1 - NHAI

Transcription

1 - NHAI

SUMMARY
Sr. No
1
Particular
Volume 1
Concession Agreement ,Schedules and SPV
Details for DS Toll Road Limited
-
- .'
National Highways Authority of India
Consultancy Services for Feasibility study and Detailed Project Report
for 416 Laning of Karur=Madurai section of NH.7 from Km 30518 to 42616
' n the State of Tamil Nadu (Consultancy Package C-II MI)
CONTRACT PACKAGE NS 81 (TN)
VOLUME 11( A) : APPENDIX A HYDRAULIC & HYDROLOGICAL STUDIES
January 2005
BCEOM
--
joint venture With
S
lLI 2-s
Y- L
aarvee associates.
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J
.
.. - . -
Inf4ssQmtIWIwltl?
~ ? ~ C ~ E R A T I . T RESEARCH
ION
GROUP
I-
BCEOM
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kalv*u~,n,,~ W,?
1.
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~~n.~~..,..t.
4 16 Laning of Karur- Madurai Section of NH-7
Consuffancy Sewices for Feasibility study and Preparation of DPR
Iw"....l*IUlh-.l
VOL. II A : APPENDICES
List of Appendix
Appendix A : Hydraulic & Hydrological Studies
Appendix B : Geo-Technical Investigation Report
Appendix C : Bridge Design Calculation Report
Appendix D : Repair & Rehabilitation Report
tlnal Uetalled Project Report
Contract Package -NS 81 (TN)
Vol. II A : ~ p ~ e n d i c e s
I
fi
Table of Contents
, ,. ,,.,.,I:.
CkIVn*crrWdu
BCCOM
*
Cluaolr.-aur+
-
.
4 /6 Laning of Kerur - Madurai Section of NH-7
Consuitancy Services for Feasibility study and Prepamtion of DPR
TABLE OF CONTENTS
APPENDIX A
S. No Description
Hydrologicaland Hydraulic Study
Flood Estimation by Improved Rational Method
Discharge calculation by Synthetic U ~ iHydrograph
t
Method
Discharge Calculation for Bridge at Ch.345+900
Discharge'Calculation for Bridge at Ch.346+800
-
contract Package NS 81 (TN)
Volume I1 A I: Appendix A - Hydraulic 8 Hydrdogical Studies
7
r\
-
n
Hydrological and Hydraulic Study
HYDROLOGICAL AND HYDRAULIC STUDY
I.I
Main Objective
The main objective of the hydrological and hydraulic study is to determine the
required size of drainage structures to allow the estimated design flow of the
streams to cross the road safely, and to check whether waterways of existing
structures are sufficient to transmit the flow without risk so that appropriate
decisions could be taken concerning their rehabilitation.
The hydrological and hydraulic study for the project has been based on:
Topographic survey data of uvss drainage sttuctures
T o ~ o m ~ h i cdata
a l and mam dstreams, upstream and downslream
~ainl;dlpatfern d the
site
0 Site study d the characietisb%s of the catchment areas, HFL from local enquiries and telltale
marks, and hydraulic conditions at the existing drainage structures.
0
*
1.2
General Description of the Project Site
The bridge sites lie in Karur to Madurai section of NH-7, from km 306.0 to km.
427.0, in the state of Tamilnadu.
The road alignment on which the bridges under consideration come lies in the
hydro meteorological sub zone of Kaveri River Basins (sub zone 3i) between
longitudes 77' 45' to 78' 15' East and latitudes 10' 15' to 11' 00' North.
There are numerous rivers and streams crossing the road, which are generally
flowing from right to left in the direction of increasing Chainage. The main river
crossing the project alignment is Kodavana River, which is crossing at two points
at Ch. 318.400 and at Ch. 367.250. The alignment in which these bridges lie runs
almost parallel to the Kodavana River for some length and in between Kodavana
River crosses the alignment twice. Besides Kodavana River, many small local
streams1 rivulets also cross the project road. The elevation in the region varies
from 150m to 300m and the soil in the area is mainly red sandy soils. Land use is
mainly arable land.
The sub-zone experiences rainfall by both southwest and northwest monsoon
during June to September and October to December respectively. The normal
annual rainfall variation in the sub zone is generally in the range from about 600
mm to 4000 mm but at the project site, it is in the range of 600mm to 800rnm. The
mean annual temperature near the site is more than 27.5%.
1.3
Data Collection and Data Analysis
Requirements for Hydrological and Hydraulic Design
The hydrological study aims at estimating the peak discharge of the flood
generated by the run-off of rainfall within the catchment area. The hydrological
study requires:
e Knowledge of the charactenktics dpeak rainfall in the regions:
e Knowledge ofthe characteristics d the catchment areas:
--.
_/
Topographic data about the stream, upstreirfn and downgtream:
/
-.,
I
I
-
,
,
,
e Survey of India tqposheets maps to a scale of 1:50,000 for identification of catchment area and
its characteristics.
Data Collection
Topographic surveys have been done at all the major and minor river crossings
with a view to obtain the cross section of the rivers at the centre line of the road
and up to a reasonable distance at upstream and downstream. The High Flood
Levels (HFL)have been obtained from existing flood marks or ascertained from
enquiry with local knowledgeable persons.
The characteristics of the catchment areas have been ascertained from Survey of
lndia toposheets, to a scale of 1:50,000 and 1: 2.50,000 from which, catchment
area at the proposed bridge site, length of the stream and fall in elevation from
originating point to the point of crossing, could be determined. Slope of the stream
has been determined from the contours on the toposheets.
For riverslstreams having catchment area more than 25 sq krn, CWC Report No.
CB11111985 Flood Estimation Report for sub zone 3(i) in which the project site
lies has been obtained. n i s Report has been referred for determining the ,
characteristics of peak rainfall regimes. The report has been jointly prepared by
CWC, MOST, Ministry of Railways and IMD and contains all the rainialt data
required for estimation of design discharge of 25.50 and 100 year returns periods
by applying the Synthetic Unit Hydrograph approach, the parameters of which
have been indicated in the above report.
-
The streams having catchment area less than 25 sq km, IRGSP-13 and RBF-I6
has been referred.
1.4
Hydrological and Hydraulic Study for Bridges
W i n engineers essentially need the design flood of a specific return period for
fixing the waterway vis-his the design HFL of bridges depending upon their size
and importance to ensure safety as well as economy. The committee of engineers
headed by Dr. AN. Khosla had recommended that design discharge should be the
maximum flood on record for a period not less than 50 years. This was accepted by
IRC. IRC 51970Section I General Features of Design specify that the waterway of
a bridge is to be designed for a maximum Rood of 50 years return period.
The following methods have been used to estimate the peak discharge for bridge
sites on major and minor streams:
Lj
*
Lj
Rational Method
Synthetic Unit Uydqciph Method
Area-Velocity Method (Y Slope Area Method
These methods have been discussed in detail as indicated below .in subhead of
Hydrological Aspect and Hydraulic Aspect.
Hydrological Aspect
Discharge Estimation for the Catchment Areas Less than 25 Sq. Km
(Rational Methodl (Ref.: IRC-SP-I3 and BRIDGES AND FLOODS WING
This is a well-known method as given in IRC: SP-13 and has been suitably
improved as per report RBF-16 and has been in use for many years.
