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
: : : :
Local Nala Kharwandi – Kasar 285+668 47M/8
: : :
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
Design discharge 'Q' adopted
= = = = =
3.412 56.053 1.334 56.053 3.412
=
5.119
=
5.119
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
= = =
4.8Sqrt(Q) 7.85 m 8.00 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
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
= = = = = = = =
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
= = = =
1.256 Sufficeient Adequate Not reqd.
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
6.654 cum/sec 539.591 m Db=Q/W 537.038 m Ksf= dsm= 1.33 m 538.26 m -1.221 m
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
: : : :
Local Nala Kharwandi – Kasar 47M/8 289+650
: : :
N- 19°10'37.412" E-75°20'3.1069" 0.21 sq.km
Fig :
Catachment area of Minor Bridge at km 289+650 on NH 222.
Fig :
Catachment area on Toposheet
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
: : : :
Local Nala Kharwandi – Kasar 47M/8 294+160
: :
N- 19*9'53.7566" E-75*22'28.6808"
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 = 0.12 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 5.0 3 12.3
GL 567.690 567.640 567.610
L Section of Channel Sl. No. 1 2 3
GL 568.800 569.140 569.490
interval 55.0 37.7 26.7
FRL HFL LWL LBL A n R s V Q
Height 1.470 1.520 1.550
Avg.height Horz. Dist. 1.495 1.535
Height diff Horz. Dist. 0.340 0.350 0.690
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
= = = = = = = =
0.12 sqkm 0.25 km 20.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 0.06 hrs. 36.01 mm/hr
= = = = =
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
Design discharge 'Q' adopted
=
3.364
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
= = =
4.8Sqrt(Q) 7.19 m 8.00 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
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
= = = = = = = =
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
1.306 Sufficeient Adequate Not reqd.
4.373 cum/sec 569.160 m Db=Q/W 569.057 m Ksf= dsm= 1.01 m 568.15 m -0.911 m
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
: : : :
Local Nala Kharwandi – Kasar 47M/8 294+160
: : :
N- 19*9'53.7566" E-75*22'28.6808" . sq. m
Fig :
Catachment area of Minor Bridge at km 294+160 on NH 222.
Fig :
Catachment area on Toposheet
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
: : : :
Local Nala Kharwandi – Kasar 294+650 47M/8
: : 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
L Section of Channel Sl. No. 1 2 3
CH. 70.3 100.5 110.0
GL 563.700 563.800 563.900
FRL HFL LWL LBL A n R s V Q
Height 3.857 0.925 2.757
Avg.height Horz. Dist. 2.391 1.841
Height diff Horz. Dist. 0.100 0.100 0.200
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
Wetted Perimeter 5.8 5.3 11.1
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
= = = = = = = =
0.13 sqkm 0.50 km 40.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 0.09 hrs. 34.72 mm/hr
= = = = =
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
Design discharge 'Q' adopted
=
3.572
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
= = =
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
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
= = = = = = = =
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
Maximum scour depth For box Maximum scour level For box Scour depth below bed
-
----(i)
= = = = =
564.957 m 1.020 m 0.700 m 0.065 m 566.742 m
= = = =
0.976 Sufficeient Adequate Not reqd.
= = =
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
: : : :
Local Nala Kharwandi – Kasar 294+650 47M/8
: : :
N-19*9'47.5902" E-75*22'44.2591" 0.13 sq.km
Fig :
Catachment area of Minor Bridge at km 294+650 on NH 222.
Fig :
Catachment area on Toposheet
HYDRAULIC CALCULATION OF BOX CULVERT (8 m skew 16 deg) 297+135 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
: : : :
Local Nala Kharwandi – Kasar 47M/8 297+135
: :
N- 19°9'30.2677" E-75°24'4.64"
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 = 0.24 Q = 4 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 5.0 3 10.5
GL 545.141 543.456 545.075
L Section of Channel Sl. No. 1 2 3
GL 543.462 543.510 543.574
interval 0.0 5.0 10.3
FRL HFL LWL LBL A n R s V Q
Height 0.834 2.519 0.900
Avg.height Horz. Dist. 1.677 1.709
Height diff Horz. Dist. 0.048 0.064 0.112
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
Wetted Perimeter 5.3 5.7 11.0
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
= = = = = = = =
0.24 sqkm 0.25 km 20.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 0.06 hrs. 36.01 mm/hr
= = = = =
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
Design discharge 'Q' adopted
=
5.658
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
= = =
4.8Sqrt(Q) 8.00 m 8.00 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
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
= = = = = = = =
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
= = = =
= = =
Maximum scour depth For box = Maximum scour level For box = Scour depth below bed = no scour bt bed protection is provided
