Hydraulic Calculation

Design Design Consul tant :

Saanvi Infrastructure Private Limited A – 88, Near Sapphire Sapphire International School, Sector – 70, Noida – 201301 Ph: +91 120 2484233, Mail: [email protected];[email protected] Website: www.saanviinfra.com

Client :

Minist ry of Road Tra Transpo nspo rt & Highway (Government of India) EPC Contractor:

Montecarlo Montecarlo L imited 706, Shilp Building, Near Municipal Market, C.G.Road Navrangpura, Ahmedabad – 380009, Gujarat, India Office: +91-79-26409333, 777 | Fax: +91-79-26408444 Website: www.mclindia.com

Project No.:

Project: Rehabilitation and Upgradation of KM. 284.00 to337.00(Khanwandi Kasar to junction with NH211, Section of NH 222(two lane with paved shoulder in the state of Maharas Maharashtra htra under under NHDP, Phase Phase – 4 – Package Package – 7).

Title: Hydraulic Hydraulic Calcul Calcul ation of Minor Bri dges

SIPL/MCC/502

Document No: ED/F001

Rev.: R0

This document is a property of SAANVI INFRASTRUCTURE PRIVATE LIMITED and must not be passed on to an person or body not authorized by us to receive it nor be copied or otherwise made use of in full or in part by such person or body without our prior permission in writing.

Notes:

Revision Revision Details: Details:

R0 Rev.

14/08/14 Date

First Submi ssion De tails

S.D Init. Sign. Prepared

PVM Ini t. Sign. Ch ecked

V PS Init. Sign. Approved

p INDEX

cross sections sections reffer reffer GAD of that that particular particular chainage chainage NOTE OTE – For cross

HYDRAULIC HYDRAULIC CAL CULATION OF BOX CULVERT 16 m 285+668 Chainage(km)

Hydraulic Calculations Name of the Nala Road Name Chainage Topo Sheet No. Location: Longitude Latitude a) Dicken's b) Ryve's c) Inglis

: : : :

Local Nala Kharwandi – Kasar 285+668 47M/8

: : Central India* South India Western India

N- 19*11'26.905" E-75*18'10.0552"

2 Discharge as per Dicken's Formula Discharge as per Dicken's formula (Refer I.R.C. SP-13, page 7) Q = C*M^(3/4) Q = run-off in m^3/s M = Catchment (sq.km) C = 11 -14 (for Annual rainfall 60-120cm) = 14 -19 (for Annual rainfall >120cm) = 22 (for Western Ghats) C = 11 M = 4.2 Q = 32 Cumecs. 3 Area Velocit y Method Formation Road Level Highest Flood level Lowest Water level Lowest Bed level Total c/s area of stream Rougosity coefficient' A/P Slope Velocity (from Manning's equation) Discharge Cross Section of Channel Sl. No. interval 1 0.0 2 4.0 3 8.0

GL 514.475 512.800 514.570

L Section of Channel Sl. No. 1 2 3

GL 513.675 513.710 513.720

interval 0.0 17.2 47.1

FRL HFL LWL LBL A n R s V Q

Height 1.000 2.675 0.905

Avg.height Horz. Dist. 1.838 1.790

Height diff Horz. Dist. 0.035 0.010 0.045

17.2 29.9 47.1

4.0 4.0 8.0

Area 7.4 7.2 14.5

518.300 515.475 511.134 511.134 14.51 0.060 1.666 0.0010 0.724 10.51

Perimete r 4.3 4.4 8.7

4 Discharge by Rational Formula Catchment area Length of path from toposheet (L) Difference in levels from toposheet (H) Maximum rain fall (F) (Annually) Duaration of storm (T) One hour rainfall (Io) Io = (F/T)*(T+1)/(1+1) 3 0.385 Time of concentration tc = (0.87*L /H) Critical rainfall intensity Ic = Io*(2/(1+tc) Discharge Q = 0.028 * P*f* A* Ic (for Plateaus, lightly co vered) (Ref.Table-4.1 Pg-13,I.R.C.:SP:13-2004) P f A lc Q

= = = = = = = =

4.20 sqkm 45.00 km 40.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 17.07 hrs. 2.10 mm/hr

= = = = =

0.70 0.90 420.00 Hect. 0.21 cm/hr 9.00 cum/sec

= = = = =

32.272 10.508 9.000 32.272 10.508

=

15.762

Design discharge 'Q' adopted

=

15.762

6 Linear Water Way Regime width as per Lacey's theory (Refer IRC:5-1998, cl 104.3 or SP-13, page 23) W W Total water way provided L

= = =

5 Design Discharge (Refer SP-13, page 21) Discharge by Dicken's Formula Discharge by Area velocity Method Discharge by Rational Formula Maximum discharge Next maximum discharge The difference is within 50% of the next maximum discharge

4.8Sqrt(Q) 16.00 m 16.00 m

7 Vertical Clearanace Vertical clearance for opening of high level bridge, from the lowest point of deck structure (Ref.I.R.C.-5-1998,Clause-106.2.1,Page-16) = 0.9 m

Refer (catchment Area calculation T.S No.63G/8)

(SP-13, page 12)

8 Afflux HFL at site Bed level at site Cross-sectional area of flow (A) Unobstructed width of stream (W) Total water way provided (L) discharge (Q) Depth of flow at d/s of bridge Dd = A/W L/W

= = = = = = = =

515.475 m 511.134 m 14.510 sq m 16.000 m 16.000 m 15.762 cum/sec 0.907 m 1.000

Coefficient

(Refer SP-13, page 55-56) e = 0.500 Co = 0.800 g = 9.810 m/sec If the afflux h < Dd/4, the Orifice formula is applicable By Orifice formula, the discharge is given as C0 *sqrt(2*g)* L*Dd *sqrt [h + (1+e)* u2 / 2 * g ] Q = 0.307 = Sqrt (h+ 0.076 u^2) h+ 0.076 0.094 = u^2 Also at u/s of the bridge W (Dd+h) u Q = Q/Wu -D d or h = Substituting values, we have h = 0.99 /u Substtituting for h from (i) in (ii) and rearranging 0.984 = u Substituting u in equation (i), we get h = 0.010 m The afflux as per Orifice formula 0.010 m adopted

=

-

0.907

-

0.076

----(i)

----(ii) u^3

----(iii)

h < Dd/4

0.010 m

9 Deck level HFL at proposed bridge site including afflux vertical clearance provided Depth of super structure including camber Wearing coat Minimum deck level required 10 Recommendation The existing formation level No additional waterway is reqd. as per site condition. Vert. cl. Hydraulics Add. Waterway

= = = = =

= = = =

Scour depth Calculation As per hydrology, the hydraulic parameters are as follows Design discharg e 'Q' adopted 30% extra HFL Bed level

= = =

Maximum scour depth For abutment Maximum scour level For abutment Scour depth below bed

= = =

no scour is their.

515.475 m 1.160 m 1.600 m 0.065 m 518.300 m

1.116 Sufficeient Adequate Not reqd.

20.490 cum/sec 515.475 m Db=Q/W 511.134 m Ksf= dsm= 2.01 m 513.47 m -2.334 m

1.27dsm=

1.28 m 1 1.58 m 2.01 m

Ann exure - 1 Hydraulic Calculations Name of the Nala Road Name Chainage Topo Sheet No. Location: Longitude Latitude Catchment Area

: : : :


: : :

N- 19*11'26.905" E-75*18'10.0552" 4.2 sq.km

Fig :

Catachment area of Minor Bridge at km 285+668 on NH 222.

Fig :

Catachment area on Toposheet

HYDRAULIC CALCULATION OF BOX CULVERT 8 m (skew 52 deg) 289+650 Chainage(km)

Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location : Longitude

: : : :

Local Nala Kharwandi – Kasar 47M/12 289+650

:

N- 19°10'37.412"

Latitude

:

E-75°20'3.1069"

Formulae

Based on data in rivers in region

a) Dicken's

Central India*

b) Ryve's

South India

c) Inglis

Western India

2 Discharge as per Dicken's Formula Discharge as per Dicken's formula (Refer I.R.C. SP-13, page 7) Q = C*M^(3/4) Q = run-off in m^3/s M = Catchment (sq.km) C = 11 -14 (for Annual rainfall 60-120cm) = 14 -19 (for Annual rainfall >120cm) = 22 (for Western Ghats) C = 11 M = 0.21 Q = 3 Cumecs.