Here, 50 year Peak Discharge is calculated by following formula
Q, = 0.278fCIA
Where,
Q,
=
design flood (m3/s)for 50 year return period
Areal
Distribution Factor
f
C
runoff coefficient between 0 and 1.0
A
=
catchment area (sq krn)
I
mean intensity of rainfall in mmlh during the time of concentration
(the time required for the most distant part of the catchment to
Contribute to the oufflow at bridge site)
-
Time of concentration has been taken from Bransby- Williams formula as
suggested in RBF-16:
tc
0.61 5 L 1 (!4°90.1S O'. 1
Where,
tc
=
time of concentration (h)
-mainstream length (km)
L
S
=
mean slope of mainstream (%)
A
=
catchment area (Km2)
Intensity of rainfall has been determined from formula I = 2* RI (tc+l)
The value of runoff coefficient (C) depends on the nature of soil, soil-cover and
location of the catchment and may be taken from the formula given in following
Table.
Formula to obtain value of Runoff Coefficient 'C'
alluviumlwltivated plainshall crops/
wooded areas
4. Black cottonlclayey soiVlightly covered.
Lightly wooded / plain and barren1
submontane and plateau
Where,
R
F
=
50 year 24 hour point rainfall (cm.)
Areal reduction factor depending upon catchment area and
duration of rainfall from table below;
1 Catchment I
area
(Km)
'
Table: Value of F
Duration of rainfall
-
1 e30 min I 30 to 60 &$o
/
/ -
;.
.
I
to 100
.\
,
.
'*\
Note: Rainfall duratlon shall be equal to the calculated tc for Ule catchment
As the project area contains mainly red sandy soil, The value of Coefficient of
Runoff 'C' has been taken from formula C = 0.415 (R.F) O.'.
The value of areal distribution factor depends on catchment area as shown in
graph given in IRGSP-13 and the value has been taken as under:
Thus after calculating the above parameters, the 50-year return period peak
discharge has been calculated for all the bridges using the formula as given
above and have been presented in Annexure 1. The summary of the discharge
has been presented in Table 1.
Synthetic Unit Hydrograph (SUH) Approach for Bridges having Catchment
Area More than 25 Sq. Km (Ref. FLOOD ESTIMATION REPORT No.
C W l 111985)
This method has been used for those bridges, which cater for more than 25 sq km
of catchment area.
In this method 1 hour Synthetic Unit Hydrograph is determined for an ungauged
catchment Following steps have been followed as suggested in CWC report for
determination of discharge by this method.
a)
Physiographic parameters of the ungauged catchment viz. A, L and S have
been determined from toposheets or field observations.
b)
SUH parameters have been computed using the following equations:
(ii)
g (basin lag)
-
0.553(L* Ld(SEY).5))"(0.405)
(i)
q, (DischargeISq km)
--
2.043 ~(tp)~.'~'
(iii)
W5o
iv)
w75
2.197 ~(q,)'.~~
1.325 1(q,)'.088
(vii)
TB
=
5.083 x (t,,)0.733
(viii)
t,
-
$I
t,=l hr
+ u2,
c) The estimated parameters of unit hydrograph in (b) have been plotted and the
plotted points were joined to draw synthetic unit hydrograph. The discharge
ordinates of SUH at interval of unit hour duration were found out from the
equation of the plotted graph. The obtained value of the ordinates is adjusted
in order to get proper unit hydrograph shape and area under the unit
hydrograph. The unit hydrograph ordinates are summed up and multiplied by
the unit hour duration and compared with the volume of 1 cm direct ~ n o f f
depth over catchment computed by the formula as given below:
Q = (A X d) / (tr x 0.36)
d) The design storm .duration has been taken as equal to base p e r i d of
unitgraph (TB=1.1' tp).
e) Point rainfall is read from the given plate in CWC report for 50 year 24 hr
rainfall and has been converted to areal rainfall of 50 years and design storm
duration.
f) The areal rainfall of design storm duration is split into I-hour rainfall
increments using time distribution coeffiients.
g) Estimation of effective rainfall excess unit has been done after taking design
loss rate into account.
h) Base flow has been estimated based upon the catchment area.
i)
Finally, for 50 year peak discharge, the effective rainfall excess after removing
the losses from rainfall increments are arranged against unit hydrograph
ordinates such that the maximum of effective rainfall is placed against the
maximum UG ordinate, next lower value of effective rainfall against next lower
value of UG ordinate and so on. Sum of the product of the above two added
together with base Row gives peak discharge.
Discharge by this method has been calculated for bridge at Chainage Km 367.250
and has been given in Annexure 2.
Hydraulic Aspect
Area Velocity MethodlSlope Area Method
This method has been utilised to calculate the discharge from the stream crosssection and stream slopelbed slope at the proposed bridge sites, for both major
and minor bridges. After plotting the cross section of the river, and marking the
observed HFL, the cross sectional area (A) and wetted perimeter (P) have been
computed. In the absence of the flood slope of the stream, the bed slope of the
river has been estimated along its length.
The velocity and Discharge have been calculated us@
V
=
I l n R~
Sin
,
the Manning's formula:
i
-.
'
i
.
.
_
Q
=
AxV
Where,
V
R
S
n
Q
A
=
=
=
=
=
=
Velocity in mlsec
Hydraulic mean depth in m
Flood slope/bed slope
Co-efficient of rugosity
Peak Discharge
Area of cross section
The value of 'n' has been adopted as per soil criteria and river bed characteristics,
observed at site and are based on Table 3 in IRC SP-13 Which has been
tabulated below.
This Slope area method has also been used to determine the design HFL afflw
corresponding to the design discharge.
Afflux Calculation
Since some of the bridges in the alignment have less clear waterway as
compared to natural stream width and also velocities at bridge sites are high due
to steep bed slopes, this combined effect causes afflux at bridge sites during
flood. Afflux for the bridges has been calculated using Weir and Orifice formulae
as described in IRC SP-13.
The calculations of discharge by Slope Area Method and afflux calculation
showing WeirIOrifm formulae for all bridges have been given in Annexure 3 to
Annexure 20.
1.5
Summary and Recommendations
The design discharge has been calculated for 50-year return period flood by the
following methods:
The Rainfall corresponding to 50-year return period has been taken from CWC
report and is equal to 160mm.
HFL has been established by:
6
L o c d e n g u i i y a m l ~ h dMs.
where available.
Aw-Velodly mdhod (taking i h acoountdR~ds0).
The catchment areas have been calculated on Survey of India Map on scale of
1:50,000 and also on a scale of 1:250000.
After extensive study of catchments, it has been found that there exist a number
of small as well large water storage areas within the catchment. These water
storage areas influences the peak discharge at the bridge site since runoff gets
stored in these areas and discharge at the bridge site gets considerably reduced.
Hence effective contributing areas are much lesser and to affect this, catchment
has been reduced depending upon the number and sizes of storage areas within
the individual catchment.