1.606 Sufficeient Adequate Not reqd.
7.355 cum/sec 545.975 m Db=Q/W 543.456 m Ksf= dsm= 1.34 m 544.64 m -1.184 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
: : : :
Local Nala Kharwandi – Kasar 47M/8 297+135
: : :
N- 19°9'30.2677" E-75°24'4.64" . sq. m
Fig :
Catachment area of Minor Bridge at km 297+135 on NH 222.
Fig :
Catachment area on Toposheet
HYDRAULIC HYDRAULIC CAL CULATION OF BOX CULVERT 16 m 299+160 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 299+160 47M/8
: : Central India* South India Western India
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
L Section of Channel Sl. No. 1 2 3
GL 530.978 530.860 530.740
interval 0.0 19.3 28.5
FRL HFL LWL LBL A n R s V Q
Height 0.145 0.314 0.914 0.014
Avg.height Horz. Dist. 0.230 0.614 0.464
Height diff Horz. Dist. 0.118 0.120 0.238
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
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
= = = = = = = =
4.75 sqkm 24.50 km 40.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 8.46 hrs. 4.02 mm/hr
= = = = =
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
Design discharge 'Q' adopted
=
20.113
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) 15.00 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) = 0.6 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
= = = = = = = =
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
= = = = =
10 Recommendation The existing formation level No additional waterway is reqd. as per site condition. Vert. cl. Hydraulics Add. Waterway
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
= = = =
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 box Maximum scour level For box Scour depth below bed
= = = no score is their
-
----(i)
3.936 Sufficeient Adequate Not reqd.
26.147 cum/sec 532.714 m Db=Q/W 530.527 m Ksf= dsm= 2.15 m 530.56 m -0.034 m
1.27dsm=
1.74 m 1.5 1.70 m 2.15 m
Ann exure - 1 Hydraulic Calculations Name of the Nala Road Name Chainage Topo Sheet No. Location: Longitude Latitude Catchment Area
: : : :
Local Nala Kharwandi – Kasar 299+160 47M/8
: : :
N-19*9'39.4399" E-75*25'12.3513 50 sq.km
Fig :
Catachment area of Minor Bridge at km 299+160 on NH 222.
Fig :
Catachment area on Toposheet
HYDRAULIC CALCULATION OF BOX CULVERT 8m 303+637 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
: : : :
Local Nala Kharwandi – Kasar 47M/8 303+637
: :
N- 19°10'6.257" E-75°27'38.15"
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 = 0.09 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 5.0 3 10.0 4 15.0
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
FRL HFL LWL LBL A n R s V Q
Height 1.402 3.305 4.115 1.345
Avg.height Horz. Dist. 2.354 3.710 2.730
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
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
= = = = = = = =
= = = = =
0.09 sqkm 0.25 km 20.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 0.06 hrs. 36.01 mm/hr
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
Design discharge 'Q' adopted
=
2.711
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
= = =
4.8Sqrt(Q) 7.90 m 8.00 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
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
= = = = = = = =
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
(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)* 0.032 = 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 = 0.34 /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
: : : :
Local Nala Kharwandi – Kasar 47M/8 303+637
: : :
N- 19°10'6.257" E-75°27'38.15" . sq. m
Fig :
Catachment area of Minor Bridge at km 303+637 on NH 222.
Fig :
Catachment area on Toposheet
HYDRAULIC CALCULATION OF BOX CULVERT 8m 304+092 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
: : : :
Local Nala Kharwandi – Kasar 47M/8 304+092
: :
N- 19*10'16.7439" E-75*27'47.3201"
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 = 0.21 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. interval 1 0.0 2 2.6 3 4.9
GL 542.900 541.458 542.800
L Section of Channel Sl. No. 1 2 3
GL 541.934 541.938 541.940
interval 0.0 5.0 10.0
FRL HFL LWL LBL A n R s V Q
Height -0.100 1.342 0.000
Avg.height Horz. Dist. 0.621 0.671
Height diff Horz. Dist. 0.004 0.002 0.006
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
Wetted Perimeter 3.0 2.7 5.6
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
= = = = = = = =
0.21 sqkm 0.25 km 20.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 0.06 hrs. 36.01 mm/hr
= = = = =
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
Design discharge 'Q' adopted
=
2.001
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) 6.79 m 8.00 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
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
= = = = = = = =
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
(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)* 0.128 = 0.076 Sqrt (h+ u^2) 0.016 = 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 = 0.29 /u Substtituting for h from (i) in (ii) and rearranging 0.612 = u Substituting u in equation (i), we get h = 0.002 m The afflux as per Orifice formula 0.002 m The afflux adopted = 0.002 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
= = = = =
-
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
= = = =
= = =
Maximum scour depth For box = Maximum scour level For box = Scour depth below bed = no scour bt bed protection is provided