3 Area Velocity Method Formation Road Level

FRL

541.766

Highest Flood level

HFL

539.591

Lowest Water level

LWL

537.038

Lowest Bed level

LBL

537.038

Total c/s area of stream Rougosity coefficient' A/P Slope Velocity (from Manning's equation) Discharge Cross Section of Channel Sl. No.

1 2 3 4

n R s V Q

interval 0.0 5.0 10.0 12.7

GL 538.872 537.080 537.700 538.816

Height 0.719 2.511 1.891 0.775

Avg.height Horz. Dist.

interval 0.0 5.0 10.0 15.0

GL 537.132 537.070 537.020 536.970

Height diff

Horz. Dist.

0.062 0.050 0.050 0.162

5.0 5.0 5.0 15.0

1.615 2.201 1.333

L Section of Channel

Sl. No. 1 2 3 4

22.63 0.060 1.710 0.0108 2.477 56.05

A

5.0 5.0 2.7 12.7

Area

Wetted Perimeter

8.1 11.0 3.6 22.6

5.3 5.0 2.9 13.2

4 Discharge by Rational Formula Catchment area Length of path from toposheet (L) Difference in levels from toposheet (H) Maximum rain fall (F) (Annually) Duaration of storm (T) One hour rainfall (Io) Io = (F/T)*(T+1)/(1+1) 3

0.385

Time of concentration tc = (0.87*L /H) Critical rainfall intensity Ic = Io*(2/(1+tc) Discharge Q = 0 .028 * P*f* A* Ic (for Plateaus, lightly cov ered) (Ref.Table-4.1 Pg-13,I.R.C.:SP:13-2004)

P f A lc Q

= = = = = =

0.21 0.25 20.00 19.00 1.00 19.00

sqkm km m cm hrs mm/hr

= =

0.06 hrs. 36.01 mm/hr

= = = = =

0.70 0.90 21.00 Hect. 3.60 cm/hr 1.33 cum/sec

5 Design Discharge (Refer SP-13, page 21 ) Discharge by Dicken's Formula Discharge by Area velocity Method Discharge by Rational Formula Maximum discharge Next maximum discharge The difference is within 50% of the next maximum discharge


= = = = =

3.412 56.053 1.334 56.053 3.412

=

5.119

=

5.119


= = =

4.8Sqrt(Q) 7.85 m 8.00 m



(SP-13, page 12)


= = = = = = = =

539.591 m 537.038 m 22.631 sq m 7.850 m 8.000 m 5.119 c um/sec 2.883 m 1.019

Coefficient

(Refer SP-13, page 55-56) e = 0.500 Co = 0.950 g = 9.810 m/sec If the afflux h < Dd/4, the Orifice formula is applicable By Orifice formula, the discharge is given as Q = C0 *sqrt(2*g)* L*Dd *sqrt [h + (1+e)* u2 / 2 * g ] 0.053 = Sqrt (h+ 0.076 u^2) 0.003 = h+ 0.076 u^2 Also at u/s of the bridge W (D d+h) u Q = or

h

=

----(i)

Q/Wu -Dd

Substituting values, we have h = 0.65 /u Substtituting for h from (i) in (ii) and rearranging 0.226 = u Substituting u in equation (i), we get h = 0.071 m The afflux as per Orifice formula 0.071 m The afflux adopted =

-

2.883

-

0.026

----(ii) u^3

----(iii)

h < Dd/4

0.071 m

9 Deck level HFL at proposed bridge site including afflux vertical clearance provided Depth of super structure including camber Wearing coat Minimum deck level required

= = = = =

539.591 1.300 0.750 0.065 541.706

m m m m m

10 Recommendation The existing formation level No additional waterway is reqd. as per site condition. Vert. cl. Hydraulics Add. Waterway

= = = =


Scour depth Calculation As per hydrology, the hydraulic parameters are as follows Design discharge 'Q' adopted 30% extra HFL Bed level

= = =

Maximum scour depth For box Maximum scour level For box Scour depth below bed

= = =

No scour bt bed protection is provided


1.27dsm=

0.85 m 1.5 1.05 m 1.33 m

nnexure Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location : Longitude Latitude Catchment Area

: : : :


: : :

N- 19°10'37.412" E-75°20'3.1069" 0.21 sq.km

Fig :


Fig :


HYDRAULIC CALCULATION OF BOX CULVERT 8m 294+160 Chainage(km)

Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location : Longitude Latitude Formulae a) Dicken's b) Ryve's c) Inglis

: : : :


: :

N- 19*9'53.7566" E-75*22'28.6808"

Based on data in rivers in region Central India* South India Western India


GL 567.690 567.640 567.610


GL 568.800 569.140 569.490

interval 55.0 37.7 26.7


Height 1.470 1.520 1.550



17.3 11.0 28.3

5.0 7.3 12.3

Area 7.5 11.2 18.7

571.010 569.160 569.057 569.057 18.68 0.060 1.519 0.0150 2.697 50.39

Wetted Perimeter 5.0 7.3 12.3

4 Discharge by Rational Formula Catchment area Length of path from toposheet (L) Difference in levels from toposheet (H) Maximum rain fall (F) (Annually) Duaration of storm (T) One hour rainfall (Io) Io = (F/T)*(T+1)/(1+1) 3 0.385 Time of concentration tc = (0.87*L /H) Critical rainfall intensity Ic = Io*(2/(1+tc) Discharge Q = 0.028 * P*f* A* Ic (for Plateaus, lightly co vered) (Ref.Table-4.1 Pg-13,I.R.C.:SP:13-2004) P f A lc Q 5 Design Discharge (Refer SP-13, page 21) Discharge by Dicken's Formula Discharge by Area velocity Method Discharge by Rational Formula Maximum discharge Next maximum discharge The difference is within 50% of the next maximum discharge

= = = = = = = =


= = = = =

0.70 0.90 12.00 Hect. 3.60 cm/hr 0.76 cum/sec

= = = = =

2.243 50.388 0.762 50.388 2.243

=

3.364


=

3.364


= = =

4.8Sqrt(Q) 7.19 m 8.00 m



(SP-13, page 12)


= = = = = = = =

569.160 m 569.057 m 18.680 sq m 7.188 m 8.000 m 3.364 cum/sec 2.599 m 1.113

Coefficient

(Refer SP-13, page 55-56) e = Co = g = If the afflux h < Dd/4, the Orifice formula is applicable By Orifice formula, the discharge is given as Q = C0 *sqrt(2*g)* L*Dd *sqrt [h + (1+e)* 0.038 = 0.076 Sqrt (h+ u^2) 0.001 = h+ 0.076 u^2 Also at u/s of the bridge W (Dd+h) u Q = or

h

=

0.500 0.950 9.810 m/sec

u2 / 2 * g ] ----(i)

Q/Wu -D d

Substituting values, we have h = 0.47 /u Substtituting for h from (i) in (ii) and rearranging 0.180 = u Substituting u in equation (i), we get h = 0.009 m The afflux as per Orifice formula 0.009 m The afflux adopted = 0.009 m 9 Deck level HFL at proposed bridge site including afflux vertical clearance provided Depth of super structure including camber Wearing coat Minimum deck level required 10 Recommendation The existing formation level No additional waterway is reqd. as per site condition. Vert. cl. Hydraulics Add. Waterway Scour depth Calculation As per hydrology, the hydraulic parameters are as follows Design discharg e 'Q' adopted 30% extra HFL Bed level

= = = = =

-

2.599

-

0.029

----(ii) u^3

----(iii)

h < Dd/4

569.160 m 1.350 m 0.500 m 0.065 m 571.075 m

= = = =

= = =

Maximum scour depth For box = Maximum scour level For box = Scour depth below bed = no scour bt bed protection is provided



1.27dsm=

0.61 m 1.75 0.80 m 1.01 m

nnexure Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location : Longitude Latitude a c men rea