In general, the desigr; discharge is taken as highest of the discharges obtaini horn
various methods. However, the general condition laid down in IRC SP-I3 has been
used to fix the design discharge, that is, if the discharge obtained by one method is
greater than 1.5 times the discharge obtained form the other, the design discharge
shoukl be limited to 1.5 times of the smaller one. In the case where Average
discharge obtained by Area Velocity method is higher than 1.5 times the discharge
obtained by the other method, design discharge has been taken as that of from
previous method. Accordingly, the design discharge has been established for all the
bridges. Also in the case where area velocity method is governing case (i.e.
discharge by catchment area method is lesser than the area velocity method) and
the average discharge by area vebcii method has been found lesser as compared
to discharge by same at proposed bridge site, the discharge calculated at proposed
bridge site has been considered as design discharge.
There are total 18 bridges, which include 1 major bridge and remaining 17 minor
bridges. There is 1 bridge at Ch. 367.250 which have catchment area more than
25 sq km for which Synthetic Unit Hydrograph Method has been used. Slope Area
Method has been used for all the bridges.
The two bridges at Chainage 358.450 and 359.350 are coming is realignment
portion and for these, discharge has been calculated by Rational Method and HFL
has been calculated by Slope Area Method.
Discharge calculation by Rational method, Synthetic Unit hydrograph Method and
Slope Area Method has been shown in Annexure 1 to Annexure 20 as mentioned
above.
HFL has been calculated by Slope Area method, corresponding to the design
discharge. Orifice formulae given in IRC SP-I3 have been used to find out the
afflux. Afflux has been added to the calculated HFL to arrive at design HFL. The
calculation of afflux and design HFL has been shown in final sheet of all
Annexures from Annexure 3 to Annexure 20.
All the calculated parameters have been
have been presented in Table 2.
Flood Estimation bv Imwoved Ratlonal Methw
Reference 1 :Plood EstimaUonMethods For Catchments Less Than 25 sq km In Area-, Bridges And Flood WnS Report No.
RBF-14 Ynh 19W and IRC-SP-13
-
Qstall of the Brida~
PWD NoJ Name ofthe Bridge :
Old Chainage:
New Chainage:
345.900
-
km
km
.
A cz&hnent pbn Dhcwing the riverlslmam contous and spot levels was prepared for determining
the ~h~siographic
parametersas Wkw.
i)
il)
il)
iv)
V)
vi)
--
(A)
Length of the longest stream (L)
Helght d t h e farlhe91polo( above the point of intereot
along the river (H)
50 y. 24 hr rainfall. R50(24)
Ram d lhr rainfall b 24 k rainfall
So.SOyr.lhrrainFaa,R50(1)
1.656 sq km
3.300 km
225 m
16.00 cm
0.380
60.8 nun
(Ref:3.15(a), R e m e I)
(Refsigww 4, Refemm9 1)
Time dconcentra(ion, tc, Is obtained by Bransby William Formula
~a?))
b [0.615*U(~~'
= 1.314
whece
L = Length d tha stream
S = Skpein%age=Hn
i.8.
hr
3.30 km
6.82
Forw-,Runwrf-tc.Isghranby
C
= 0.415(RFpO2
vhere
R = SO yr. 24 hr raiMall. RSO(24)
F = Areal RedvctionFa&
Therefore
=
C
Rainfal i
0.70
Note: Here R Is in cm
mccmspondingto the time of concantrath
I
= 2%Eqly(tc
+ 1)
Design Rood discharge
Q50
a,
Q50
= 0.28.f C.IA
= 16.99
Cunec
= 16.99
cumecs
Note:HerelishmrvlvandAishsqYm
f = Areal Dkbibutionfactor =
0.99 for A 4 0 0 0 Ha
0.98iorA~l000Ha
Flood Estimation by Improved Rational Method
Flood Estimationbv lm~roved
Rational Metha
Reference 1:Tlood EsUrnaUonMethods For Catchments Less Than 25 aq km in Area", Bridgea And Floock Wng R . p a l N a
RBF-16, Yanh 1990 ;md RC*-13
-
PWD NoJ Name of the Bridge :
Old Chainage:
New Chainage:
346.800
-
km
km
preoaratlon of Catchment Area P b
A calchment pbn ahowlng the fiverlsbwn. contous and spot levels was prepared for determiniw
the physiographic parameters as f o k
Detetmlnaum o
-fhP
i)
fi)
iii)
Iv)
V)
vl)
Area (A)
Len@h of the longest s h a m (L)
Hdght ofthe fatihest point above the pdnt of interest
abng the river (H)
50 yr, 24 hr rainfall. R50(24)
Ratio of Ihr rainfall to 24 hr ralnfal
So. 50 yr. 1 hr rainfall. RSO(1)
--
2.218 sq km
3.600 km
-
170 in
18.00 an
0.380
60.8 mm
(Ref :Figwe 3. f5(a),Reference i )
(Ref :Figm4, Rei)
Time ofconcentration. tc, is obtained by Bransby William Formula
i.e. t o [0.615'~(~~.'
'sW)]
= 1A99
where
L = Length of the stream
S = Slopein%age=HiL
hr
(Ref Eq. 52.2 d m f e r e m 1)
3.60 km
4.72
For Hilly areas. Runoff Coefliceint,C. is
by
C
= 0.415(RF)"OI
where
R = 50 yr, 24 hr rainfall, R50(24)
F = Areal Reduction Factor
Therefore
C
=
(Ref:
ArdWe 21.1 dm-e
-
16.00
0.88
-
un
(Ref: Art&
2 1. i dmference 1)
Note: Here R is h cm
0.70
Ralnfal intensity comtsponding to the timed uncentratlon
= 2 T q 1y(k + 1)
I
Step4
&tIrnatlon
of Deslan Flood Discharw
DesignRood discharge
Q50
or,
QSO
= 0.28.f C.IA
= 21.07
cumec
= 21.07
cvmecs
I)
Note: Here 1is in m m k and A is in sq km
f = Areal Distribuliw,factor =
0.99 for A 4000 Ha
0.98forA.1000Ha
1 :Tlood Estimation Methods For Catchments Less Than 2
.
5 sq km In Area.. BrldgaaAnd Flood. Wlng Report M a
RBF-16, Ynh 1990 and IRC-SP-13
Rob-
-
PWD NoJ Name of the Mdge :
Old Chainage:
New Chainage:
347.400
-
km
km
P r e ~ a r a of
h Catchment Area Plgn
.
A catchment plan showing the riverlstream con(arrs and spot levels was pcspared for determining
UM phpiqmphic parametemas f o l k
if
if)
ii)
iv)
v)
vi)
Step1
Area (A)
Lenglh dthe longest stream (L)
Height ofthe fadhest point above the point d interest
along the river (H)
50 yr. 24 hr rainfall. w 2 4 )
Ratio d Ihrainfall to 24 hr rainfall
So. 50 yr, Ihr rahfall. w 1 )
-
1.781 sqkm
4.300 km
178 m
16.00 an
0.380
60.8 mm
[Ref :Figuw 3.1Wa). R e W 1)
[Ref : f i g m 4. R & m
1)
D.termlnaWonofm8 ofConT h e of ,-
tc, is obtained by BransbyWilllam Fonnula
1.e. tc= [ 0 . 6 1 5 * ~ ('~so2)]
~~'
= 1.879
wbm
L = Lengthdthesbegm
S = Slope in % age = H/L
hc
(Ret Eq. 5.22 ofmfemnm 1)
4.30 krn
4.14
For Hilly areas. Rundf ccdbht, C. Ls given by
C
= 0.415 (R.FW2
where
R = 50 yr. 24 hrainfal. R50(24)
F = Areal Reductiw, Factor
(Ref &la
-
16.00
0.88
-
2. L 1 dreference I )
cm
[Rat A?wa 21.1 of referem 1)
Rainfal intensity cwresponding to Ihe time of concentraticn
I
= 2W50(1y(tc + I )
sm-4
ESiblation of Deslan Flood Dischams
DesignRood d
i
i
Q50
or.
