Hydraulic Calculation For 25+690 02-07-18

GEO DESIGNS & RESEARCH (P) LTD. THE PUBLIC WORK DEPARTMENT GOVERNMENT OF ANDHRA PRADESH ENGINEER- IN- CHIEF (R&B) NH & CRF, ANDHRA PRADESH

Client:

Ref. No.:

GDR/201819/105

Doc. No.

HYDRAULIC CALC.

REHABILITATION AND UP-GRADATION OF PATHAPATANAM (DESIGN KM 0+000 I EXISTING KM 0+000) TO NASARNAPETA (DESIGN KM 41+979 I EXISTING KM 42+000) OF NH 326A ROAD TO TWO LANE WITH PAVED SHOULDERS IN THE STATE OFANDHRA PRADESH.

Project:

No of Span

3

Clear Span Of Box

Total Length Of Bridge

5.5m

17.m

Hydraulic Calculation For Box Type Minor Bridge Bridge At Ch - 25+690

Revision Certification Reviewed By

Prepared By

Approved By

Rev. No.

Name & Sign

Date

Name & Sign

Date

Name & Sign

Date

R0

NILAY

25-06-18

ASEEF SHEIKH

30-06-18

MEHUL PATEL

02-07-18

REHABILITATION AND UP-GRADATION OF PATHAPATANAM (DESIGN KM 0+000 I EXISTING KM 0+000) TO NASARNAPETA (DESIGN KM 41+979 I EXISTING KM 42+000) OF NH 326A ROAD TO TWO LANE WITH PAVED SHOULDERS IN THE STATE OFANDHRA PRADESH. Hydraulic Calculation For Box Type Minor Bridge Bridge At Ch - 25+690 E. HYDRAULIC CALCULATIONS :-

Detailed Hydraulic calculations are enclosed.

Following additional data is required for carving out hydraulic calculation. Nature of the stream: 1.0 Nature of the stream is required for accessing the value of Coefficient of Rugosity values given in the following table may be adopted. RUGOSITY COEFFICIENT : Value of "n" in the formula V = 1/n x R2/3 x S1/2 SURFACE

PERFECT

GOOD

FAIR

BAD

Nature of streams: 1

Clean, straight bank full stage, No. rifts of deep pools.

0.025

0.0275

0.03

0.033

2

Same as ( l ),but some weeds and stones.

0.03

0.33

0.035

0.04

3

Winding, some pools and shoals, clean.

0.035

0.04

0.045

0.05

4

Same as (3) lower stages, more ineffective sloe & sections.

0.04

0.045

0.05

0.055

5

Same as (3) same weeds and stones.

0.033

0.035

0.04

0.045

6

Same as (4) story section.

0.045

0.05

0.055

0.06

7

Sluggish river reaches, rather weedy or with very deep pools

0.05

0.06

0.07

0.08

8

Very weedy reaches.

0.075

0.1

0.125

0.15

Nature of streams : Winding, some pools and shoals, clean. Recommended value of n = 0.040

2.0

Nature of the bed material: Exposed Rock

This is required for finding out Lacey's Silt Factor (I).Extracts of the table in clause 110.1.3 of IRC: 5-1998(Section 1) are given here. Type of Bed Material

Mean dia. Of particle in mm

Value of (f)

Coarse silt

0.040

0.350

Silt/Fine sand

0.081 to 0.158

0.500 to 0.700

Medium sand

0.233 to 0.505.