0.656 Sufficeient Adequate Not reqd.
2.601 cum/sec 542.800 m Db=Q/W 541.584 m Ksf= dsm= 0.74 m 542.00 m -0.416 m
1.27dsm=
0.38 m 1.75 0.59 m 0.74 m
nnexure Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location : Longitude Latitude a c men rea
Fig :
g:
: : : :
Local Nala Kharwandi – Kasar 47M/8 304+092
: : :
N- 19*10'16.7439" E-75*27'47.3201" . sq. m
Catachment area of Minor Bridge at km 304+092 on NH 222.
a ac me n a rea o n opo s ee
HYDRAULIC CALCULATION OF BOX CULVERT 8m 304+447 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
: : : :
Local Nala Kharwandi – Kasar 47M/8 304+447
: :
N- 19°10'17.09" E-75°27'59.61"
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 = 0.18 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. interval 1 0.0 2 5.0 3 10.0 4 14.0
GL 541.185 540.100 539.990 541.012
L Section of Channel Sl. No. 1 2 3 4
GL 539.275 539.340 539.420 539.466
interval 0.0 5.0 10.0 12.7
FRL HFL LWL LBL A n R s V Q
Height 1.140 2.225 2.335 1.313
Avg.height Horz. Dist. 1.683 2.280 1.824
Height diff Horz. Dist. 0.065 0.080 0.046 0.191
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
Wetted Perimeter 5.1 5.0 4.1 14.2
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 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
= = = = = = = =
0.18 sqkm 0.25 km 20.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 0.06 hrs. 36.01 mm/hr
= = = = =
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
Design discharge 'Q' adopted
=
4.560
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
= = =
4.8Sqrt(Q) 7.84 m 8.00 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
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
= = = = = = = =
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
(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)* 0.039 = 0.076 Sqrt (h+ u^2) 0.002 = 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 = 0.58 /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
1.198 Sufficeient Adequate Not reqd.
5.928 cum/sec 542.325 m Db=Q/W 539.275 m Ksf= dsm= 1.41 m 540.91 m -1.638 m
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
: : : :
Local Nala Kharwandi – Kasar 47M/8 304+447
: : :
N- 19°10'17.09" E-75°27'59.61" . sq. m
Fig :
Catachment area of Minor Bridge at km 304+447 on NH 222.
Fig :
Catachment area on Toposheet
HYDRAULIC CALCULATION OF BOX CULVERT 10 m 306+582 Chainage(km)
Hydraulic Calculations Name of the Nala Road Name Chainage Topo Sheet No. Location: Longitude Latitude b) Ryve's c) Inglis
: : : :
Local Nala Kharwandi – Kasar 306+582 47M/8
: : 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
FRL HFL LWL LBL A n R s V Q
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
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
= = = = = = = =
0.19 sqkm 0.50 km 40.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 0.09 hrs. 34.72 mm/hr
= = = = =
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
Design discharge 'Q' adopted
=
4.748
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
= = =
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
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
= = = = = = = =
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
: : : :
Local Nala Kharwandi – Kasar 306+582 47M/8
: : :
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 :
Catachment area on Toposheet
HYDRAULIC CALCULATION OF BOX CULVERT (8 m skew 32 deg) 306+703 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
: : : :
Local Nala Kharwandi – Kasar 47M/8 306+703
: :
N- 19°10'9.54" E-75°29'14.44"
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 = 0.1 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
FRL HFL LWL LBL A n R s V Q
Height 0.000 0.991 2.544 1.371 0.016
Avg.height Horz. Dist. 0.495 1.767 1.957 0.693
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
Wetted Perimeter 4.2 5.2 5.1 5.5 20.0
L Section of Channel Sl. No. 1 2 3 4
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 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
Height diff Horz. Dist. 0.080 0.100 0.110 0.290
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
Refer (catchment Area calculation T.S No.63G/8)
= =
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
Design discharge 'Q' adopted
=
2.934
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
= = =
4.8Sqrt(Q) 7.50 m 8.00 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
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
= = = = = = = =
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
(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)* 0.027 = 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 = 0.39 /u Substtituting for h from (i) in (ii) and rearranging 0.121 = 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 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
= = = = =
-
3.241
-
0.024
----(ii) u^3
----(iii)
h < Dd/4
553.621 m 1.800 m 0.750 m 0.065 m 556.236 m
= = = =
= = =
Maximum scour depth For box = Maximum scour level For box = Scour depth below bed = no scour bt bed protection is provided