a50
= 0.281 C.IA
= 14.69
cwnec
= 14.69
cumecs
Note: Here IIs In nmTr and A is in sq km
f = Areal Distribution factor =
0.99 for A ~ 1 0 0 Ha
0
0.98 for A >I000 Ha
Flood Estimation bv Imoroved Rational Metho4
Rdmncs 1 :"Flood Estimation Methods For Catchments Less Than 25 sq km in Area; Brldg.rAnd Floods Wing
RBF-16, Yash 1990 ond IRCSP-I3
-
NO.
petail of the
Old Chainage:
348.400
-
New Chainage:
km
km
PmaranpD of Catchment Area Plarl
I
.
A caWwnent plan showing the riverlslmam conlours and spot levels was prepared for determiing
the physiographic parameters as follow
Area (A)
Length ofthe bngest stream (L)
W h t d the fatihest point above the point of interest
akmg the river (H)
50 yr. 24 hr rainfall. R50(24)
Ratio of Ihr rainfdl to 24 hr rainfall
So, 50 yr, I hrainfal. R50(1)
1)
ii)
in)
Iv)
v)
vi)
Time of wnwntratbn, tc,is obtained by -by
--
1.125 sq km
1.600 km
20 m
16.00 an
0.380
60.8 mm
(Ref :Figure 3.IWa), Re(Ref :Figure 4, Refemme I)
Wibm Formula
1.e. to: [ 0 . 6 1 5 * ~ ( '
~ so2)]
~'
= 0.930
where
L = Lerglhofthestream
S = Slope in % age = HIL
(Ref: Eq. 5622 drefmwnce 1)
hr
1.60 km
125
For Hilly areas, Rudf CoeiR8bt C. is g i m by
C
= 0.415 (RFp.2
(Ref:m
k
,21.1 ofreference I)
Wbm
R = 50 yr. 24 hr rainfall. RYJ(24)
Therefore
C
=
o
0.69
n d Rainfall la$arltr fll Ladtw@ tc hr D
Slap3
w
Step4
~WD&!LO
d Deslan Flood Oischamg
Design h o d discharge
Q50
a,
a50
m
= 0.28.f C.IA
= 13.61
cum
= 13.61
cumecs
Note: Hen, I Is in rmVhr and A is in sq km
f = Areal Dirtribdim factor =
0.99 for A ~ 1 0 0 0
Ha
0.98 for A >I000 Ha
I)
R e f e m 1 :"Flood Estimation Whda For Cahhmentr L e u Than 25 sq hIn Area'. Brldgea And FloodsWng Report Na
RBF-16, Ward, 1990 nd IRCSP-13
-
Detail dthe Brldpp
PWD No/ Name of the Bridge :
Old Chainage:
New ulaiige:
349.600
km
km
pre~arationof Catchment Area Plan
.
A caWvnent plan showing lhe herlstream contours and spot levels was prepared for determining
lhe physioglilphic parametem as fdlow:
Area (A)
Lengthof the lcngest ISW
III
(L)
HebM of the facthest pdnt above the point of lntew
along lhe river (H)
50 rur. 24 hr r;linfaH, R50(24)
Ratk d 1hr rainfal to 24 hr rainfal
So. 50 yr, Ihr rainfall, R50(1)
i)
ii)
ii)
iv)
v)
vi)
-
16.200 sg km
7.050 km
182 m
16.120 un
0.380
60.8 mm
(Ref :F$ue 3.16(a), Refemme I)
(Ref :Flgum 4. Refetvnc.3 1)
Time ofamsnbalion, tc, ia oMalned by BransbyWilliam Fcmda
i.e.
to [o.~Isu(A~~
s")]
= 2.715
hr
where
L= Lmgthdthestmam
S = Slope in % age = M
(Ref Eq. 5 22 ofreference I)
7.05 km
2.58
For Hilly amas. Runoff.CoefficeLq C, is given by
C
= 0.415(RF)lo2
where
R = 50 yr. 24 hr rainfan. R50(24)
F = Areal Red&
Fador
Therefore
C
=
0.70
Rainfall inteMHy conesponding to the timed concentration
I
=~ I ) / ( t c + l )
Step4
Estimation of Deslan Flood D
k
m
Q50
Or.
a50
= 028.f C.1A
= 101.54
c u m
= 101.54
curnew
Nole:HereIishmtvhrandAisinspkm
f = Areal Distribution factor =
0.99 for A el000 Ha
0.98 for A >I000 Ha
Reference 1 :"Flood Estlmatlon Methods For Catchments Less Than 25 sq km In h a ' , BddgesAnd FloodsHling Report No.
RBF-16. March 1990 and RC-SP-13
-
PWD NoJ Name d the Bridge :
Old Chainage:
New Chainage:
350.650
-
km
km
.
A catchment plan showing the riverlstream contours and spot levels was prepared for determining
the physiographic parameters as fo(low:
i)
9)
iii)
iv)
v)
vi)
(A)
Length of the kngest stream (L)
W i t ofthe farvlest point above the pdnlof interest
along the river (H)
50 yr. 24 hr rainfall. R50(24)
Ratio of 1hr ralnfall to 24 hr rainfall
So. 50 yr, 1 hr rainfall, R50(1)
----
0.975 sq km
1.950 km
25 m
16.00 em
0.380
60.8 mm
(Ref :Figure 3.15(a). ReFemce I )
(Ref :Figure 4, Refemme 1)
llme ofc.oncwhlion, tc, is Wried by BrwbyWWam Formula
1.e.
tc= [ 0 . 6 1 5 I J ( ~ ~''SO')]
= 1.144
where
L = Lengthofthestream
hr
(Ref: Eq. 5 2 2 afmference I)
1.95 km
128
S = Slcpein%age=H/L
For Hly areas, Ruroff Coefficeint C, k given by
C
= 0.415 (RFp.2
where
F = Areal Reductkn Factor
Note: Here R is in cm
Rainfall Intensily uwresponding to the time d m n b a t i o n
I
= TRSO(1Y(tc + I )
Step4
!&~&QI
of Desian
- lF
Desmflood discharge
QYI
Or,
= 028.f C.IA
= 10.80
aw, = 10.80
CUTRC
~umea
Note: H e m l i s i n M a n d A i s i n s p k m
f = Areal DisMbutbn Factor =
0.99 for A ~ 1 0 0 Ha
0
0.98 for A >I000 Ha
Annexun 1
Sheet 7 of 17
Fbod Estimation bv lm~rovedRational
Reference 1 :"Flood Ettlnutlon Methodr For Catchnwnb Less Than 25 sq km in Area': Bridges And FloodsHllng ReportNo.
RBF-16, March 1990 and IRC-SP-13
-
PWD Nol Name of the Bridge :
Old Chainage:
New Chainage:
352.300
km
km
.