0.850 to 1.250

Coarse sand

0.725

1.50

Fine Bagri and sand

0.988

1.75

Heavy sand

1.290 to 2.000

2.000 to 2.420

Note :- Mean Diameter of Particle shall be determined as Per Appendix-2 if IRC: 5-1998. From this table, following values pertaining to the river stream is given: Type of bed material :

SILTY SAND

Mean diameter of particle in mm : Value of (f)

:

2.8 2.95

3.0

Whether the river is in deep forest or wherein floating trees are observed :-

4.0

Nature of Catchment Area :

No

3.15 Sq. Km.

The value of coefficient (C) in Dicken's formula depends upon the nature of the catchment area. The following values may be adopted for different type of catchment areas in M.P. Value of C 1 Annual Rainfall 60-120 cm 11-14

2

Annual Rainfall > 120 cm

5.0 Nature of Catchment Area (Annual Rainfall) : Recommended value of C :

14-19 60-120 cm 11.50

6.0 Design Discharge :This may be calculated from the following empherical formula : 6.1 By Dicken's formula: Q = CM3/4 Where Q = Discharge in Cumecs. C = Constant M = Catchment area in Sq. Km. 6.2 By Manning's formula (Area Velocity method): Q = A X V (Where Q is Discharge in Cu.m.) V = 1/N X R2/3 X S1/3 A = Area of stream in Sq. M. under HFL V = Velocity in M/SEC n = Rugosity Coefficient R = Hydraulic mean depth in M R = A/P in M. P = wetted perimeter of river in M. S = Longitudnal Bed Glop. 6.3 By Rational formula for Peak run-off from Catchment (CA up to 15 Sq. Km.) As per Article 4.7 of IRC: 13-2004

Q=0.056 A Io f P/ (tc + 1) Where Q is Discharge in Cumecs A = Catchment Area in Hectares

Io = One hour rainfall in the region in cm F = Coefficient as per Fig. 4.2 of IRC: SP: 13-2004 P = Coefficient as per Table given below Tc = (0.87 x L3/H)0.385

Tc = Concentration time in hours L = Distance from the Critical point to structure in Km. H = Fall in level from the Critical point to Structure in M. Catchment Area Characteristics

P

Steep, bare rock and also city pavements

0.90

Rock, steep but wooded

0.80

Plateaus, lightly coveted

0.70

Clayey soils, stiff and bare

0.60

……....do……….. lightly covered

0.50

Loam , lightly cultivated or covered

0.40

…………….. do …………... Cultivated

0.30

Sandy soil , light growth

0.20

……….do ……….. covered , heavy brush

0.10

Considered value of =0.8

6.4 Summary of discharges: • By Catchment area method : •

By area velocity method

• By Rational Formula :

6.5 Design discharge :

27.191

Cu. m/sec

76.499 50.999

Cu. m/sec Cu. m/sec

76.499

Cu. m/sec

Note :- The highest of these (there) values should be adopted as design discharge provided it does not exceed the next highest discharge by more than 50%. If it does not, restrict it to that limit. 7.0

Design velocity :

1.889 m/sec

V = Design velocity / Area of cross section at bridge Site below design H.F.L. 8.0

Design flood level :

9.0

Scour depth

45.744

a) Observed scour depth If the proposed bridge site is neat an existing railway or road bridges, the scour depth at pier of existing bridge may be observed and recorded.

b) Calculated scour depth: To Provide for an adequate margin of safety, the foundation shall be Designed for enhanced discharge, as given below, over the design discharge as determined at 5.5 above. Catchment Area in sq. Km.

% Increase over Design Discharge

0-3,000

30

3,000-10,000

30-20

10,000-40,000

20-10

Above 40,000

10

Note:- For intermediate values of Catchment Area , linear interpolation may be done. Normal Scour depth D = 1.34 (q2/f)1/3 Where q = linear discharge per meter width in Cumecs (calculated as per formula below) F = Silt factor (As per table given at E 2)

q = Enhanced design discharge/ min. of clear width between the faces of Abutments at HFL or Theoretical linear waterway = C√Q in meter Where , C = A constant ranging from 4.5 to 6.3 (usually taken 4.8 for regime condition) Q = Design discharge as determined at 5.5 above Scour depth at peir

= 2 x D below HFL

Scour depth at abutments = 1.27 x D or lowest bed level whichever is max. Below HFL. Calculated values of (a) Scour level of Pier : 37.465 (b) Scour level at abutment : 40.487 Note: - For Sesmic condition and other conditions, scour depth shall be calculated as per clause 703.3 of IRC: 78-2000. 10.0

Afflux: Calculated by Moles worth formula Afflux = {V2/17.88 + 0.015} x {(A/a)2 1) in M. V = Average velocity of the stream in M/sec. A = Unobstructed Area of the cross section at HFL in sq. M. A = Area of clear waterway under the bridge at HFL in sq. M. Calculated afflux = -0.032 m (Considered)

Note: - If calculated afflux is then 0.15 M, adopt value of Afflux as 0.15 M. F.

