3.817

165.78 541.594 8.706 8.935 3.5 0.459 31.167 3.518167.992 542.505 7.795 8.250 2.2 0.911 18.250 2.392

169.85 543.792 6.508 7.151 1.9 1.287 13.287 2.260

175.108 545.686 4.614 5.561 5.3 1.894 29.240 5.589

179.365 548.274 2.026 3.320 4.3 2.588 14.133 4.982

185.005 548.941 1.359 1.692 5.6 0.667 9.55 5.679

193.005 549.803 0.497 0.928 8.0 0.862 7.42 8.046

200.005 549.996 0.304 0.400 7.0 0.193 2.80 7.003

207.279 550.300 0.000 0.152 7.3 0.304 1.11 7.280

Avg BL 546.755 361.66 130.47

DETAILED DESIGN OF HIGH LEVEL BRIDGE ACROSS GAMBHIR

RIVER AT CH. 6+456.

Road name - Rau - Pithampur road.

M. P. AUDYOGIK KENDRA VIKAS NIGAM (I) LTD. INDORE

Ch-

HYDRAULIC DESIGN

6+456




H.M.D. R = A/P = 2.772 m Here A= C/S area in sq. m

Slope S = 0.00200 P= Wetted perimeter

From manning's formula :- V = (1/n) x (R)2/3

x (S)1/2

Where

V = Velocity in m/sec.

n = Rugosity const. Here n = 0.035(Table 5.1 of IRC SP-13

R = hydraulic mean depth in m

V = 2.521 m/sec.

Discharge Q = V x A in cumec.

Where A = C/S area in sq. m

Q = 912 Cumec

( ii ) At 578.0 M U/S (FROM PROPOSED BRIDGE SITE)

HFL = 548.250 m

Chain.

(m)

Bed level

(R.L.)

Depth

below HFL

(m)

Average

depth (m)

Distance

(m)

Diff. in

depth (m)

Area

(sq. m)

A

Wetted

perimeter

(m) P60.560 548.250 0.000 0.000 0.0 0.000

66.81 546.926 1.324 0.662 6.3 1.324 4.137 6.389

73.652 544.482 3.768 2.546 6.8 2.444 17.420 7.265

78.582 542.601 5.649 4.709 4.9 1.881 23.213 5.277

95.71 542.638 5.612 5.630 17.1 0.037 96.439 17.128

100.369 542.847 5.403 5.507 4.7 0.209 25.659 4.664

106.27 544.355 3.895 4.649 5.9 1.508 27.434 6.091

112.171 545.862 2.388 3.142 5.9 1.507 18.538 6.090

120.473 546.362 1.888 2.138 8.3 0.500 17.750 8.317

130.313 546.836 1.414 1.651 9.8 0.474 16.246 9.851135.954 546.505 1.745 1.580 5.6 0.331 8.910 5.651

142.351 546.173 2.077 1.911 6.4 0.332 12.225 6.406

152.912 545.950 2.300 2.188 10.6 0.223 23.113 10.563

158.702 545.980 2.270 2.285 5.8 0.030 13.230 5.790

162.117 546.153 2.097 2.183 3.4 0.173 7.457 3.419

171.284 546.495 1.755 1.926 9.2 0.342 17.656 9.173

180.358 546.837 1.413 1.584 9.1 0.342 14.373 9.080

100 548.250 0.000 0.707 80.4 1.413 56.773 80.370

400.57 201.53

H.M.D. R = A/P = 1.988 m

Slope S = 0.0020

V = 2.020 m/sec.

Q = 809.15 Cumec

( iii ) At 363.0 M D/S (FROM PROPOSED BRIDGE SITE)

HFL = 550.600 m




Chain.

(m)

Bed level

(R.L.)