A catchment plan showing the heliverlstream contoun and spot levels was prepared for determining
the physkgrsphic parameters as Wolkw.
1)
11)
ili)
Area (A)
Length ofthe longest stream (1)
HeigMd the fallhest polnt a b m the pow of htemst
a m the rive, (HI
50 yr. 24 hr rainfall. m 2 4 )
RaUo of Ihr rainfall to 24 hr fainfall
Soo50~lhr~ahfdl.R5o(I)
iv)
v)
vi)
---
6.250 sq km
9.000 km
-
190 m
16.00 cm
0.380
60.8 mm
=
=
-
(Ref :F&m 3.15(8). Refet8nce I)
(Ref:Rgua4, Refarence I)
Timed concentratkn. te,is obtained by Bransby WiUbm Famula
1.e.
tcr [o.~IBu(A~''sW)1
= 3.969
hr
(Ret Eq. 5.22 ofreference I)
MW.0
S = Slope In %age = HI1
9.00 km
2.11
For Hlly areas, Rundf CoefficelntC, is given by
C
= 0.415 (Rm2
where
R = 50 yr, 24 hr rainfan, R50(24)
F = Areal Reduclion Factor
pel: Ankle 2 I. 1ofreference 1)
-
16.00
0.W
cm
(Ref Arfkle 21.1 ofrafereme 1)
Note: Here R is h cm
Rainfall intensityconespondingto the time of concenbaticn
I
= 2.R50(1y(lc+ I )
Oesign Rood discharge
Q50
a.
QJO
= 0.28.f C.IA
= 29.73
uynec
= 29.73
cl~mecs
Note: Here I is in rinvlw andA is in sq km
f = Areal W b u t k n factor =
0.99 for A 4 0 0 0 Ha
0.98 for A a1WO Ha
t
4
Flood Estimation bv lmorovedRational M e w
Reference 1 :'Flood Estimatkm UethOda For CaWunents Leas Than 25 sq km in h.,
BrMg..And Fl00ds m g R.port NO.
REF-16, Yvch 1990 and IRCSP-13
-
Petal of the Brldoa
PWD NoJ Nam of the Bridge :
Old Chainage:
New Chainage:
km
Irm
352.700
-
A catchment pbn showing the river/the physiographic parameters as follow.
.
contours and spot levels was prepared for determining
Area (A)
Leogth dthe longest stream (L)
Height d the fatthest point above the point d interest
alone the
(HI
50 yr, 24 hr rainfall, Rso(24)
Ratio of 1hr rainfallto 24 hr rainfal
So. 50 yr. 1 hr ninfau. Rso(1)
i)
ii)
iii)
iv)
V)
vi)
-
0.390 sq km
0.550 km
-
3 rn
16.00 cm
0.380
60.8 mn
-
(Ref :Figrre 6i5(a), Rehmce i )
(Ref:Figrre 4, Refemce i )
Tim d amentratian, tc, is obtained by BrambyWiUiam Formula
1.8.
tc= [ 0 . 8 1 5 * ~ ( ~s")]
~"
= 0.420
hr
where
L = Lengthofhstream
S = Slope in % age = HA
(Ref Eq. 5.220fmferenc8 i )
0.56 km
0.55
For Hily areas., Runoff Coefficeint, C, is gtven by
C
= 0.415(R.F)L0.2
where
F = Areal Redtdon Factor
Therefore
=
C
(Ref: Artkk 2i.l dmfw8me 1)
-
16.M)
0.72
an
(RefAttkk,21.1dmfw8mei)
Note: liere R is h an'
0.68
Ralnfal intewity conespmding to the timedccmentmtion
I
= PR50(1Y(tc + 1)
Step-l
Wrnation of D
-
85.66 mm/hr
flood Olschalgg
Designflwddiie
Q50
a,
Q50
= 0.28.1 C.IA
= 6.27
cunec
= 6.27
cumecs
Nole:HerelisinnmT~andAisinspkm
f = Areal DistribuGonfactor =
0.99 for A 4000 Ha
0.98 for A >10(10 Ha
Reference I :Plood Estimation Methods For Catchmnta Less Than 25 sq km in Area', Bridgea And Floods Wing Report No.
RBF-16, March 1990and IRCSP-13
-
petail dthe Bri-
PWD NoJ Name ofthe Bridge :
Old Chainage:
New C h a i i e :
353.500
km
km
.
A catchment pian showing he tivdstream contars and spd levels was prepad for determining
the physiographicparamelen as follow
Area (A)
L e M of the longest sbeam (L)
HeQM dthe fapoint above the point d*re&
slow river (HI
50 yr, 24 hr rainfall. Rso(24)
RaUo of Ihr rainfall to 24 hr rainfall
so. 50 Y. Ihr ra~an.W)I
i)
11)
iii)
iv)
V)
VI)
-
4.125 sg km
6.250 km
73 m
16.00 cm
0.380
60.8 mm
i
(Ref:(Ref:-
915(a), Refemme 1)
4, Refenme 4
T i i d ooncentraam, tc, is obtained by Bransby William Fcimula
i.e.
tc= [ 0 . 6 1 5 * ~ ( ~'~
so2)]
'
= 3234
where
S = Slope in K age = Hn
hr
6.25 km
1.17
For Hilly areas. Ruwff CoeRiceint. C, Is given by
C
= 0.415(RF)W2
here
R = 50 yr. 24 hr rainfall, R50(24)
F = ArealRedJctlonFacta
(Ref: .4iick, 2 I.
I of reference 1)
-
16.00
-
0.87
cm
(Ref Attick 2 I. 1 draference 1)
Rainfall intensity correspondingto the time ofooncentratkn
I
= TR50(1Y(k+l)
Step4
&timatla d Deslan Flood M
s
m
Q50
a.
950
= 028.f C.IA
= 23.08
= 23.08
cumec
cum^
Note:Here/lsmmrvhrandAis~spkm
f = Areal Disbiiution factor =
0.99 for A <I000 Ha
0.98 for A >I000 Ha
R e f m u 1 :"Flood Estlmatlon Methodr For Catchmmb Lesa Thn 25 sq km In Am':
REF-16, Yuch 1990 dIRCSP-13
-
PWD NoJ Name d the BrMge :
Old Chainage:
New Chainage:
354200
-
A catchment plan M n g the river/stntam
the phydogmphicpafametersas follow:
1 ~ )
v)
vi)
And Flooda Wng R q m I No.
km
km
.contous
and spot levels was prepared for determining
-
Area (A)
Leogthdthebngests$eam(L)
HelgM of the farthert point above the ~OIW d
abng the river (H)
50 yr, 24 hr dmr. ~ 2 4 )
Ratio of 1hr rainfal to 24 hr rainfan
So.
yr. 1 hr dnldl. m i )
i)
I)
iii)
Erl*
-
1.2wqkm
3 . w km
-
29 m
16.00 cm
0.380
W.6 mn
-
(Ref : ~ i g u 3.lb(aJ,
e
Re(Ref :Figum 4, Refemma fJ
Time of concentation, bz, is obtained by Bransby W i h F
-
i.e. to [ 0 . 6 1 5 * ~ ( ~ ~so2)]
-'
= 1.824
lw
where
L=Lwgthofthes$eam
S = Sbpein%age=HI1
C
(Ref Eq. 5 2 2 d r e h c e IJ
3.00 km
0.97
M l y areas. Runoff CoefficelnL C, k @WI
= 0.415(RF)Y1.2
by
where
R = 50 yr. 24 hr rainfall. R50(24)
F
= Areal Reduction Factor
(Ref
-
16.00
0.88
Ar&k 2 1.1 dreferena,
cm
(Ref Ar&k 2. I . 1 ofre-
Therefore
C
=
Rainfall int-
0.70
mrrespondhg to the lime d mmmtdon
I
= PR50(lY(tC + I)
Designh o d discharge
Q50
Or.
a50
= 0.28.f C.IA
= 10.09
cumec
= 10.09
wme~
1)
N&e:HerelisinmMwendAisinsqkm
f = Areal Distributionfactor =
0.99 for A cl000 ~a
0.98 for A >I000 Ha
1)
I)
Flood Estimation bv Imwoved Rational Method
Bridges And FloodsWing Repotl No.