SUMMARY

1.0

Summary of hydraulic data: • • • • • • • • • • •

2.0

Catchment area : Design discharge : Design Velocity : Normal Scour depth : Scour level at Pier : Abutment/Box Culvert : H.F.L. : Afflux : Afflux Flood level : L.W.L. : Minimum vertical clearance required :

3.15 126.30 1.624 4.14

Sq. Km. cum/sec m/sec m from HFL

37.46 RL 40.49 RL 45.744 RL -0.0320 45.71 RL R.L Dry Stream 0.9 M

Tentative proposals of the Bridges: • • • • • •

Length of the Bridge : Span arrangement : Formation level : Soffit level : Type of Foundation : Type of Substructure :

• Type of bearings : • Type of decking :

17 3 x 5.5 47.61 46.61 RAFT R.C.C. BOX CULVERT (M-30) R.CC. Return Wall / Flywing Wall (M-30) NOT REQUIRED R.C.C. SUPER STRUCTURE (M-30) TOP slab of BOX

REHABILITATION AND UP-GRADATION OF PATHAPATANAM (DESIGN KM 0+000 I EXISTING KM 0+000) TO NASARNAPETA (DESIGN KM 41+979 I EXISTING KM 42+000) OF NH 326A ROAD TO TWO LANE WITH PAVED SHOULDERS IN THE STATE OFANDHRA PRADESH.

Hydraulic Calculation For Box Type Minor Bridge Bridge At Ch - 25+690

Basic Data 1) Catchment area of the bridge in sq.km = 2) Coefficient of Rugosity = 3) Shape of Catchment = 4 ) Charactristics of Catchment = 4) Hydraulic Gradient of River (slope) =

3.15

SQ.KM 0.04 Table 3 SP 13 Basin Shape Plain 0.002532

1.) Estimation of Flood Discharge by Empirical Formula

A.) Mannings Formula

AT BRIDGE LOCATION Where V = velocity in m/sec = 2.465 met /sec 2 = 54.2606 Sq.met A = area in met P = Wetted Perimeter in met = 26.40297 R.met I = Hydraulic Gradient = 0.002532 n = Rugosity Coefficient = 0.033 SP-13 Table -5.1 page-18 R = Hydraulic mean depth = A/P = 2.055095 first elevation last elevation

43.00 42.099

I = Hydraulic Gradient

=

Difference of Level Total Distance

(42.996-42.099) 354.305 = 0.002532 =

\ V = 1/n x R2/3 X S 1/2 =

2.465 Met/sec

\Q= AxV 133.731 Cu.met/Sec = Maximum Discharge From Mannig Is 133.8Cu.Met/Sec

hydraulic calculation for 25+690 02-07-18

Page 8

(SP-13 Clause 4.2)

B.) Dicken's Formula Q = C x M3/4

Q = Peak Run-off in Cu.met/sec M = Catchment Area in Sq.KM C = 11 to 14 where the annual rainfall is 60 cm to 120 cm = 14-19 in Madhya Pradesh = 22 in Western Ghats M= C=

3.15 11.50

\Q=

27.191

0.800 Cu.met/Sec

(SP-13 Clause 3.3)

C.) Ryve's Formula Q = C x M2/3

Q = Peak Run-off in Cu.met/sec M = Catchment Area in Sq.KM C = 6.8 for areas within 25 km of the Coast = 8.5 for areas between 25 and 160 km of the coast = 10.0 for limited areas near the Hills M= C=

\Q=

3.15 8.50 18.265

Sq. KM.