: : : :


: : :

N- 19*9'53.7566" E-75*22'28.6808" . sq. m

Fig :


Fig :


HYDRAULIC CALCULATION OF BOX CULVERT 10 m 294+650 Chainage(km)

Hydraulic Calculations Name of the Nala Road Name Chainage Topo Sheet No. Location: Longitude Latitude b) Ryve's c) Inglis

: : : :


: : South India Western India

N-19*9'47.5902" E-75*22'44.2591"

2 Discharge as per Dicken's Formula Discharge as per Dicken's formula (Refer I.R.C. SP-13, page 7) Q = C*M^(3/4) Q = run-off in m^3/s M = Catchment (sq.km) C = 11 -14 (for Annual rainfall 60-120cm) = 14 -19 (for Annual rainfall >120cm) = 22 (for Western Ghats) C = 11 M = 0.13 Q = 2 Cumecs. 3 Area Velocit y Method Formation Road Level Highest Flood level Lowest Water level Lowest Bed level Total c/s area of stream Rougosity coefficient' A/P Slope Velocity (from Manning's equation) Discharge Cross Section of Channel Sl. No. 1 2 3

CH. 0.0 5.0 10.0

GL 561.100 564.032 562.200


CH. 70.3 100.5 110.0

GL 563.700 563.800 563.900


Height 3.857 0.925 2.757



30.1 9.6 39.7

5.0 5.0 10.0

Area 12.0 9.2 21.2

566.800 564.957 564.032 564.032 21.16 0.060 1.903 0.0050 1.817 38.44



= = = = = = = =


= = = = =

0.70 0.90 13.00 Hect. 3.47 cm/hr 0.80 cum/sec

= = = = =

2.381 38.444 0.796 38.444 2.381

=

3.572


=

3.572


= = =

4.8Sqrt(Q) 9.79 m 10.00 m



(SP-13, page 12)


= = = = = = = =

564.957 m 564.032 m 21.160 sq m 9.790 m 10.000 m 3.572 cum/sec 2.161 m 1.021

Coefficient

(Refer SP-13, page 55-56) e = 0.500 Co = 0.950 g = 9.810 m/sec If the afflux h < Dd/4, the Orifice formula is applicable By Orifice formula, the discharge is given as Q = C0 *sqrt(2*g)* L*Dd *sqrt [h + (1+e)* u2 / 2 * g ] 0.039 = 0.076 Sqrt (h+ u^2) 0.002 = u^2 h+ 0.076 Also at u/s of the bridge W (Dd+h) u Q = Q/Wu -D d or h = Substituting values, we have h = 0.36 /u Substtituting for h from (i) in (ii) and rearranging 0.169 = u h = 0.021 m The afflux as per Orifice formula 0.021 m adopted

=

2.161

-

0.035 h < Dd/4

----(ii) u^3

----(iii)

0.021 m

9 Deck level HFL at proposed bridge site including afflux vertical clearance provided Depth of super structure including camber Wearing coat Minimum deck level required 10 Recommendation The existing formation level No additional waterway is reqd. as per site condition. Vert. cl. Hydraulics Add. Waterway Scour depth Calculation As per hydrology, the hydraulic parameters are as follows Design discharg e 'Q' adopted 30% extra HFL Bed level


-

----(i)

= = = = =

564.957 m 1.020 m 0.700 m 0.065 m 566.742 m

= = = =


= = =

4.644 cum/sec 564.957 m 564.032 m

= = = for score bed protection is provided

1.04 m 563.92 m 0.110 m

Db=Q/W 0.47 Ksf= 1 dsm= 0.82 1.27dsm= 1.04

Annex ure - 1 Hydraulic Calculations Name of the Nala Road Name Chainage Topo Sheet No. Location: Longitude Latitude Catchment Area

: : : :


: : :

N-19*9'47.5902" E-75*22'44.2591" 0.13 sq.km

Fig :


Fig :


HYDRAULIC CALCULATION OF BOX CULVERT (8 m skew 16 deg) 297+135 Chainage(km)


: : : :


: :

N- 19°9'30.2677" E-75°24'4.64"



GL 545.141 543.456 545.075


GL 543.462 543.510 543.574

interval 0.0 5.0 10.3


Height 0.834 2.519 0.900



5.0 5.3 10.3

5.0 5.5 10.5

Area 8.4 9.3 17.7

548.426 545.975 543.456 543.456 17.72 0.060 1.615 0.0108 2.388 42.32



= = = = = = = =


= = = = =

0.70 0.90 24.00 Hect. 3.60 cm/hr 1.52 cum/sec

= = = = =

3.772 42.322 1.524 42.322 3.772

=

5.658


=

5.658


= = =

4.8Sqrt(Q) 8.00 m 8.00 m



(SP-13, page 12)


= = = = = = = =

545.975 m 543.456 m 17.723 sq m 8.000 m 8.000 m 5.658 cu cum/sec 2.215 m 1.000

Coefficient

(Refer SP-13, page 55-56) e = Co = g = If the afflux h < Dd/4, the Orifice formula is applicable By Orifice formula, the discharge is given as Q = C0 *sqrt(2*g)* L*Dd *sqrt [h + (1+e)* 0.076 = 0.076 Sqrt (h+ u^2) 0.006 = h+ 0.076 u^2 Also at u/s u/s of the bridge bridge W (Dd+h) u Q = or

h

=

0.500 0.950 9.810 m/sec

u2 / 2 * g ] ----(i)

Q/Wu -D d

Substituting values, we have h = 0.71 /u Substtituting for h from (i) in (ii) and rearranging 0.318 = u Substituting u in equation (i), we get h = 0.020 m The afflux as per Orifice formula 0.020 m The afflux adopted = 0.020 m 9 Deck level HFL at proposed bridge site including afflux ve vertical clearance provided Depth of super structure including camber Wearing coat Minimum deck level required 10 Recommendation The existing formation level No additional waterway is reqd. as per site condition. Vert. cl. Hydraulics Add. Waterway Waterway Scour depth Calculation As per hydrology hydrology,, the hydraulic hydraulic parameters parameters are are as follows follows Design discharg e 'Q' adopted 30% extra HFL Bed level

= = = = =

-

2.215

-

0.034

----(ii) u^3

----(iii)

h < Dd/4

545.975 m 1.650 m 0.750 m 0.065 m 548.440 m

= = = =

= = =




1.27dsm=

0.92 m 1.75 1.05 m 1.34 m

nnexure Hydraulic Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location : Longitude Latitude a c men rea

: : : :


: : :

N- 19°9'30.2677" E-75°24'4.64" . sq. m

Fig :


Fig :




: : : :



N-19*9'39.4399" E-75*25'12.3513

2 Discharge as per Dicken's Formula Discharge as per Dicken's formula (Refer I.R.C. SP-13, page 7) Q = C*M^(3/4) Q = run-off in m^3/s M = Catchment (sq.km) C = 11 -14 (for Annual rainfall 60-120cm) = 14 -19 (for Annual rainfall >120cm) = 22 (for Western Ghats) C = 11 M = 4.75 Q = 35 Cumecs. 3 Area Velocit y Method Formation Road Level Highest Flood level Lowest Water level Lowest Bed level Total c/s area of stream Rougosity coefficient' A/P Slope Velocity (from Manning's equation) Discharge Cross Section of Channel Sl. No. interval 1 34.5 2 64.8 3 74.7 4 84.7

GL 532.569 532.400 531.800 532.700


GL 530.978 530.860 530.740

interval 0.0 19.3 28.5


Height 0.145 0.314 0.914 0.014

Avg.height Horz. Dist. 0.230 0.614 0.464


19.3 9.2 28.5

30.3 9.9 10.0 50.2

Area 6.9 6.1 4.7 17.7

538.363 532.714 530.527 530.527 17.68 0.060 0.352 0.0083 0.758 13.41

Perimete r 30.3 9.9 10.1 50.3


= = = = = = = =


= = = = =

0.70 0.90 475.00 Hect. 0.40 cm/hr 12.00 cum/sec

= = = = =

35.393 13.409 12.000 35.393 13.409

=

20.113


=

20.113


= = =


4.8Sqrt(Q) 15.00 m 16.00 m



(SP-13, page 12)