Depth

below HFL

(m)

Average

depth (m)

Distance

(m)

Diff. in

depth (m)

Area

(sq. m)

A

Wetted

perimeter

(m) P103.073 550.600 0.000 0.000 0.0 0.000

109.757 549.920 0.680 0.340 6.7 0.680 2.273 6.719

114.713 546.018 4.582 2.631 5.0 3.902 13.039 6.308

118.232 543.026 7.574 6.078 3.5 2.992 21.388 4.619

123.369 541.395 9.205 8.390 5.1 1.631 43.097 5.390125.647 541.597 9.003 9.104 2.3 0.202 20.739 2.287

128.463 541.655 8.945 8.974 2.8 0.058 25.271 2.817

130.776 541.673 8.927 8.936 2.3 0.018 20.669 2.313

139.982 543.033 7.567 8.247 9.2 1.360 75.922 9.306

144.402 546.627 3.973 5.770 4.4 3.594 25.503 5.697

148.181 547.451 3.149 3.561 3.8 0.824 13.457 3.868

155.571 548.579 2.021 2.585 7.4 1.128 19.103 7.476

160.467 549.053 1.547 1.784 4.9 0.474 8.734 4.919

164.946 549.527 1.073 1.310 4.5 0.474 5.867 4.504

168.461 549.459 1.141 1.107 3.5 0.068 3.891 3.516

174.571 549.545 1.055 1.098 6.1 0.086 6.709 6.111180.521 549.630 0.970 1.013 5.9 0.085 6.024 5.951

184.602 549.637 0.963 0.967 4.1 0.007 3.944 4.081

189.875 549.644 0.956 0.960 5.3 0.007 5.059 5.273

193.12 549.680 0.920 0.938 3.2 0.036 3.044 3.245

202.111 549.745 0.855 0.888 9.0 0.065 7.980 8.991

208.347 550.600 0.000 0.428 6.2 0.855 2.666 6.294

334.38 102.96

H.M.D. R = A/P = 3.248 m

Slope S = 0.0020

V = 2.802 m/sec.Q = 936.97 Cumec

b) By Dickens formula:-

Q = C x M(3/4)

Where C = 18.0 (Article 4.1 of IRC SP-13)

M = Catchment area =

Q = 18.0 x 90.4(3/4)

Q = 527.85 Cumec

2. Design Discharge :-

The flood discharge is calculated by empirical formula and

also by rational method. The values are as given below :-Emperical formula :-

Dicken formula = 527.85 Cumec

Rational method :-

Area velocity method

At D/S = 936.97 Cumec

At U/S = 809.15 Cumec

At C/L = 912 Cumec

Max. in above three = 937.0 Cumec

90.43 sqkm




Therefore take the Design Discharge Q = 937.0 Cumec

( Maximum of above )

% increase over design discharge for scour level

as per cl. 703.1.1 of IRC:78-2000 = 253 CumecTotal Design Discharge Q' For Scour level = 1190 Cumec

3. Area of the flow at C/L of bridge = 361.66 sqm

4. Mean Design velocity V = Q/A = 2.521 m/sec.

Say 2.52 m/sec.

5. Linear water way :-

i) By Area Velocity method :-

Avg. Depth = HFL - avg. bed level

Avg. bed level = 545.984 m

Avg. Depth = 4.32 m

Design dishrage = 937 Cumec

Velocity = 2.52 m/sec

L = Q/VxD = 86.09 m

ii) Actual Water spread at Bridge = 130.0 m

6. Spans :- HFL spread is very shallow depth on one side of bank & one side is

solid high bank. So following arrangement is proposed -

Proposed High level bridge of Spa = 21.0 m

No. of spans = 4 Nos.

Proposed Length of Bridge = 84.0 m

7. Calculation of scour depth :- As per cl. 703.2 & 703.3 of IRC 78-2000

Mean depth of scour dsm = 1.34 x [ Db / Ksf ]

Q' = 1190 Cumec

Eff. availeble linear water-way L = 75.7 m

Db = Q' / L = 15.72 Cumec/m

Ksf = 1.25

Mean depth of scour dsm = 7.81 m

8. Foundation & Scour level at pier :-

Depth of scour from HFL at pier = 2 x dsm = 15.61 m

Foundation below scour level = 5.20 m

Foundation level for pier = 529.48 m ie at grip length.

