sdd

Catchment Area Calculations

AS PER CA MAP SEPERATELY DRAWN Area

=

325.000 .

Sqkm

approximate

Calculation of Discharge by Catchment Area Method Q = where

cxM

3/4

Q=

Discharge in cumecs

c=

Constant

M=

Catchment Area in Sqkm =

Q =

=

3/4

14 x 325

14 325.000 =

1071.62 Cumecs

Calculation of Bed Slope Reduced level at

150.000

m Upstream

=

93.259

m

Reduced level at

100.000

m Downstream

=

92.983

m

=

250.000

Total Distance Slope = (

93.259

92.983 250.00

)

=

0.00100

m

Calculation of Discharge by Area Velocity Method : Cross section @ Site of crossing

MFL

= +

100.000 m

HFL

G.L

Depth of Flow

Distance

Mean Depth

Area

Perimeter  

100.000

100.000

0.000

0.000

0.000

0.000

0.000

100.000

98.981

1.019

10.000

0.510

5.095

10.052

100.000

98.295

1.705

10.000

1.362

13.620

10.024

100.000

97.983

2.017

10.000

1.861

18.610

10.005

100.000

97.929

2.071

10.000

2.044

20.440

10.000

100.000

97.952

2.048

10.000

2.060

20.595

10.000

100.000

98.055

1.945

10.000

1.997

19.965

10.001

100.000

98.183

1.817

10.000

1.881

18.810

10.001

100.000

98.337

1.663

10.000

1.740

17.400

10.001

100.000

98.411

1.589

10.000

1.626

16.260

10.000

100.000

98.428

1.572

10.000

1.581

15.805

10.000

100.000

98.389

1.611

10.000

1.592

15.915

10.000

100.000

98.350

1.650

10.000

1.631

16.305

10.000

100.000

98.054

1.946

10.000

1.798

17.980

10.004

100.000

97.538

2.462

10.000

2.204

22.040

10.013

100.000

96.909

3.091

10.000

2.777

27.765

10.020

100.000

96.388

3.612

10.000

3.351

33.515

10.014

100.000

95.101

4.899

10.000

4.256

42.555

10.082

100.000

94.227

5.773

10.000

5.336

53.360

10.038

100.000

93.295

6.705

10.000

6.239

62.390

10.043

100.000

93.351

6.649

10.000

6.677

66.770

10.000

100.000

94.116

5.884

10.000

6.267

62.665

10.029

100.000

94.837

5.163

10.000

5.524

55.235

10.026

100.000

95.683

4.317

10.000

4.740

47.400

10.036

100.000

96.541

3.459

10.000

3.888

38.880

10.037

100.000

97.453

2.547

10.000

3.003

30.030

10.042

100.000

98.365

1.635

10.000

2.091

20.910

10.042

100.000

99.277

0.723

10.000

1.179

11.790

10.042

100.000

100.000

0.000

10.000

0.361

3.615

10.026

795.720

280.577

Mean Radius, R = A / P = Slope of drain bed, S =

795.720 280.577 0.0010

Rugosity Coefficient, n =

0.045

Velocity V = 1 / n x R

2/3

xS

1/2

=

=

2.836

1.408

m

m / sec `

Discharge, Q = A * V

=

1120.374

Cumecs

Cross section at 100m Upstream

MFL

= +

100.100 m

HFL

G.L

Depth of Flow

Distance

Mean Depth

Area

100.100

100.100

0.000

0.000

0.000

0.000

0.000

100.100

98.361

1.739

100.000

0.869

86.950

100.015

100.100

97.909

2.191

5.000

1.965

9.825

5.020

100.100

96.478

3.622

5.000

2.906

14.533

5.201

100.100

94.345

5.755

5.000

4.689

23.443

5.436

100.100

93.276

6.824

5.000

6.290

31.448

5.113

100.100

94.325

5.775

5.000

6.299

31.498

5.109

100.100

95.444

4.656

5.000

5.215

26.078

5.124

100.100

97.926

2.174

5.000

3.415

17.075

5.582

100.100

98.427

1.673

5.000

1.923

9.617

5.025

100.100

100.100

0.000

100.000

0.836

83.650

100.014

334.115

241.639

Mean Radius, R = A / P =

334.115 241.639 0.0010

Slope of drain bed, S = Rugosity Coefficient, n = Velocity V = 1 / n x R Discharge, Q = A * V

2/3

1.383

0.045 xS

=

1/2

= 291.348

0.872 Cumecs

m / sec

Perimeter  

m

Cross section at 100m Downstream

MFL

=

99.900

m

HFL

G.L

Depth of Flow

Distance

Mean Depth

Area

99.900

99.900

0.000

0.000

0.000

0.000

0.000

99.900

96.985

2.915

100.000

1.458

145.750

100.042

99.900

95.235

4.665

5.000

3.790

18.950

5.297

99.900

94.866

5.034

5.000

4.850

24.248

5.014

99.900

93.434

6.466

5.000

5.750

28.750

5.201

99.900

92.983

6.917

5.000

6.692

33.458

5.020

99.900

93.399

6.501

5.000

6.709

33.545

5.017

99.900

94.883

5.017

5.000

5.759

28.795

5.216

99.900

95.323

4.577

5.000

4.797

23.985

5.019

99.900

97.015

2.885

5.000

4.676

23.378

6.150

99.900

98.960

0.940

5.000

1.913

9.563

5.365

99.900

99.900

0.000

100.000

0.470

47.000

100.004

417.420

247.346

Mean Radius, R = A / P = Slope of drain bed, S =

417.420 247.346 0.0010

Rugosity Coefficient, n =

0.045

Velocity V = 1 / n x R Discharge, Q = A * V

2/3

xS

=

1/2

= 415.750

=

1.688

0.996

m / sec

Cumecs

Perimeter  

m

SUMMARY OF DISCHARGE S.No

Location

HFL (m)

Discharge

1

100m U/ S

100.100

291.348

2

Site of crossing

100.000

1120.374 Cumecs

3

100 m D/S

99.900

415.750

Cumecs

Cumecs

Design Discharge The Discharge obtained from Area velocity method at upstream, site of crossing and downstream are mentioned above. The Discharge obtained from Catchment area is =

1071.62

Cumecs.