Cu.met/Sec

Max Discharge of the Above Calculation =

133.731 Cu.met/Sec

hydraulic calculation for 25+690 02-07-18

Page 9

2.) Estimation of Flood Discharge by Rational Formulae Q = A x I0 x l Q = Peak Run-off in Cu.met/sec A = Area of Catchment in Hectares I0 = One-hour rainfall In cm 0.056 x f x P l= tc + 1 tc = The Concentration time in hours

tc =

0.87 x

L3 H

315.00 7.15

0.395

L = Distance from the critical point to the culvert in m BED LEVEL AT CULVERT BED LEVEL AT UP STREAM H = The fall in level from the critical point to the culvert In met. tc =

1900.00 46.00 53.00 7.00

0.94

f = is the fraction depend on the catchment area Fig 4.2, SP-13 P = Percentage co-efficient of run-off for the catchment characteristics

l= Q=

Design Discharge = Design Discharge =

0.98 0.8

0.02264377 50.9994212 Cu.met/Sec

Maximum of 27.191 , 18.265 , 50.999 , 133.731 as per cl.6.2.1 76.499 Cu.met/Sec

4.) Establishing HFL for Design Discharge by Conveyance Factor and Slope of the Stream (After Construction) Q=AxV Establised HFL for Design Discharge =

45.744

A = Area of C/S at river bed in sq. met. V = Velocity of Flow m/sec

66.844

2

V=

1 3 R S n

1 2

Where n = Rugosity Co-efficient = P = Wetted Perimeter in met = R = Hydraulic mean depth = A/P S = Slope

S = Slope = Velocity in met/sec Discharge =

0.033 48.456 1.379

0.00253 1.89 126.299

Cu.met/Sec

hydraulic calculation for 25+690 02-07-18

Page 10

5.) Calculation of Maximum Discharge Maximum Discharge= Percentage Increase of Design Discharge

\ Design Discharge in Cu.met/Sec

126.299 30 % Q=

164.19

Cu.met/Sec

6.) Calculation Regime Width and Scour Depth Regime Width of Water way = W = 4.8 x Q W =

1/2

61.51

met

Ksf = 1.76Sdm

Where dm =

Ksf =

Silt Factor

2.95

Restricted Waterway =

Db =

2.8

17.00

164.19 17.00 d =

met.

= 9.658 4.14

met

Maximum Scour Depth of Pier = D = 2 x d = Maximum Scour Depth of Abutment = D = 1.27 x d =

8.279 5.257

met met

7.) Calculation for Afflux

h = Afflux in met V = Velocity of un-obstracted stream in met/sec =

1.89 2

A = Un-obstracted sectional area of the river in met = 2

a = Obstracted sectional area of the river in met = Obstructed Area sub section -1

=

sub section -2

=

66.84 77.76

-43.039 DIA OF PIER/ THK HFLOF x INVERT x INTERNAL LVL WALL hydraulic calculation for 25+690 02-07-18

( From Autocad)

NOS=2 Page 11

= sub section -3

0.25

=

X

0.983

=

1.966

30.153

h = -0.03200 met AHFL = HFL + h AHFL = 45.744 + -0.032 AHFL = 45.712 met

8.) Summary Sr. No. 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18

Hydraulic Features Catchment Area in Sq. KM. Design Discharge in Cu.met/Sec Establised HFL in met Afflux HFL in met Nos. of Span Clear Span Of Box Bottom of Super Structure Thickness of Super Structure in met Thickness of Wearing Coat/earth cushion in mm Finished Road Level in met Vertical Clearance Permissible Vertical Clearance Scour Level for Pier Scour Level for Abutment / Box Culcert Founding Level for Pier Founding Level for Abutment % Obstruction Obstructed Velocity in met/sec

hydraulic calculation for 25+690 02-07-18

Details 3.15 126.30 45.744 45.712 3 5.500 46.612 0.500 498 47.610 0.900 0.900 37.465 40.487 35.465 38.455 -16.337 1.624

Page 12

REHABILITATION AND UP-GRADATION OF PATHAPATANAM (DESIGN KM 0+000 I EXISTING KM 0+000) TO NASARNAPETA (DESIGN KM 41+979 I EXISTING KM 42+000) OF NH 326A ROAD TO TWO LANE WITH PAVED SHOULDERS IN THE STATE OFANDHRA PRADESH.