= = = = = = = =

532.714 m 530.527 m 17.679 sq m 15.000 m 16.000 m 20.113 cum/sec 1.179 m 1.067

Coefficient

(Refer SP-13, page 55-56) e = 0.500 Co = 0.800 g = 9.810 m/sec If the afflux h < Dd/4, the Orifice formula is applicable By Orifice formula, the discharge is given as C0 *sqrt(2*g)* L*Dd *sqrt [h + (1+e)* u2 / 2 * g ] Q = 0.301 = Sqrt (h+ 0.076 u^2) h+ 0.076 0.091 = u^2 Also at u/s of the bridge W (Dd+h) u Q = Q/Wu -D d or h = Substituting values, we have h = 1.34 /u Substtituting for h from (i) in (ii) and rearranging 1.056 = u Substituting u in equation (i), we get h = 0.190 m The afflux as per Orifice formula 0.190 m adopted = 0.190 m 9 Deck level HFL at proposed bridge site including afflux vertical clearance provided Depth of super structure including camber Wearing coat Minimum deck level required

= = = = =


1.179

-

0.060

----(ii) u^3

----(iii)

h < Dd/4

532.714 m 3.980 m 1.600 m 0.065 m 538.359 m

= = = =


= = =


= = = no score is their

-

----(i)



1.27dsm=

1.74 m 1.5 1.70 m 2.15 m


: : : :


: : :

N-19*9'39.4399" E-75*25'12.3513 50 sq.km

Fig :


Fig :



Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location: Longitude Latitude Formulae a) Dicken's b) Ryve's c) Inglis

: : : :


: :

N- 19°10'6.257" E-75°27'38.15"



GL 549.073 547.170 546.360 549.130

L Section of Channel Sl. No. 1 2 3 4

GL 546.475 546.573 546.650 546.760

interval 0.0 5.0 10.0 15.0


Height 1.402 3.305 4.115 1.345


Height diff Horz. Dist. 0.098 0.077 0.110 0.285

5.0 5.0 5.0 15.0

5.0 5.0 5.0 15.0

Area 11.8 18.6 13.7 20.0

552.312 550.475 546.437 546.437 20.00 0.060 1.240 0.0190 1.200 24.00

Wetted Perimeter 5.3 5.1 5.7 16.1


= = = = = = = =

= = = = =


0.70 0.77 9.00 Hect. 3.60 cm/hr 0.49 cum/sec

= = = = =

1.807 24.000 0.489 24.000 1.807

=

2.711


=

2.711


= = =

4.8Sqrt(Q) 7.90 m 8.00 m



(SP-13, page 12)


= = = = = = = =

550.475 m 546.437 m 20.000 sq m 7.904 m 8.000 m 2.711 cum/sec 2.530 m 1.012

Coefficient


h

=

0.500 0.950 9.810 m/sec

u2 / 2 * g ] ----(i)

Q/Wu -D d

Substituting values, we have h = 0.34 /u Substtituting for h from (i) in (ii) and rearranging 0.136 = u Substituting u in equation (i), we get h = 0.021 m The afflux as per Orifice formula 0.021 m The afflux adopted = 0.021 m 9 Deck level HFL at proposed bridge site including afflux vertical clearance provided Depth of super structure including camber Wearing coat Minimum deck level required

= = = = =

-

2.530

-

0.030

----(ii) u^3

----(iii)

h < Dd/4

550.475 m 1.346 m 0.550 m 0.060 m 552.312 m

10 Recommendation The existing formation level

=

No additional waterway is reqd. as per site condition. Vert. cl.

=

Hydraulics

=

Adequate

1.183 Sufficeient

Add. Waterway

=

Not reqd.

Scour depth Calculation As per hydrology, the hydraulic parameters are as follows Design discharg e 'Q' adopted 30% extra

=

3.525 cum/sec

HFL

=

550.475 m

Db=Q/W

Bed level

=

546.437 m

Ksf=

Maximum scour depth For box

=

0.87 m

Maximum scour level For box

=

549.61 m

Scour depth below bed

=

-3.170 m

No scour bt bed protection is provided

0.45 m 1.5

dsm=

0.68 m

1.27dsm=

0.87 m

nnexure Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location: Longitude Latitude a c men rea

: : : :


: : :

N- 19°10'6.257" E-75°27'38.15" . sq. m

Fig :


Fig :




: : : :


: :

N- 19*10'16.7439" E-75*27'47.3201"



GL 542.900 541.458 542.800


GL 541.934 541.938 541.940

interval 0.0 5.0 10.0


Height -0.100 1.342 0.000



5.0 5.0 10.0

2.6 2.3 4.9

Area 1.6 1.5 3.2

544.145 542.800 541.584 541.584 3.16 0.060 0.560 0.0006 0.277 0.88



= = = = = = = =


= = = = =

0.70 0.90 21.00 Hect. 3.60 cm/hr 1.33 cum/sec

= = = = =

3.412 0.876 1.334 3.412 1.334

=

2.001


=

2.001


= = =


4.8Sqrt(Q) 6.79 m 8.00 m



(SP-13, page 12)


= = = = = = = =

542.800 m 541.584 m 3.157 sq m 6.789 m 8.000 m 2.001 cum/sec 0.465 m 1.178

Coefficient


h

=

0.500 0.950 9.810 m/sec

u2 / 2 * g ] ----(i)

Q/Wu -D d


= = = = =

-

0.465

-

0.159

----(ii) u^3

----(iii)

h < Dd/4

542.800 m 0.700 m 0.550 m 0.065 m 544.115 m

= = = =

= = =




1.27dsm=

0.38 m 1.75 0.59 m 0.74 m


Fig :

g:

: : : :


: : :

N- 19*10'16.7439" E-75*27'47.3201" . sq. m


a ac me n a rea o n opo s ee



: : : :


: :

N- 19°10'17.09" E-75°27'59.61"



GL 541.185 540.100 539.990 541.012


GL 539.275 539.340 539.420 539.466

interval 0.0 5.0 10.0 12.7


Height 1.140 2.225 2.335 1.313



5.0 5.0 2.7 12.7

5.0 5.0 4.0 14.0

Area 8.4 11.4 7.3 27.1

544.182 542.325 539.275 539.275 27.11 0.060 1.903 0.0150 2.200 59.64



= = = = = = = =


= = = = =

0.70 0.90 18.00 Hect. 3.60 cm/hr 1.14 cum/sec

= = = = =

3.040 59.639 1.143 59.639 3.040

=

4.560


=

4.560


= = =

4.8Sqrt(Q) 7.84 m 8.00 m



(SP-13, page 12)


= = = = = = = =

542.325 m 539.275 m 27.109 sq m 7.840 m 8.000 m 4.560 cum/sec 3.458 m 1.020

Coefficient


h

=

0.500 0.950 9.810 m/sec

u2 / 2 * g ] ----(i)

Q/Wu -D d

Substituting values, we have h = 0.58 /u Substtituting for h from (i) in (ii) and rearranging 0.168 = u Substituting u in equation (i), we get h = 0.017 m The afflux as per Orifice formula 0.017 m The afflux adopted = 0.017 m 9 Deck level HFL at proposed bridge site including afflux vertical clearance provided Depth of super structure including camber Wearing coat Minimum deck level required 10 Recommendation The existing formation level No additional waterway is reqd. as per site condition. Vert. cl. Hydraulics Add. Waterway As per hydrology, the hydraulic parameters are as follows Design discharg e 'Q' adopted 30% extra HFL Bed level

= = = = =

-

3.458

-

0.022

----(ii) u^3

----(iii)

h < Dd/4

542.325 m 1.242 m 0.550 m 0.065 m 544.182 m

= = = =

= = =

Maximum scour depth For Abutment = Maximum scour level For Abutment = Scour depth below bed = no scour bt bed protection is provided



1.27dsm=

0.76 m 1 1.11 m 1.41 m

Annex ure - 1 Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location: Longitude Latitude a c men rea

: : : :


: : :