Reference 1 :-Flood EsUmaUon kthorb For Catchmonta Lesa Than 25 sq lar inh",
RBF-16, March -1990 and IRCRCSP-13
Detail of the Bridqp
PWD NoJ Name d the Bridge :
OM Chainage:
New Chainage:
354.950
-
km
km
A catchmni plan showing the &ar/stream. conlounr and spot levels was prepared for detemrining
the physiographic parameten as fdbw:
i)
fi)
iii)
iv)
V)
vi)
Area (A)
Lensthofthehngeststream(L)
Heightd~farthestpoint~tha~of*nerest
along the river (H)
50 yr, 24 hr binfall. R50(24)
Ratio of Ihr rainfall to 24 hr aMdl
SO,50 yr, 1 hr rainfall, R50(1)
--
5.578 sq km
9.150 km
395 m
18.00 WI
0.380
60.8 Mn
(fFef:F@t.w 3.15(a), Reference 1)
(R.9f:Figue 4, Reference 1)
Time of wncentfatkn, tc, is obtainsd by BransbyWilliam Formula
1.e.
tc= [O.~ISU(A~'
= 3.537
s~)]
hr
whers
S = Slope in K age = Hn
(Ref Eq. P.22 o f m k w m I )
9.15 km
4.32
FortiiH~arsas.~~~c,isgivenby
C
= 0.415 ( R m . 2
*re
I
=
F = Areal Reduction Fador
Therefore
C
=
16.00
0.86
an
(Ref: Artkk, 2 f . 1 of reference 1)
0.70
Rainfallintensity conespondine to the time ofmmanldm
I
= 27wO(l)'(tc + 1)
Desifiooddii
Q50
= 028.f C.IA
= 28.76
cunec
or,
Q50
28.76
1
cumeul
Nole:Hen,lisinrmYhrandAishspkm
f = Areal Mstributionfadm =
0.99 h r A clOOO Ha
0.98forA >1OOO Ha
Annexun I
Sheet l Z o f l 7
Flood Estimationbv lmlwoved Rational M e w
1 :- F h d Estimation Uethodr For Catdunants Lass Than 25 sq km In Area; Brklg# And Flood.Wng Repod No.
REF-I4 Y.rrh 1996 and IRCSP-13
Ref-
-
Old Chainage:
New Chainage:
358.150
-
km
km
Area Plan
A catchment Plan showing the riwIstmam
the physiographic parametars as follow
.contwo
and spot levels was prepared for determining
nation
1)
ii)
la)
iv)
v)
vi)
~
h a (A)
Length d the longest stream (L)
Hebht of the fapoint above the point of interest
skng tJl0r k (H)
50 yr. 24 hr ninfall. w 2 4 )
Ratio d Ihr rainfall to 24 hr rainfan
so,soy, I hr raintall, -1)
~
24.000 sq km
13.300 km
=
115 m
16.00 cm
-
0.380
60.8 mm
=
~ isobtainedtyEransbyWil~am~wrmb
~
t
C
1.e. t F [ 0 . 6 1 5 * ~ ( ~ ~so2)]
"
= 6.128
(Ref:-
3.f6(a), Reference I)
IW:ngve 4, RehWdas I)
.
hr
where
S = Slopein%age=M
(Ref Eq. 622dtwfwmcw f )
13.30 km
0.86
For Hi& are-. RvDff Coefficeint. C, is given by
C
= 0.415 ( R F p . 2
where
R = 50 yr, 24 hr rainfall. R50(24)
F = Areal ReductknFactor
Therefore
C
=
-
=
(Ref Atricle 2 I. Iof reference I)
-
16.00
0.64
0.70
cm
( ~ e~f
/ 2 1.1e ~~~e
I)
Note: Here R is in cm
W i l l intensity comespondingto the time of concentratkn
1
= TR50(1V(tc+l)
Q50
or.
QSO
= 0.28.1 C.IA
= 78.39
cumec
= 78.39
cumeca
No(e:Herellsh~randAisinsqkm
0.99 for A <I000 Ha
f = Areal DisbibutM factor =
0.98 for A >I000 Ha
..
>
. .
,,
,.
~
a-'
., -:
.-./'>C<
\'-
uL
Flood Estimation bv l m ~ r o ~ Rational
ed
Methoe
Refaronce 1 :Wood EslimationMethods Fw Catchnnmta Less Than 25 rq km In Area': Erldgar And Floods Whg Report No.
REF-16, Yacch 1990 nd IRCSP-13
-
PWD No1 Name of the Bridge :
Old Chainage:
New Chainage:
Pmmntion dCat-
359.950
-
km
km
Area P l q
.
A catchment plan s M g the riwedsfmam conlous and spot levels was prepared for detarrnining
the physiographic parameters as f d k
i)
ii)
iii)
iv)
v)
vi)
(A)
Length of the longest stream (L)
Height of h a fapoint above the pdnt of intenst
slang the rhrec (H)
50 yr. 24 hr rainfall. R W 4 )
Ratio of lhr rainfall to 24 hr rainfall
So. 50 yr, 1 hr rainfan. R50(1)
=
-
3.813 sq km
3.650 km
25 m
16.00 an
0.380
60.8 mm
(Ref:Rgwe 3 f5(a), Refm?nm I )
(Ref:Fwm 4. Ref'mms 1)
Time of concentration, tc, is obtained by Bansby WBim F o r d
tc= [0.615'U(~~''sW)]
= 2.118
whece
S=skpein%~=Hn
1.e.
hr
3.65 km
0.68
ForWlyareas.FhndfCo&bintC,isgivenby
C
= 0.415(RFw.2
where
R = 50 yr, 24 hr rainfall, RSO(24)
F = Areal ReductionFactor
Therefore
C
=
(Ref M l e 2f.f ofrefweme f)
-
16.00
=
0.87
0.70
cm
(Ref kdick, 2L f ofmfe-eme 1)
NOWHere R is in un
Rainfallintensity w m p c d i n g to the Litm dconcenbatkn
I
= 2.R50(1Y(tC + I )
050
= 0.28.lC.IA
= 28.96
cum
= 28.96
cmees
Or,
QSO
We: Here Iis in nnvhr and A is in sq km
f = Areal Distributionfactor =
0.99 for A <lOW Ha
0.98 for A
Ha
Flood EsHmaHon bv Itn~rO~ed
Ratlonal Method
Reference I :Plood EstlnutionMethods For Catchnwnb Lesa Than 25 sq km in Am., Bridg8a And Roods Wing Report No.