Rock level = 538.000 m

Foundation level for pier = 536.000 m ie 2 m below Rock lev

Proposed foundation level for pier = 536.00

Scour level at pier = 538.000 m ie. at Rock Level




9. Foundation & Scour level at abutment :-

Depth of scour from HFL = 1.27 x dsm = 9.91 m

Foundation below scour level = 3.30 m

Foundation level = 537.08 m ie at grip length.

Rock level = 540.000 m

Foundation level = 538.00 m ie 2 m below Rock lev

Proposed foundation level = 538.00Scour level = 540.386 m

10. Afflux

BY Molesworth Formula Ha = [{V2/17.88} + 0.015]x[{A/a}

2 - 1]

Where Ha - Afflux in m

V - Velocity in m/sec = 2.52 m/sec

A - Area of Water way natural at HFL= 361.66 m2

Avg. bed level in bridge length = 545.984 m

Avg. Depth in bridge length = 4.316 m

a - Area of Water way under Bridge = 326.75 m2

Modified velocity at bridge C-S (design Q/a) = 2.868 m/sec

Ha = 0.107

say 0.150 m

11. Sofffit Level :-

As per cl. 106.2.1 of IRC - 5 : 2000

Vertical clerance = 1.200 m

Soffit level = HFL + Afflux + Vertical clearance

= RL 551.650 m Say

12. Formation level :-

Slab thickness = 2.000 m

Wearing coat thickness = 0.065 m

Camber = 0.274 mFormation level = Soffit level + Slab thickness + Wearing coat thickness

RL 553.989 m

However considering road FRL adopt the Formation level RL 555.665 m

& Soffit level at RL 553.326 m

13. Pile cap level :-

Pier Pile cap top RL 546.000 m RL 544 for P2

Abut. Pile cap top RL 549.500 m



GAMBHIR RIVER Design Parameter Rau - Pithampur road.

GENERAL DETAILS

1 Bridge Ch. -

2 Name of River - GAMBHIR RIVER

3 Name of Road - Rau - Pithampur road.

4 District Name - INDORE

5 Contractor - M/s RAU- PITHAMPUR INFRASTRUCTURE PVT .LTD.

6 Client - M. P. AUDYOGIK KENDRA VIKAS NIGAM (I) LTD. INDORE

HYDRAULIC & DESIGN PARAMETER

1 Type of Bridge - High level

2 Length of Bridge - 4 Spans of 21 m

3 Overall width - 12.9 m

4 Carriageway - 10.5 m

5 Formation level - m

6 Soffit level - m

7 HFL - m

8 LWL - m

9 Design Discharge - cum/sec

10 Max. mean velocity - m/sec

11 Afflux - mm

12 Catchment area - sqkm

13 Seismic zone - II

14 SBC - 60 t/m2

15 Foundation level A - m

P - m

16 Scour level A -

P -

17 Foundation type - Pile

18 Substructure type - RCC box type Abutment M-30 & RCC Circular Pier M-30

19 Superstructure type - RCC T-girder M-30

20 Design loading - IRC Class 70R+Ax1 or Class Ax3 lane whichever produces Severe eff

21 Wearing coat - RCC M-30 75 mm thick as per MORTH.

22 Railing - RCC Railing with kerb & median

23 Drainage spout - As per M.O.R.T.H. STD. DRG. NO. SD/103

24 Length of Abutment - 5.0 m

6+456

540.386

538.000

553.326

550.30

541.135

936.97

2.868

150

90.43

538.000

536.000

84.000

555.665

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D1 Hydr Ghambir.pdf