N- 19°10'17.09" E-75°27'59.61" . sq. m

Fig :


Fig :



Hydraulic Calculations Name of the Nala Road Name Chainage Topo Sheet No. Location: Longitude Latitude b) Ryve's c) Inglis

: : : :


: : South India Western India

N- 19*10'9.0228" E-75*29'108713"

2 Discharge as per Dicken's Formula Discharge as per Dicken's formula (Refer I.R.C. SP-13, page 7) Q = C*M^(3/4) Q = run-off in m^3/s M = Catchment (sq.km) C = 11 -14 (for Annual rainfall 60-120cm) = 14 -19 (for Annual rainfall >120cm) = 22 (for Western Ghats) C = 11 M = 0.19 Q = 3 Cumecs. 3 Area Velocit y Method Formation Road Level Highest Flood level Lowest Water level Lowest Bed level Total c/s area of stream Rougosity coefficient' A/P Slope Velocity (from Manning's equation) Discharge Cross Section of Channel Sl. No. 1 2 3 4 5

CH. 0.0 5.0 10.0 15.0 19.4

GL 552.990 551.600 551.690 552.260 552.990

L Section of Channel Sl. No. 1 2 3 4 5 6

CH. 0.0 2.0 4.0 6.0 8.0 10.0

GL 551.038 551.057 551.076 551.095 552.150 552.342


Height 0.000 1.390 1.300 0.730 0.000

Avg.height Horz. Dist. 0.695 1.345 1.015 0.365

Height diff Horz. Dist. 0.019 0.019 0.019 1.055 0.192 0.057

2.0 2.0 2.0 2.0 2.0 6.0

5.0 5.0 5.0 4.4 19.4

Area 3.5 6.7 5.1 1.6 16.9

555.826 552.990 551.401 551.401 16.89 0.060 0.857 0.0095 1.464 24.73

Wetted Perimeter 5.2 5.0 5.0 4.5 19.7


= = = = = = = =


= = = = =

0.70 0.90 19.00 Hect. 3.47 cm/hr 1.16 cum/sec

= = = = =

3.166 24.734 1.164 24.734 3.166

=

4.748


=

4.748


= = =

4.8Sqrt(Q) 9.79 m 10.00 m

7 Vertical Clearanace Vertical clearance for opening of high level bridge, from the lowest point of deck structure (Ref.I.R.C.-5-1998,Clause-106.2.1,Page-16) = 0..6 m


(SP-13, page 12)


= = = = = = = =

552.990 m 551.401 m 16.895 sq m 9.790 m 10.000 m 4.748 cum/sec 1.726 m 1.021

Coefficient

(Refer SP-13, page 55-56) e = 0.500 Co = 0.950 g = 9.810 m/sec If the afflux h < Dd/4, the Orifice formula is applicable By Orifice formula, the discharge is given as Q = C0 *sqrt(2*g)* L*Dd *sqrt [h + (1+e)* u2 / 2 * g ] 0.065 = 0.076 Sqrt (h+ u^2) 0.004 = u^2 h+ 0.076 Also at u/s of the bridge W (Dd+h) u Q = Q/Wu -D d or h = Substituting values, we have h = 0.49 /u Substtituting for h from (i) in (ii) and rearranging 0.280 = u By iteration u = 1.427 Criteria = 1.000 redo Substituting u in equation (i), we get h = 0.013 m The afflux as per Orifice formula 0.013 m adopted

=

0.013 m

1.726 0.044

h < Dd/4

----(i)

----(ii) u^3

----(iii)

Annex ure - 1 Hydraulic Calculations Name of the Nala Road Name Chainage Topo Sheet No. Location: Longitude Latitude Catchment Area

: : : :


: : :

N- 19*10'9.0228" E-75*29'108713" 0.19 sq.km

Fig :

Catachment area of Minor Bridge at km 306+582on NH 222.

Fig :




: : : :


: :

N- 19°10'9.54" E-75°29'14.44"


2 Discharge as per Dicken's Formula Discharge as per Dicken's formula (Refer I.R.C. SP-13, page 7) Q = C*M^(3/4) Q = run-off in m^3/s M = Catchment (sq.km) C = 11 -14 (for Annual rainfall 60-120cm) = 14 -19 (for Annual rainfall >120cm) = 22 (for Western Ghats) C = 11 M = 0.1 Q = 2 Cumecs. 3 Area Velocit y Method Formation Road Level Highest Flood level Lowest Water level Lowest Bed level Total c/s area of stream Rougosity coefficient' A/P Slope Velocity (from Manning's equation) Discharge Cross Section of Channel Sl. No. interval 1 0.0 2 4.1 3 9.1 4 14.1 5 19.4

GL 553.621 552.630 551.077 552.250 553.605


Height 0.000 0.991 2.544 1.371 0.016


4.1 5.0 5.0 5.3 19.4

Area 2.0 8.8 9.8 3.7 24.3

556.294 553.621 551.450 551.450 24.31 0.060 1.214 0.0201 2.690 65.40



interval 0.0 5.0 10.0 14.4

GL 551.420 551.500 551.600 551.710

4 Discharge by Rational Formula Catchment area Length of path from toposheet (L) Difference in levels from toposheet (H) Maximum rain fall (F) (Annually) Duaration of storm (T) One hour rainfall (Io) Io = (F/T)*(T+1)/(1+1) 3

0.385

Time of concentration tc = (0.87*L /H) Critical rainfall intensity Ic = Io*(2/(1+tc) Discharge Q = 0.028 * P*f* A* Ic (for Plateaus, lightly co vered) (Ref.Table-4.1 Pg-13,I.R.C.:SP:13-2004)

P f A lc Q



5.0 5.0 4.4 14.4

= = = = = =

0.10 sqkm 0.25 km 20.00 m 19.00 cm 1.00 hrs 19.00 mm/hr


= =

0.06 hrs. 36.01 mm/hr

(SP-13, page 12)

= = = = =

0.70 0.77 10.00 Hect. 3.60 cm/hr 0.54 cum/sec

= = = = =

1.956 65.401 0.543 65.401 1.956

=

2.934


=

2.934


= = =

4.8Sqrt(Q) 7.50 m 8.00 m



= = = = = = = =

553.621 m 551.450 m 24.310 sq m 7.500 m 8.000 m 2.934 cum/sec 3.241 m 1.067

Coefficient


h

=

0.500 0.950 9.810 m/sec

u2 / 2 * g ] ----(i)

Q/Wu -D d


= = = = =

-

3.241

-

0.024

----(ii) u^3

----(iii)

h < Dd/4

553.621 m 1.800 m 0.750 m 0.065 m 556.236 m

= = = =

= = =




1.27dsm=

0.51 m 1.5 0.75 m 0.95 m

Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location : Longitude

: : : :


:

N- 19°10'9.54"

Latitude Catchment Area

: :

E-75°29'14.44" 0.1 sq.km

Fig :


Fig :




: : : :



N- 19°10'16.5138" E-75°31'47.6701"

2 Discharge as per Dicken's Formula Discharge as per Dicken's formula (Refer I.R.C. SP-13, page 7) Q = C*M^(3/4) Q = run-off in m^3/s M = Catchment (sq.km) C = 11 -14 (for Annual rainfall 60-120cm) = 14 -19 (for Annual rainfall >120cm) = 22 (for Western Ghats) C = 11 M = 0.12 Q = 2 Cumecs. 3 Area Velocit y Method Formation Road Level Highest Flood level Lowest Water level Lowest Bed level Total c/s area of stream Rougosity coefficient' A/P Slope Velocity (from Manning's equation) Discharge Cross Section of Channel Sl. No. interval 1 0.0 2 4.0 3 8.0 4 12.0 5 13.8