Hence, the design di shcarge is consi dered as =

1120.37

Cumecs

Calculation of Linear Water way Discharge

Q =

HFL =

100.000 m

Sil l l ev el =

 Afflux (x)=

Cumecs

1.408

m / Sec

93.500

Velocity of flow Depth of flow

1120.374

= d =

0.15

Head due to Afflux ha

100 - 93.5

=

6.500

m ( Assumed) V2 d2] / [(d+x)2 * 2 * 9.81]

= =

( 1.408 ^ 2 ) x ( 6.5 ^ 2 ) ( 6.5 + 0.15 ) ^ 2 x ( 2 x 9.81 )

=

0.097

Combined Head (ha + x) = Velocity through vents Vv

m

0.15+ 0.097 =

0.9 x SQRT { 2 x 9.81 x ( 0.247 ) }

=

1.981

Linear Water Way = Q / (Vv * d)

Skew Angle is = Linear water way in skew is =

0.247

0.9 v [2*g*(ha+x)]

=

=

PROVIDE LWW =

m

=

0

m / Sec 1120.374 ( 1.981 x 6.5 )

=

87.009

o

87.009

SAY

80 as per site condition

87.000

m

m

CALCULATION OF SCOUR DEPTH Normal Scour Depth HFL =

100.000 m

Sill lev el =

93.500

Db =

Q/L =

dsm

1.34 * (Db / ksf) 1/3

=

Silt factor dsm

ksf

1120.37 80.00

=

=

12.878

m

2.00 1.34 x

Normal Scour Depth

=

=

=

( 12.878 ^ 2 / 2 )

d sm

=

5.835

m

5.835

m below HFL

3.890

m

Pier  Max Scour Depth =

2.0xdsm =

Grip length =

( 1 / 3 ) x 11.67 =

11.670

Max Scour Depth including grip length Foundation Level = =

=

m

11.67 + 3.89

Say

=

15.560

m

9.880

m

HFL - Max Scour Depth including grip length 100 - 15.56 =

Depth below sill level=

=

84.440

m

84.400

m

9.100

m

2.470

m

Sill level - Foundation Level 93.5 - 84.4 =

ABUTMENT Max Scour Depth =

1.27xd sm=

Grip length =

( 1 / 3 ) x 7.41 =

7.410

Max Scour Depth including grip length Foundation level

=

=

=

7.41 + 2.47 =

HFL - Max Scour Depth including grip length 100 - 9.88

= Say

Depth below sill level= =

m

90.120 90.100

m m

3.400

m

Sill level - Foundation Level 93.5 - 90.1

=

Soft Rock is availble at shallow depth of 1.0m below sill Propose OPEN FOUNDATION with 1.5 m embedment in soft rock FOUNDATION LEVEL93.5 - 2.5

=

91.000

m

SPAN ARRANGEMENT Linear W ater way requried in normal direction Economical span = =

80.000

m

1.5 ( HFL + 1.2 + 0.15 - 91 ) 1.5 ( 100 + 1.2 + 0.15 - 91 )

= Provide

=

15.525 5

Vents of

m 16.5

m (eff.)

with Open foundation

FIXING OF RCL HFL

=

100.000

m

Vertical Clearance

=

1.200

m

 Afflux

=

0.15

m

Deck slab thickness

=

1.675

m

Bottom of Deck

=

RCL

HFL + AFFLUX + VC

=

( 100 + 1.2 + 0.15 ) =

101.350 m

=

Bottom of Deck + Deck thickness + wearing coat

=

( 101.35 + 1.675 + 0.100 )

=

103.125 m

SALIENT FEATURES 1)

Design Discharge, Q

=

1120.37

Cumecs

2)

HFL

=

100.000

m

3)

Velocity

=

1.408

m/sec

4)

Sill Level

=

93.500

m

5)

Carriage way width

=

7.50

m

6)

Span arrangement

=

7)

RCL

=

103.125

m

8)

Bottom of Deck

=

101.350

m

9)

Type of Sub Strcuture

5 vents of 16.5 m ( eff )without footpath

Pier

=

VCC M15 W ALL TYPE with skin rft

 Abutment

=

VCC M15 Wall Type with skin rft

Return Wall

=

VCC M15 BOX Type with skin rft

10)

Type of Foundation

11)

Foundation Lev els

=

Open foundation for Piers,  Abutments and wingwalls

Pier

=

91.000

m

SR-1.5m

 Abutment

=

91.000

m

SR-1.5m

Return wall

=

94.500

m

GL-3.0m

Name of work: TWSD- Construction of Bridge across Masivagu on Narayanapuram to Mittapallliroad at Km 10/800 in Yellandu mandal of Khammam Dist

Hydraulic Particulars Design

Name of work:

TWSD- Construction of Bridge across Masivagu on Narayanapuram to Mittapallliroad at Km 10/800 in Yellandu mandal of Khammam Dist

DETAILED DESIGN BOOKLET