1.756 Sufficeient Adequate Not reqd.
3.814 cum/sec 553.621 m Db=Q/W 551.450 m Ksf= dsm= 0.95 m 552.67 m -1.224 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
: : : :
Local Nala Kharwandi – Kasar 47M/8 306+703
:
N- 19°10'9.54"
Latitude Catchment Area
: :
E-75°29'14.44" 0.1 sq.km
Fig :
Catachment area of Minor Bridge at km 306+703 on NH 222.
Fig :
Catachment area on Toposheet
HYDRAULIC CALCULATION OF BOX CULVERT (10 m skew 11 deg) 311+307 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 311+307 47M/12
: : Central India* South India Western India
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
L Section of Channel Sl. No. 1 2 3 4 5 6
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
FRL HFL LWL LBL A n R s V Q
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
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
= = = = = = = =
0.12 sqkm 0.25 km 20.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 0.06 hrs. 36.01 mm/hr
= = = = =
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
Design discharge 'Q' adopted
=
3.364
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) 8.80 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
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
= = = = = = = =
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
Maximum scour depth For box Maximum scour level For box Scour depth below bed
-
----(i)
= = = = =
555.693 m 1.108 m 0.750 m 0.065 m 557.616 m
= = = =
= = =
= = = no score bt bed protection is provided
1.064 Sufficeient Adequate Not reqd.
4.373 cum/sec 555.693 m Db=Q/W 553.941 m Ksf= dsm= 1.07 m 554.63 m -0.685 m
1.27dsm=
0.50 m 1 0.84 m 1.07 m
Ann exure - 1 Hydraulic Calculations Name of the Nala Road Name Chainage Topo Sheet No. Location: Longitude Latitude Catchment Area
: : : :
Local Nala Kharwandi – Kasar 311+307 47M/12
: : :
N- 19°10'16.5138" E-75°31'47.6701" 0.12 sq.km
Fig :
Catachment area of Minor Bridge at km 311+307 on NH 222.
Fig :
Catachment area on Toposheet
HYDRAULIC CALCULATION OF BOX CULVERT 10 m 315+063 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
: : : :
Local Nala Kharwandi – Kasar 47M/12 315+063
: :
N- 19*9'37.7496 E-75*33'46.714"
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 = 0.1 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 5.0 3 10.0 4 15.3
GL 535.695 533.520 533.530 535.720
L Section of Channel Sl. No. 1 2 3
GL 533.570 533.640 533.720
interval 0.0 3.0 6.0
FRL HFL LWL LBL A n R s V Q
Height 0.200 2.375 2.365 0.175
Avg.height Horz. Dist. 1.287 2.370 1.270
Height diff Horz. Dist. 0.070 0.080 0.150
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
Wetted Perimeter 5.5 5.0 5.7 16.2
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 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
= = = = = = = =
0.10 sqkm 0.25 km 20.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 0.06 hrs. 36.01 mm/hr
= = = = =
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
Design discharge 'Q' adopted
=
2.934
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
= = =
4.8Sqrt(Q) 8.22 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
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
= = = = = = = =
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
(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)* 0.023 = 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 = 0.36 /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
= = =
Maximum scour depth For box Maximum scour level For box Scour depth below bed
= = = no score bt bed protection is provided
1.156 Sufficeient Adequate Not reqd.
3.814 cum/sec 535.895 m Db=Q/W 533.441 m Ksf= dsm= 1.02 m 534.88 m -1.434 m
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
: : : :
Local Nala Kharwandi – Kasar 47M/12 315+063
: : :
N- 19*9'37.7496 E-75*33'46.714" . sq. m
Fig :
Catachment area of Minor Bridge at km 315+063 on NH 222.