GL 555.593 555.825 553.854 554.555 555.593


GL 553.837 553.844 553.860 553.896 552.150 552.342

interval 88.9 101.1 106.1 117.0 8.0 10.0


Height 0.100 -0.132 1.839 1.138 0.100

Avg.height Horz. Dist. -0.016 0.853 1.488 0.619

Height diff Horz. Dist. 0.007 0.016 0.036 -1.746 0.192 0.059

12.2 5.0 10.9 -109.0 2.0 28.1

4.0 4.0 4.0 1.8 13.8

Area -0.1 3.4 6.0 1.1 10.4

557.616 555.693 553.941 553.941 10.41 0.060 0.713 0.0021 0.609 6.34

Perimete r 4.0 4.5 4.1 2.1 14.6


= = = = = = = =


= = = = =

0.70 0.90 12.00 Hect. 3.60 cm/hr 0.76 cum/sec

= = = = =

2.243 6.342 0.762 6.342 2.243

=

3.364


=

3.364


= = =


4.8Sqrt(Q) 8.80 m 10.00 m



(SP-13, page 12)


= = = = = = = =

555.693 m 553.941 m 10.409 sq m 8.804 m 10.000 m 3.364 cum/sec 1.182 m 1.136

Coefficient

(Refer SP-13, page 55-56) e = 0.500 Co = 0.950 g = 9.810 m/sec If the afflux h < Dd/4, the Orifice formula is applicable By Orifice formula, the discharge is given as C0 *sqrt(2*g)* L*Dd *sqrt [h + (1+e)* u2 / 2 * g ] Q = 0.068 = Sqrt (h+ 0.076 u^2) h+ 0.076 0.005 = u^2 Also at u/s of the bridge W (Dd+h) u Q = Q/Wu -D d or h = Substituting values, we have h = 0.38 /u Substtituting for h from (i) in (ii) and rearranging 0.322 = u Substituting u in equation (i), we get h = 0.003 m The afflux as per Orifice formula 0.003 m adopted

=

1.182

-

0.064

----(ii) u^3

----(iii)

h < Dd/4

0.003 m

9 Deck level HFL at proposed bridge site including afflux vertical clearance provided Depth of super structure including camber Wearing coat Minimum deck level required 10 Recommendation The existing formation level No additional waterway is reqd. as per site condition. Vert. cl. Hydraulics Add. Waterway Scour depth Calculation As per hydrology, the hydraulic parameters are as follows Design discharg e 'Q' adopted 30% extra HFL Bed level


-

----(i)

= = = = =

555.693 m 1.108 m 0.750 m 0.065 m 557.616 m

= = = =

= = =

= = = no score bt bed protection is provided



1.27dsm=

0.50 m 1 0.84 m 1.07 m


: : : :


: : :

N- 19°10'16.5138" E-75°31'47.6701" 0.12 sq.km

Fig :


Fig :




: : : :


: :

N- 19*9'37.7496 E-75*33'46.714"



GL 535.695 533.520 533.530 535.720


GL 533.570 533.640 533.720

interval 0.0 3.0 6.0


Height 0.200 2.375 2.365 0.175



3.0 3.0 6.0

5.0 5.0 5.3 15.3

Area 6.4 11.9 6.7 25.0

538.091 535.895 533.441 533.441 24.97 0.060 1.546 0.0250 2.100 52.43



= = = = = = = =


= = = = =

0.70 0.90 10.00 Hect. 3.60 cm/hr 0.64 cum/sec

= = = = =

1.956 52.432 0.635 52.432 1.956

=

2.934


=

2.934


= = =

4.8Sqrt(Q) 8.22 m 10.00 m



(SP-13, page 12)


= = = = = = = =

535.895 m 533.441 m 24.968 sq m 8.222 m 10.000 m 2.934 cum/sec 3.037 m 1.216

Coefficient


h

0.500 0.950 9.810 m/sec

u2 / 2 * g ] ----(i)

Q/Wu -D d

=

Substituting values, we have h = 0.36 /u Substtituting for h from (i) in (ii) and rearranging 0.117 = u Substituting u in equation (i), we get h = 0.003 m The afflux as per Orifice formula 0.003 m The afflux adopted = 0.003 m 9 Deck level HFL at proposed bridge site including afflux vertical clearance provided Depth of super structure including camber Wearing coat Minimum deck level required 10 Recommendation The existing formation level No additional waterway is reqd. as per site condition. Vert. cl. Hydraulics Add. Waterway

-

3.037

-

0.025

= = = = =

----(ii) u^3

----(iii)

h < Dd/4

535.895 m 1.200 m 0.750 m 0.065 m 537.910 m

= = = =

As per hydrology, the hydraulic parameters are as follows Design discharg e 'Q' adopted 30% extra HFL Bed level

= = =





1.27dsm=

0.46 m 1 0.80 m 1.02 m

nnexure Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location: Longitude Latitude a c men rea

: : : :


: : :

N- 19*9'37.7496 E-75*33'46.714" . sq. m

Fig :


Fig :



Hydraulic Hydraulic Calculations Calculations Road Name Topo Sheet No. Chainage Location: Longitude Latitude Formulae a) Dicken's b) Ryve's c) Inglis

: : :

Kharwandi – Kasar 47M/12 316+119

: :

N- 19°9'33.0193" E-75°34'21.369"


2 Discharge as per Dicken's Formula Discharge as per Dicken's formula (Refer I.R.C. SP-13, page 7) Q = C*M^(3/4) Q = run-of f in m^3/s M = Catchment (sq.km) C = 11 -14 (for Annual rainfall 60-120cm) = 14 -19 (for Annual rainfall >120cm) = 22 (for W estern Ghats) C = 11 M = 0.25 Q = 4 Cumecs. 3 Area Velocit Velocit y Method Formation Road Level Highest Flood level Lowest Water level Lowest Bed level Total c/s area of stream Rougosity coefficient' A/P Slope Velocity (from Manning's equation) Discharge Cross Section of Channel Sl. No. interval 1 0.0 2 5.0 3 10.0 4 15.0 5 16.7

GL 533.704 532.159 532.704 533.460 533.729


GL 532.590 532.684 532.769 532.830 552.150 552.342

interval 63.6 65.6 67.6 69.6 8.0 10.0


Height 0.300 1.845 1.300 0.544 0.275


Height diff Horz. Dist. 0.094 0.085 0.061 19.320 0.192 0.240

2.0 2.0 2.0 -61.6 2.0 6.0

5.0 5.0 5.0 1.7 16.7

Area 5.4 7.9 4.6 0.7 18.5

536.537 534.004 532.058 532.058 18.53 0.060 1.087 0.0397 3.512 65.09


4 Discharge by Rational Formula Catchment area Length of path from toposheet (L) Difference in levels from toposheet (H) Maximum rain fall (F) (Annually) Duaration of storm (T) One hour rainfall (Io) Io = (F/T)*(T+1)/(1+1) 3 0.385 Time of concentration tc = (0.87*L /H) Critical rainf all intensity Ic = Io*(2/(1+tc) Discharge Discharge Q = 0.028 * P*f* A* Ic (for Plateaus, lightly co vered) (Ref.Table-4.1 Pg-13,I.R.C.:SP:13-2004) P f A lc Q 5 Design Discharge (Refer SP-13, page 21) Discharge by Dicken's Formula Discharge by Area velocity Method Discharge by Rational Formula Maximum discharge Next maximum discharge The difference is within 50% of the next maximum discharge

= = = = = = = =

0.25 sq sqkm 0.25 km 20.00 m 19.00 cm 1.00 hr h rs 19.00 mm/hr 0.06 hrs. 36.01 mm/hr

= = = = =

0.70 0.90 25.00 Hect. 3.60 cm/hr 1.59 cum/sec

= = = = =

3.889 65.090 1.588 65.090 3.889

=

5.834


=

5.834


= = =

4.8Sqrt(Q) 9.89 m 10.00 m


Refer (catchment Area calculation calculation T.S No.63G/8)

(SP-13, page 12)


= = = = = = = =

534.004 m 532.058 m 18.532 sq m 9.890 m 10.000 m 5.834 cum/sec 1.874 m 1.011

Coefficient

(Refer SP-13, page 55-56) e = 0.800 Co = 0.900 g = 9.810 m/sec If the afflux h < Dd/4, the Orifice formula is applicable By Orifice formula, the discharge is given as Q = C0 *sqrt(2*g)* L*Dd *sqrt [h + (1+e)* u2 / 2 * g ] 0.078 = 0.092 Sqrt (h+ u^2) 0.006 = u^2 h+ 0.092 Also at u/s of the bridge W (Dd+h) u Q = Q/Wu -D d or h = Substituting values, we have h = 0.59 /u Substtituting for h from (i) in (ii) and rearranging 0.314 = u Substituting u in equation (i), we get h = 0.031 m The afflux as per Orifice formula 0.031 m Dd/4 = 0.468 m adopted