RBF-16. Yvch 1990 a d IRC-SP-I3
-
Detail of the B r i a
PWD NoJ Name of the Mdga :
Old Chai~ge:
New Chainage:
362250
-
h
km
A catchment plan showing the rivefIstn?am,contoun and spat levels was prepared kr determining
the physicgraphic paramelm as follow:
i)
Area (A)
ii)
in)
Length d the bged stream (L)
Height d the failhest point above the point of interest
abng the r i w (H)
50 yr, 24 hr mkdal, m 2 4 )
N)
V)
vi)
RatkdIhrrahfaWto24hrralnfall
So.50yr.lhrra~.Rso(l)
For Hilly areas. Runoff
C, k givm by
C
= 0.415(RF)"O2
where
R = 50 yr, 24 hr rainfall. R50(24)
F = Are4 Reduction Fador
=
-
2.250 sq km
2.000 km
8m
16.00 m
0.380
60.8 mm
(Ref:Figve 3.15(a), Refemma 1)
(Ref:Figve 4. Rekwm 1)
(Refkllde 21.1 drefemnce 1)
-
18.00
0.88
an
(Ref M k , 2.1. Idreference 1)
Design Aocd d i i r g e
050
Or.
Q50
= 0.28.f C.IA
= 22.61
cunec
= 2261
cumeca
Note:HerelisinMandAisinsqkm
f = Areal Dislributlonfactor =
0.99 for A 4000 Ha
0.98 for A >I000 Ha
Ffood Estimation bv lmwoved Rational Metha
Reference 1 :"Flood Estimation Methods For Catchmmtr Less Than 2
.
5 sq km in h a " . Bridges And Floods Wng Report No.
RBF-16. kbrch 1990uwl IRC-SP-13
-
PWD NoJ Name d ltm Bridge :
Old Chainage:
NEW Chai~ge:
363.500
-
A Gatchment plan showing the Mstream
the Physlogrsphicm w s as fdkw.
i)
ii)
iii)
k)
v)
vii
km
km
.contanand
spot levels was prepared for determining
Area (A)
Length d the longest s m m (L)
HeigM of the farthest pdnt above the point of interest
along the river (H)
50 yr, 24 hr rainfall R50(24)
Ratio d lhr rainfall b 24 hr rainfal
So. 50 yr, 1 hr rainfar. R W )
Time of lion,tc,is c&lned
by B m b y WiIEam FomrJa
1.e. t o [0.615*~/(~~'
s")]
= 6.853
where
L = Lengthofthesbwm
hr
-
-
24.500 sq km
15.200 km
--
145 m
16.00 cm
0.380
60.8 mn
(Ref :ngUe 3.15(a), R&mnce I)
(Ref :Figwe 4, Refemme 11
(Ref Eq. 52.2 ofrebfwce 1)
1520 km
0.95
S= Sbpein%age=WL
FaHilyareaaRunoffCoe&eintC. Isgivenby
= 0.415 (RFpl2
where
C
-
RainfailIntensity cocresponding to tJm time dcmcmtmtion
I
= TR50(1y(lc + I )
Designh d discharge
Ct50
or.
Q50
= 0.28.f C.IA
= 72.64
1
7264
CUmeC
cumeca
Nc4e:HerelisinnnvlwandAismspIvn
f = Areal Mstribution factor =
0.99 for A 4000 Ha
0.98 for A 21000 Ha
Flood Estlmatlon bv Im~rovedR a w 4 Method
Reference 1 :Wood EstimationMethods F w Catchmanta L e u Than 25 sq kin in Areal:Br-s
RBF-14 Ywch 1990 md IRCSP-13
And floods Wng R q m l No.
-
Detail d the ~ r i h
MChainage:
New Chainage:
369.550
-
km
km
A cakhment pbn showing the hwlstream , contours and qmt spotveis was prepared tor detenninlcg
Ihe ~Wographkparameters as fdbw:
Area (A)
Lengmdthekngestslraam(L)
N g M of the farthest point above the point d interest
along the river (H)
50 yr. 24 hr rainMI. Rso(24)
Ratk of lhr rainfall to 24 hr rainfall
So. 50 yr, 1 hr rainfall, RSO(1)
i)
1)
li)
iv)
V)
vi)
Time of -ntraUon.
--
lmsqkn
-
3250 km
--
= 2160
t15(a), R&mw
0.380
(Ref :F-
4. Relivem 1)
60.8 m
)]
hr
(Ref:Eq. 6 2 2 ofrefamme I)
when,
L = Lengmdthestmam
S = Slope in K age = WL
For
(Ref:-
tc,is obtained by Bransby William Fonnuh
i.e. tc= [ 0 . 6 1 5 ~ ( ~s~ ~'
C
where
18 m
16.00 cm
3.25 km
0.55
areas, RvDff Coemce'i C, b given by
=
0.415 fRn"0.2
. , -
(Ret Article 2.1. Idm-
R = 50 yr. 24 hr ninfal. R50(24)
-
16.00
0.88
cm
(Rat Article 2.1.1 d m l i v e m I)
Note: Hem R is in cm
Rainfallintensity conespondihgto the Ume of concentration
I
= TR50(1Y(lc + 1)
Design flood discharge
Q50
or.
450
= 028.f C.IA
= 1127
cum
=11.27
cumecs
1)
Note:HereIishmandAisinsqkm
f = Areal -factor
=
0.99 fa A C
I Ha~
0.98 fw A >1M)O Ha
I)
Flood EstimaHon bv l m ~ r o ~ Rational
ed
MethM
1:Tlood Estimation Methods For Catchments L e u Than 25 sq km I n Am': Brldgr And Flood. Wlng Report No.
RBF-16, Yarch 1990 and IRC-SP-13
Refe-
-
PWD Nol Name dthe Bridge :
Old Chainage:
372200
-
NewChaiMge:
km
km
A caWMent plan showing the W s t r s a m ,contovs and spot levels was prepared for d d a m M q
the physbgraphk parameters as follow:
1)
Area (A)
ii)
Length ofthe bngaslstrsam (L)
Heightof the farthest pdnt above the pdnt d Interest
I)
akname*(H)
V)
50 yr, 24 hr rainfall. R50(24)
Ratio d Ihr rainfall to 24 hrainfall
vi)
So,50yr.lhrrahfaU.Rso(l)
N)
---
2.275 sq km
4.300 km
30 m
16.00 an
0.380
60.8 mm
(Ref:Fgrrs 3.fqa). Refemme 1)
( R e f : F m 4. Rerbme 1)
(Ref: Eq. 5.22dreference 1)
For Hlly areas. Runoff Coefficeint. C, is given by
C
= 0.415 ( R m . 2
where
R = 50 yr, 24 INrainfall. R50(24)
F = Areal Redudkn Faclar
Therefore
C
=
(RefAtWa21.f ofreference f)
-
16.00
-
0.88
crn
(Ref: ktick, 2. I. I drefemma 1)
0.70
Rainfall intensity conespadingto the Dime d concentration
I
= r~so(~y(ac
+ 1)
Q50
Or,
Q50
= 0.28.f C.IA
= 14.93
cumec
= 14.93
cumecs
Elde:HereIisinmnhrandA&insglun
f = Areal DimBWon fador =
0.99 for A <I000 Ha
0.98 for A >I000 Ha
m
h
Discharge calculations by Synthetic Unit
Annexure 2
Sheet 1 of 5
Discharge calculation by Synthetic Unit Hydrograph Method
-
(Refer: FloodEstimation Repti for Kaven' Basin Subzone3i)
-
1 Description
Name and Number of Subzone
Name of Site
Name of Place
Name of Stream
Shape of the Catchment
To~ography
h
A
h
h
h
A
4-
2 Design data
Catchment Area (A)
Length of Longest Stream (L)
Length of Stream from cg to the bridge
Unit Duration ot Unitgraph (c)
3 Computation of Equivalent Stream Slope (S)
-
A
Slope (S) = C
--
-
Loss Rate
.