Fig :
Catachment area on Toposheet
HYDRAULIC HYDRAULIC CAL CULATION OF BOX CULVERT 10 m 316+119 Chainage(km)
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"
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-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
L Section of Channel Sl. No. 1 2 3 4 5 6
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
FRL HFL LWL LBL A n R s V Q
Height 0.300 1.845 1.300 0.544 0.275
Avg.height Horz. Dist. 1.073 1.573 0.922 0.409
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
Wetted Perimeter 5.2 5.0 5.1 1.7 17.0
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
Design discharge 'Q' adopted
=
5.834
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
= = =
4.8Sqrt(Q) 9.89 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
Refer (catchment Area calculation 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
= = = = = = = =
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
= = = =
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 box Maximum scour level For box Scour depth below bed
= = = no score bt bed protection is provided
1.127 Sufficeient Adequate Not reqd.
7.584 cum/sec 534.004 m Db=Q/W 532.058 m Ksf= dsm= 1.43 m 532.58 m -0.520 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 :
Catachment area of Minor Bridge at km 316+119 on NH 222.
Fig :
Catachment area on Toposheet
HYDRAULIC CALCULATION OF BOX CULVERT 8m 320+424 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
: : : :
Local Nala Kharwandi – Kasar 47M/12 320+424
: :
N- 19°9'37.6407" E-75°36'46.96"
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 = 0.26 Q = 4 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 5.0 3 10.0 4 18.1
GL 528.910 527.970 527.610 528.950
L Section of Channel Sl. No. 1 2 3 4
GL 527.948 527.810 527.670 527.613
interval 0.0 5.0 10.0 12.3
FRL HFL LWL LBL A n R s V Q
Height 0.046 0.986 1.346 0.006
Avg.height Horz. Dist. 0.516 1.166 0.676
Height diff Horz. Dist. 0.138 0.140 0.057 0.335
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
Wetted Perimeter 5.1 5.0 8.2 18.3
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
= = = = = = = =
0.26 sqkm 0.25 km 20.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 0.06 hrs. 36.01 mm/hr
= = = = =
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
Design discharge 'Q' adopted
=
6.008
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
= = =
4.8Sqrt(Q) 8.00 m 8.00 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
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
= = = = = = = =
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
(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)* 0.103 = 0.076 Sqrt (h+ u^2) 0.011 = 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 = 0.75 /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
= = = = =
10 Recommendation The existing formation level No additional waterway is reqd. as per site condition. Vert. cl. Hydraulics Add. Waterway
-
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
= = = =
1.385 Sufficeient Adequate Not reqd.
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
= = =
= = =
7.810 cum/sec 528.956 m Db=Q/W 527.613 m Ksf= dsm= 1.27 m 527.69 m -0.073 m
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
: : : :
Local Nala Kharwandi – Kasar 47M/12 320+424
: :
N- 19°9'37.6407" E-75°36'46.96"
Fig :
Catachment area of Minor Bridge at km 320+424on NH 222.
Fig :
Catachment area on Toposheet
HYDRAULIC CALCULATION OF BOX CULVERT 8m 322+842 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
: : : :
Local Nala Kharwandi – Kasar 47M/12 322+842
: :
N- 19°9'50.5743" E-75°38'5.306"
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 = 0.09 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
L Section of Channel Sl. No. 1 2 3 4
GL 517.076 517.110 517.170 517.239
interval 0.0 3.1 8.1 13.1
FRL HFL LWL LBL A n R s V Q
Height 0.600 2.229 1.749 1.802
Avg.height Horz. Dist. 1.415 1.989 1.776
Height diff Horz. Dist. 0.034 0.060 0.069 0.163
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
Wetted Perimeter 5.3 5.0 2.2 12.5
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
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
= = = = = =
0.09 sqkm 0.25 km 20.00 m 19.00 cm 1.00 hrs 19.00 mm/hr
Refer (catchment Area calculation T.S No.63G/8)
= =
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
Design discharge 'Q' adopted
=
2.711
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
= = =
4.8Sqrt(Q) 7.00 m 8.00 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
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
= = = = = = = =
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
= = = =
= = =
Maximum scour depth For box = Maximum scour level For box = Scour depth below bed = no scour bt bed protection is provided
1.370 Sufficeient Adequate Not reqd.
3.525 cum/sec 519.349 m Db=Q/W 517.239 m Ksf= dsm= 0.94 m 518.41 m -1.169 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
: : : :
Local Nala Kharwandi – Kasar 47M/12 322+842
: :
N- 19°9'50.5743" E-75°38'5.306" . .