=

-

1.874

-

0.049

----(i)

----(ii) u^3

----(iii)

h < Dd/4 h < Dd/4

0.031 m

9 Deck level HFL at proposed bridge site including afflux vertical clearance provided Depth of super structure including camber Wearing coat Minimum deck level required 10 Recommendation The existing formation level No additional waterway is reqd. as per site condition. Vert. cl. Hydraulics Add. Waterway

= = = = =

534.004 m 1.171 m 0.750 m 0.065 m 535.990 m

= = = =


= = =





1.27dsm=

0.77 m 1 1.12 m 1.43 m

nnexure Hydraulic Calculations Road Name Topo Sheet No. Chainage Location: Longitude Latitude Catchment Area

: : :

Kharwandi – Kasar 47M/12 316+119

: : :

N- 19°9'33.0193" E-75°34'21.369" 0.25

Fig :


Fig :




: : : :


: :

N- 19°9'37.6407" E-75°36'46.96"



GL 528.910 527.970 527.610 528.950


GL 527.948 527.810 527.670 527.613

interval 0.0 5.0 10.0 12.3


Height 0.046 0.986 1.346 0.006



5.0 5.0 2.3 12.3

5.0 5.0 8.1 18.1

Area 2.6 5.8 5.5 13.9

531.000 528.956 527.613 527.613 13.90 0.060 0.758 0.0273 2.292 31.85



= = = = = = = =


= = = = =

0.70 0.90 26.00 Hect. 3.60 cm/hr 1.65 cum/sec

= = = = =

4.005 31.851 1.651 31.851 4.005

=

6.008


=

6.008


= = =

4.8Sqrt(Q) 8.00 m 8.00 m



(SP-13, page 12)


= = = = = = = =

528.956 m 527.613 m 13.899 sq m 8.000 m 8.000 m 6.008 cum/sec 1.737 m 1.000

Coefficient


h

=

0.500 0.950 9.810 m/sec

u2 / 2 * g ] ----(i)

Q/Wu -D d

Substituting values, we have h = 0.75 /u Substtituting for h from (i) in (ii) and rearranging 0.430 = u Substituting u in equation (i), we get h = 0.016 m The afflux as per Orifice formula 0.016 m The afflux adopted = 0.016 m 9 Deck level HFL at proposed bridge site including afflux vertical clearance provided Depth of super structure including camber Wearing coat Minimum deck level required

= = = = =


-

1.737

-

0.044

----(ii) u^3

----(iii)

h < Dd/4

528.956 m 1.797 m 0.550 m 0.065 m 531.000 m

= = = =


Scour depth Calculation As per hydrology, the hydraulic parameters are as follows Design discharg e 'Q' adopted HFL Bed level

30% extra

Maximum scour depth For box Maximum scour level For box Scour depth below bed no scour bt bed protection is provided

= = =

= = =


1.27dsm=

0.98 m 1.5 1.00 m 1.27 m

Annex ure - 1 Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location: Longitude Latitude

: : : :


: :

N- 19°9'37.6407" E-75°36'46.96"

Fig :

Catachment area of Minor Bridge at km 320+424on NH 222.

Fig :




: : : :


: :

N- 19°9'50.5743" E-75°38'5.306"


2 Discharge as per Dicken's Formula Discharge as per Dicken's formula (Refer I.R.C. SP-13, page 7) Q = C*M^(3/4) Q = run-off in m^3/s M = Catchment (sq.km) C = 11 -14 (for Annual rainfall 60-120cm) = 14 -19 (for Annual rainfall >120cm) = 22 (for Western Ghats) C = 11 M = 0.09 Q = 2 Cumecs. 3 Area Velocity Method Formation Road Level Highest Flood level Lowest Water level Lowest Bed level Total c/s area of stream Rougosity coefficient' A/P Slope Velocity (from Manning's equation) Discharge Cross Section of Channel Sl. No. interval 1 0.0 2 5.0 3 10.0 4 12.2

GL 518.749 517.120 517.600 517.547


GL 517.076 517.110 517.170 517.239

interval 0.0 3.1 8.1 13.1


Height 0.600 2.229 1.749 1.802



3.1 5.0 5.0 13.1

5.0 5.0 2.2 12.2

Area 7.1 9.9 3.9 20.9

521.378 519.349 517.239 517.239 20.91 0.060 1.676 0.0125 1.800 37.63


4 Discharge by Rational Formula Catchment area Length of path from toposheet (L) Difference in levels from toposheet (H) Maximum rain fall (F) (Annually) Duaration of storm (T) One hour rainfall (Io) Io = (F/T )*(T +1)/(1+1) 3

0.385

Time of concentration tc = (0.87*L /H) Critical rainfall intensity Ic = Io*(2/(1+ tc) Discharge Q = 0.028 * P*f* A* Ic (for Plateaus, lightly covered) (Ref.Table-4.1 Pg-13,I.R.C.:SP:13-2004)

P f A lc Q


= = = = = =



= =

0.06 hrs. 36.01 mm/hr

(SP-13, page 12)

= = = = =

0.70 0.90 9.00 Hect. 3.60 cm/hr 0.57 cum/sec

= = = = =

1.807 37.631 0.572 37.631 1.807

=

2.711


=

2.711


= = =

4.8Sqrt(Q) 7.00 m 8.00 m



= = = = = = = =

519.349 m 517.239 m 20.906 sq m 7.000 m 8.000 m 2.711 cum/sec 2.987 m 1.143

Coefficient

(Refer SP-13, page 55-56) e = 0.500 Co = 0.950 g = 9.810 m/sec If the afflux h < Dd/4, the Orifice formula is applicable By Orifice formula, the discharge is given as Q = C0 *sqr t(2* g)* L*Dd * sqrt [h + (1+ e) * u 2 / 2 * g ] 0.027 = Sqrt (h+ 0.076 u^2) 0.001 = h+ 0.076 u^2 Also at u/s of the bridge W (D d+h) u Q = or

h

=

----(i)

Q/Wu -Dd

Substituting values, we have h = 0.39 /u Substtituting for h from (i) in (ii) and rearranging 0.130 = u Substituting u in equation (i), we get h = 0.012 m The afflux as per Orifice formula 0.012 m The afflux adopted = 0.012 m 9 Deck level HFL at proposed br id ge site i ncludi ng af flu x vertical clearance provided Depth of super structure including camber Wearing coat Minimum deck level required 10 Recommendation The existing formation level No additional waterway is reqd. as per site condition. Vert. cl. Hydraulics Add. Waterway Scour depth Calculation As per hydrology, the hydraulic parameters are as follows Design disc harge 'Q' adopted 30% extra HFL Bed level

= = = = =

-

2.987

-

0.026

----(ii) u^3

----(iii)

h < Dd/4

519.349 m 1.414 m 0.550 m 0.065 m 521.378 m

= = = =

= = =




1.27dsm=

0.50 m 1.5 0.74 m 0.94 m

Annex ure - 1 Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location : Longitude Latitude

: : : :


: :

N- 19°9'50.5743" E-75°38'5.306" . .