L-SCTION OF RIVER / NALLA FOR CH.25+690 L-SECTION OF RIVER ch R.l.

0 32.7831 71.4256 106.0312 134.3036 161.2341 187.1517 216.2715 235.6862 292.728 318.9972 354.3352

42.996 43.013 42.588 42.036 42.467 41.490 42.254 42.006 42.904 42.464 42.530 42.099

Location of bridge 187.1517

L-SECTION OF RIVER / NALA 43.200

42.996

43.013

43.000

42.904

42.800

42.588 42.530

42.600

42.467

42.464 Location of bridge

42.400

42.254 42.200

42.099 42.036

42.006

42.000

41.800

41.600

41.490

41.400 0

50

100

150

200

250

300

350

400

Chainage

0 6.7015 13.4327 21.3134 26.2044

2.) Wetted Area & Wetted Perimeter Calculation for Natural Stream MINOR BRIDGE Bridge at CH-25+690 AT BRIDGE LOCATION Difference Area in Bed Flood Depth Mean Depth Length in HFL in Depth in Level in met in met met met2 met 43.22 1.264 44.484 41.812 44.484 2.672 1.968 6.702 13.189 1.408 42.006 44.484 2.478 2.575 6.731 17.333 0.194 42.834 44.484 1.650 2.064 7.881 16.266 0.828 43.078 44.484 1.406 1.528 4.891 7.473 0.244

54.261

Perimeter in met 6.848 6.734 7.924 4.897

26.403

45.00 44.50 44.00

43.50

Bed Level 43.00

HFL

42.50 42.00 41.50 0

5

10

15

20

25

30

4.) Wetted Area & Wetted Perimeter Calculation After Bridge Construction MINOR BRIDGE Bridge at CH-25+690 Flood Depth Mean Depth Length in Area in Difference in Perimeter 2 in met in met met Depth in met in met met 0.000 3.932 1.966 0.000 0.000 3.932 3.932 3.932 3.932 5.500 21.626 0.000 9.432 3.932 3.932 0.250 0.983 0.000 4.182 3.932 3.932 0.000 0.000 0.000 3.932 3.932 3.932 0.000 0.000 0.000 3.932 3.932 3.932 11.250 44.235 0.000 15.182 0.000 1.966 0.000 0.000 3.932 7.864 66.844 48.456

Chainage

Bed Level

HFL

0 0 5.5 5.75 11.25 11.5 17 17

45.744 41.812 41.812 41.812 41.812 41.812 41.812 45.744

45.744 45.744 45.744 45.744 45.744 45.744 45.744 45.744

0 -0.275 -7.475 -8.435

41.812 42.112 43.218 43.325

45.744 45.744 45.744 45.744

0.000 3.632 2.526 2.419

1.816 3.079 2.473

3.329 -14.400 -1.920

17 17.275 24.475 24.725

41.812 42.112 42.875 42.987

45.744 45.744 45.744 45.744

0.000 3.632 2.869 2.757

1.816 3.251 2.813

3.329 7.200 0.250

6.046 -44.338 -4.747 -43.039 6.046 23.404 0.703 30.153

3.632 1.106 0.107

15

20

3.632 0.763 0.112

4.927 18.074 4.449 27.450 4.927 10.872 3.143 18.942

SUB Section

2

1

3

46.000

45.500 45.000

44.500 44.000

43.500 43.000 42.500

42.000 41.500

-15

-10

-5

0

5

10

25

30