Fig :
Catachment area of Minor Bridge at km 322+842 on NH 222.
Fig :
Catachment area on Toposheet
HYDRAULIC CALCULATION OF BOX CULVERT 8m 330+589 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
: : : :
Local Nala Kharwandi – Kasar 47M/8 330+589
: :
N- 19*9'34.5832" E-75*42'27.8922
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 = 0.21 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. interval 1 0.0 2 4.5 3 9.6
GL 488.640 486.970 488.630
L Section of Channel Sl. No. 1 2 3
GL 486.960 487.140 487.150
interval 71.7 93.7 100.4
FRL HFL LWL LBL A n R s V Q
Height 0.960 2.630 0.970
Avg.height Horz. Dist. 1.795 1.800
Height diff Horz. Dist. 0.180 0.010 0.190
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
Wetted Perimeter 4.8 5.4 10.2
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 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
= = = = = = = =
0.21 sqkm 0.25 km 20.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 0.06 hrs. 36.01 mm/hr
= = = = =
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
Design discharge 'Q' adopted
=
5.119
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
= = =
4.8Sqrt(Q) 8.00 m 8.00 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
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
= = = = = = = =
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
(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)* 0.070 = 0.076 Sqrt (h+ u^2) 0.005 = 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 = 0.64 /u Substtituting for h from (i) in (ii) and rearranging 0.295 = u Substituting u in equation (i), we get h = 0.030 m The afflux as per Orifice formula 0.030 m The afflux adopted = 0.030 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
= = = = =
-
2.167
-
0.035
----(ii) u^3
----(iii)
h < Dd/4
489.600 m 1.650 m 0.750 m 0.065 m 492.065 m
= = = =
= = =
Maximum scour depth For box = Maximum scour level For box = Scour depth below bed = no scour bt bed protection is provided
1.606 Sufficeient Adequate Not reqd.
6.654 cum/sec 489.600 m Db=Q/W 486.915 m Ksf= dsm= 1.51 m 488.09 m -1.180 m
1.27dsm=
0.83 m 1 1.19 m 1.51 m
nnexure Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location : Longitude Latitude a c men rea
Fig :
g:
: : : :
Local Nala Kharwandi – Kasar 47M/8 330+589
: : :
N- 19*9'34.5832" E-75*42'27.8922 . sq. m
Catachment area of Minor Bridge at km 330+589 on NH 222.
a ac me n a rea o n opo s ee
HYDRAULIC CALCULATION OF BOX CULVERT 8m 333+142 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
: : : :
Local Nala Kharwandi – Kasar 47M/12 333+142
: :
N- 19*9'24.4541" E-75*43'54.4415"
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 = 0.11 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 9.7 3 19.4
GL 487.365 484.725 487.410
L Section of Channel Sl. No. 1 2 3 4
GL 485.050 485.050 485.380 485.400
interval 51.8 54.2 60.8 67.5
FRL HFL LWL LBL A n R s V Q
Height 1.249 3.889 1.204
Avg.height Horz. Dist. 2.569 2.546
Height diff Horz. Dist. 0.000 0.330 0.020 0.350
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
Wetted Perimeter 10.0 10.1 20.1
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
= = = = = = = =
0.11 sqkm 0.25 km 20.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 0.06 hrs. 36.01 mm/hr
= = = = =
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
Design discharge 'Q' adopted
=
3.152
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
= = =
4.8Sqrt(Q) 6.96 m 8.00 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
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
= = = = = = = =
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
(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)* 0.013 = 0.076 Sqrt (h+ u^2) 0.000 = 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 = 0.45 /u Substtituting for h from (i) in (ii) and rearranging 0.064 = u Substituting u in equation (i), we get h = 0.015 m The afflux as per Orifice formula 0.015 m The afflux adopted = 0.015 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
= = = = =
-
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
= = = =
= = =
Maximum scour depth For Abutment = Maximum scour level For Abutment = Scour depth below bed = no scour bt bed protection is provided
1.580 Sufficeient Adequate Not reqd.
4.097 cum/sec 488.614 m Db=Q/W 484.774 m Ksf= dsm= 1.20 m 487.42 m -2.644 m
1.27dsm=
0.59 m 1 0.94 m 1.20 m
Annex ure - 1 Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location: Longitude Latitude a c men rea
: : : :
Local Nala Kharwandi – Kasar 47M/12 333+142
: : :
N- 19*9'24.4541" E-75*43'54.4415" . sq. m
Fig :
Catachment area of Minor Bridge at km 333+142 on NH 222.