Fig :


Fig :




: : : :


: :

N- 19*9'34.5832" E-75*42'27.8922



GL 488.640 486.970 488.630


GL 486.960 487.140 487.150

interval 71.7 93.7 100.4


Height 0.960 2.630 0.970



22.0 6.7 28.7

4.5 5.1 9.6

Area 8.1 9.3 17.3

491.500 489.600 486.915 486.915 17.34 0.060 1.699 0.0066 1.931 33.49



= = = = = = = =


= = = = =

0.70 0.90 21.00 Hect. 3.60 cm/hr 1.33 cum/sec

= = = = =

3.412 33.486 1.334 33.486 3.412

=

5.119


=

5.119


= = =

4.8Sqrt(Q) 8.00 m 8.00 m



(SP-13, page 12)


= = = = = = = =

489.600 m 486.915 m 17.337 sq m 8.000 m 8.000 m 5.119 cum/sec 2.167 m 1.000

Coefficient


h

=

0.500 0.950 9.810 m/sec

u2 / 2 * g ] ----(i)

Q/Wu -D d


= = = = =

-

2.167

-

0.035

----(ii) u^3

----(iii)

h < Dd/4

489.600 m 1.650 m 0.750 m 0.065 m 492.065 m

= = = =

= = =




1.27dsm=

0.83 m 1 1.19 m 1.51 m


Fig :

g:

: : : :


: : :

N- 19*9'34.5832" E-75*42'27.8922 . sq. m


a ac me n a rea o n opo s ee



: : : :


: :

N- 19*9'24.4541" E-75*43'54.4415"



GL 487.365 484.725 487.410


GL 485.050 485.050 485.380 485.400

interval 51.8 54.2 60.8 67.5


Height 1.249 3.889 1.204



2.4 6.7 6.6 15.6

9.7 9.7 19.4

Area 24.9 24.7 49.6

490.853 488.614 484.774 484.774 49.62 0.060 2.467 0.0120 1.200 59.54



= = = = = = = =


= = = = =

0.70 0.90 11.00 Hect. 3.60 cm/hr 0.70 cum/sec

= = = = =

2.101 59.544 0.699 59.544 2.101

=

3.152


=

3.152


= = =

4.8Sqrt(Q) 6.96 m 8.00 m



(SP-13, page 12)


= = = = = = = =

488.614 m 484.774 m 49.620 sq m 6.958 m 8.000 m 3.152 cum/sec 7.132 m 1.150

Coefficient


h

=

0.500 0.950 9.810 m/sec

u2 / 2 * g ] ----(i)

Q/Wu -D d


= = = = =

-

7.132

-

0.011

----(ii) u^3

----(iii)

h < Dd/4

488.614 m 1.624 m 0.550 m 0.065 m 490.853 m

= = = =

= = =




1.27dsm=

0.59 m 1 0.94 m 1.20 m


: : : :


: : :

N- 19*9'24.4541" E-75*43'54.4415" . sq. m

Fig :


Fig :




: : : :


: :

N- 19*9'24.0094" E-75*43'57.46"



GL 487.360 484.720 487.410


GL 484.680 484.810 485.000

interval 85.6 98.3 106.5


Height 1.108 3.748 1.058



12.7 8.2 20.9

5.0 5.0 10.0

Area 12.1 12.0 24.2

490.353 488.468 484.668 484.668 24.15 0.060 2.132 0.0025 1.381 33.35



Design discharge 'Q' adopted 6 Linear Water Way Regime width as per Lacey's theory (Refer IRC:5-1998, cl 104.3 or SP-13, page 23) W W Total water way provided L

= = = = = = = =


= = = = =

0.70 0.90 26.00 Hect. 3.60 cm/hr 1.65 cum/sec

= = = = =

4.005 33.348 1.651 33.348 4.005

=

6.008

=

6.008


(SP-13, page 12)

= 4.8Sqrt(Q) = 9.61 m = 8.00 m recommended as per site condition



= = = = = = = =

488.468 m 484.668 m 24.155 sq m 9.606 m 8.000 m 6.008 cum/sec 2.515 m 0.833

Coefficient


h

=

0.500 0.950 9.810 m/sec

u2 / 2 * g ] ----(i)

Q/Wu -D d


= = = = =

-

2.515

-

0.030

----(ii) u^3

----(iii)

h < Dd/4

488.468 m 1.270 m 0.550 m 0.065 m 490.353 m

= = = =

= = =




1.27dsm=

0.81 m 1.75 0.97 m 1.23 m


: : : :


: : :

N- 19*9'24.0094" E-75*43'57.46" . sq. m

Fig :


Fig :



Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location: Longitude Latitude

: : : :

Formulae a) Dicken's b) Ryve's c) Inglis


: N- 19*9'12.2905" : E-75*45'16.2 Based on data in rivers in region Central India* South India Western India

2 Discharge as per Dicken's Formula Discharge as per Dicken's formula (Refer I.R.C. SP-13, page 7) Q = C*M^(3/4) Q = run-off in m^3/s M = Catchment (sq.km) C = 11 -14 (for Annual rainfall 60-120cm) = 14 -19 (for Annual rainfall >120cm) = 22 (for Western Ghats) C = 11 M = 0.29 Q = 4 Cumecs. 3 Area Velocity Method Formation Road Level Highest Flood level Lowest Water level Lowest Bed level Total c/s area of stream Rougosity coefficient' A/P Slope Velocity (from Manning's equation) Discharge Cross Section of Channel Sl. No. interval 1 0.0 2 5.0 3 10.0

GL 482.517 481.200 482.600


GL 481.198 481.250 481.300 481.360

interval 0.0 5.0 10.0 15.0


Height -0.300 1.017 -0.383



5.0 5.0 5.0 15.0

5.0 5.0 10.0

Area 1.8 1.6 3.4

484.309 482.217 481.277 481.277 3.38 0.060 0.326 0.0108 2.200 7.43


4 Discharge by Rational Formula Catchment area Length of path from toposheet (L) Difference in levels from toposheet (H) Maximum rain fall (F) (Annually) Duaration of storm (T) One hour rainfall (Io) Io = (F/T )*(T +1)/(1+1) 3

0.385

Time of concentration tc = (0.87*L /H) Critical rainfall intensity Ic = Io*(2/(1+ tc) Discharge Q = 0.028 * P*f* A* Ic (for Plateaus, lightly covered) (Ref.Table-4.1 Pg-13,I.R.C.:SP:13-2004)

P f A lc Q


Design discharge 'Q' adopted 6 Linear Water Way Regime width as per Lacey's theory (Refer IRC:5-1998, cl 104.3 or SP-13, page 23) W W Total water way provided L

= = = = = =



= =

0.06 hrs. 36.01 mm/hr

(SP-13, page 12)

= = = = =

0.70 0.90 29.00 Hect. 3.60 cm/hr 1.84 cum/sec

= = = = =

4.347 7.430 1.842 7.430 4.347

=

6.521

=

6.521

= 4.8Sqrt(Q) = 10.01 m = 8.00 m recomnended as per site condition



= = = = = = = =

482.217 m 481.277 m 3.377 sq m 10.008 m 8.000 m 6.521 cum/sec 0.337 m 0.799

Coefficient

(Refer SP-13, page 55-56) e = 0.500 Co = 0.950 g = 9.810 m/sec If the afflux h < Dd/4, the Orifice formula is applicable By Orifice formula, the discharge is given as Q = C0 *sqr t(2* g)* L*Dd * sqrt [h + (1+ e) * u 2 / 2 * g ] 0.574 = Sqrt (h+ 0.076 u^2) 0.329 = h+ 0.076 u^2 Also at u/s of the bridge W (D d+h) u Q = or

h

=

----(i)

Q/Wu -Dd

Substituting values, we have h = 0.65 /u Substtituting for h from (i) in (ii) and rearranging 0.977 = u Substituting u in equation (i), we get h = 0.005 m The afflux as per Orifice formula 0.005 m The afflux adopted = 0.005 m 9 Deck level HFL at proposed br id ge site i ncludi ng af flu x vertical clearance provided Depth of super structure including camber Wearing coat Minimum deck level required 10 Recommendation The existing formation level No additional waterway is reqd. as per site condition. Vert. cl. Hydraulics Add. Waterway As per hydrology, the hydraulic parameters are as follows Design disc harge 'Q' adopted 30% extra HFL Bed level

= = = = =

-

0.337

-

0.115

----(ii) u^3

----(iii)

h < Dd/4

482.217 m 1.477 m 0.550 m 0.065 m 484.309 m

= = = =

= = =




1.27dsm=

0.85 m 1 1.20 m 1.52 m


: : : :


: : :

N- 19*9'12.2905" E-75*45'16.2 . sq. m

Fig :


Fig :


Hydraulic Calculation

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