Fig :
Catachment area on Toposheet
HYDRAULIC CALCULATION OF BOX CULVERT 8m 333+237 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
: : : :
Local Nala Kharwandi – Kasar 47M/12 333+237
: :
N- 19*9'24.0094" E-75*43'57.46"
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 = 0.26 Q = 4 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 5.0 3 10.0
GL 487.360 484.720 487.410
L Section of Channel Sl. No. 1 2 3
GL 484.680 484.810 485.000
interval 85.6 98.3 106.5
FRL HFL LWL LBL A n R s V Q
Height 1.108 3.748 1.058
Avg.height Horz. Dist. 2.428 2.403
Height diff Horz. Dist. 0.130 0.190 0.320
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
Wetted Perimeter 5.7 5.7 11.3
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
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
= = = = = = = =
0.26 sqkm 0.25 km 20.00 m 19.00 cm 1.00 hrs 19.00 mm/hr 0.06 hrs. 36.01 mm/hr
= = = = =
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
Refer (catchment Area calculation T.S No.63G/8)
(SP-13, page 12)
= 4.8Sqrt(Q) = 9.61 m = 8.00 m recommended as per site condition
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
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
= = = = = = = =
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
(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)* 0.071 = 0.076 Sqrt (h+ u^2) 0.005 = 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 = 0.63 /u Substtituting for h from (i) in (ii) and rearranging 0.248 = 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 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
= = = = =
-
2.515
-
0.030
----(ii) u^3
----(iii)
h < Dd/4
488.468 m 1.270 m 0.550 m 0.065 m 490.353 m
= = = =
= = =
Maximum scour depth For box = Maximum scour level For box = Scour depth below bed = no scour bt bed protection is provided
1.226 Sufficeient Adequate Not reqd.
7.810 cum/sec 488.468 m Db=Q/W 484.668 m Ksf= dsm= 1.23 m 487.24 m -2.570 m
1.27dsm=
0.81 m 1.75 0.97 m 1.23 m
nnexure Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location : Longitude Latitude a c men rea
: : : :
Local Nala Kharwandi – Kasar 47M/12 333+237
: : :
N- 19*9'24.0094" E-75*43'57.46" . sq. m
Fig :
Catachment area of Minor Bridge at km 333+237 on NH 222.
Fig :
Catachment area on Toposheet
HYDRAULIC CALCULATION OF BOX CULVERT 8m 335+537 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
Local Nala Kharwandi – Kasar 47M/16 335+573
: 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
L Section of Channel Sl. No. 1 2 3 4
GL 481.198 481.250 481.300 481.360
interval 0.0 5.0 10.0 15.0
FRL HFL LWL LBL A n R s V Q
Height -0.300 1.017 -0.383
Avg.height Horz. Dist. 0.358 0.317
Height diff Horz. Dist. 0.052 0.050 0.060 0.162
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
Wetted Perimeter 5.2 5.2 10.4
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
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
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
= = = = = =
0.29 sqkm 0.25 km 20.00 m 19.00 cm 1.00 hrs 19.00 mm/hr
Refer (catchment Area calculation T.S No.63G/8)
= =
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
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
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
= = = = = = = =
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
= = = =
= = =
Maximum scour depth For Abutment = Maximum scour level For Abutment = Scour depth below bed = no scour bt bed protection is provided
1.433 Sufficeient Adequate Not reqd.
8.477 cum/sec 482.217 m Db=Q/W 481.277 m Ksf= dsm= 1.52 m 481.58 m -0.300 m
1.27dsm=
0.85 m 1 1.20 m 1.52 m
Annex ure - 1 Hydraulic Calculations Name of the Nala Road Name Topo Sheet No. Chainage Location: Longitude Latitude a c men rea
: : : :
Local Nala Kharwandi – Kasar 47M/16 335+573
: : :
N- 19*9'12.2905" E-75*45'16.2 . sq. m
Fig :
Catachment area of Minor Bridge at km 335+537 on NH 222.
Fig :
Catachment area on Toposheet