-
LilDi-1+Di)
L~
Kaveri Subzone -3i
Major Bridge at Ch. 367+250
Agaram
Kodavanar River
long
Moderate Steep Slope
342.50 sqkrn
63.40 km
33.00 km
1 hr
3\
3
Annexure2
Sheet 2 of 5
4 Determination of Synthetic 1-hr Unitgraph Parameters
(Table 3.3 d the Rep*
L'Lc I
JS
686.97
t
t,, = 0.553*(L* Lcl
qp= 2.043/(tp)
wm= 2.1971(qp)1.067
1 hr
7.79 hrs
0.34 cumeclsqkm
4.27 hrs
Wwo= 0.7991 (qP)'.l3'
WW5= 0.538 1 (qp)1.109
TB= 5.083 ' (tp)0.733
2.72 hrs
1.77 hrs
22.89 hrs
Tm=tp+(W)
Q,=qpxA
8.00 hrs
116.78 cumec
UG Cosrdinates from above formulaes
I
X-value
I
0.00
1
Y-value
0
I
0.00
-
y = 1.02282 + 6.6736~ 0.264
Graph plotted with above known values
125 -
U
1
0
5
7.50 hrs
mY
6.92 hrs
W75= 1.3251 (qp)1.088
0
-
10
Time (hts)
15
20
25
y = -1 10.53Ln(x) + 343.89
23.00 say
Annextire2
Sheet 3 of 5
UG Ordinates from graph (from equation of rising and recession limb)
(d) = (0.36fSQ*t)lA)
3%
Annexure 2
Sheet 4 of 5
-
Storm Point Rainfall
Reading the value of =year
24 hour point rainfall fmm plate 10 of CWC publication for Kaveri Submne -3i
-
h
50-year 24 hour point rainfall
'4
Ratio of 24 hr to 9 hr point rainfall from fig. 10 of section 4.2
-h
A
A
50 year
9
Hour Point Rainfall
16 cm
0.78
12.48 Cm
Storm Areal Rainfall
From fig Il(a) or from Table A-3 of CWC Publication for Kaveri Subzone -3i
=
Areal to Point Rainfall Ratio
0.79
-9.86
Areal Rainfall
Time Distributionof input storm
cm
3y
Annexure 2
Sheet 5 of 5
The areal rainfall was distributed to give one hourly gross rainfall units by using the distribution
co-efficient for duration of 9hrs from Table A.2.
I
I
Distribution
I
heal storm
I
1-h binfall
I
Design loss rate of 0.5 cmlhr is subtracted from 1 hr rainfall increment to obtain 1 hr rainfall excess
Time (hrs)
U.G. ordinate
(cumec)
I-hr.rainfall
excess (cm)
Direct runoff
(cumec)
7
8
9
95.m
116.78
108.00
0.39
4.92
0.98
36.80
574.87
105.72
-
Adding base flow @ O.OScumec/sqkm.
Peak Discharge
628.79
cumec
96
Sheet Iof 1
Table I
Disl;harge Calcvlation By Rstional Method for Rridg~s
Time of Concentm
=
[O.61 5'U(AU" 'SU4)]
Discharge, Q
=
O.OZ~PTA*I,
where L= Distance from CriticaJ POlnt to the Bridge (km)
S = Slope in % age = UH
H= Fall in level from Critical Point to Bridge
- (m)
. .
P= Percentage C08ffident of run- gff fgr m m e n t ~
fa Areal distribution factor
A=area of catchment ( ha)
Ic=CriticalIntensity of rainfall (cmlhr)
Ic=lorl(&+l)
I,=50-yr, Ih r Rainfall (cm)
-
@
a
r
i
~
-
IO=0.38'F(for Cauveri Sub Zone 3i)
~ F=5O-yr,
~ ~ 24hr Rainfall (cm)
tc= Concentration time (hr)
h
Y
Discharge calcula#un by Slope Area method
Dischame Calculation for Bridae at Ch.345+900 IBv Slow Area Method L
Clous.ction8t25GnDR
-
*am1195
-
119
-
I
3 "8.5m
117
U
1 U
(-)
U
IU
a8
chin*
-Ohem4
HFL (21W4 I)
1
Discharae Calculation for Bridae at Ch.345+900 IBv Slow Area Methodl
C~soctbn*50111U19
CJsu*(d HFL
I
IW
Obumd HFL
-
2l9m
m
-
Discharoe Calculation for Bridae at Ch.W+900 fBv Slom Area Method 1
+
.4
4
t
C m u S . d k n a t brldg.rW.
HFL and Afflux Calculation for Bridaeat ChM!MOO
Rlcamud.lbn&brldgl*
CI*ul*rd HFL
-wlrwsy
Q
-
m
2fR074
11.200
m.
In,
-
0b.mdIKL
I
wlamm-
H9.034
m
12.554 m
Discharae Calculation for Bridae at Ch.346+800 IBv Slooe Area Method I
CmuJ.ctbn*
15hDfii
Dischame Calculation for Bridae at Ch.346+800 IBv Slow Area Method 1
CrouSIctlon* 250mUIS
Discharge Calculatkm for Brlkre at Ch.348+800 IBv Slom Area Method b
cmrsbcnoll*brldg.*
J-IFLand Afflux Calculation for Bridcleat Ch.346+800
bridgesib
Dischame Calculation for Bridae at Ch.347+400 /Bv Slow Area Method
Cmrr5.ctbn*SRnUIS
a
a
s
=
=
='
m.
9287
17.061
0.W
0.0044
1.481
13.76
obswvedliFL
Sqm
m
m
nJIs
(Wmhg%W..n =
n'k
.
aain
m
0.W )
h
Mscharae Calculation for Bridae at Ch.347+400IBv Slow Area Method L
L
A
4
A
clm8Jruonatbfidpl*.
HFL and Afflux Cakulalion for Brldaeat Ch.347+400
Rlconmnd.tiond - s i b
Mscharae Calculation for Bridae at Ch.348+400 (BY Slow Area Method
CmuSwYol.t I r W
Dlschame Calculation for Bridae ai Ch.348+400 (BY S l o ~ e
Area Method
CmrS.+(kn*brldg.ti(.
am-
-
;a
21,
117 i
M
U
--
IM
CLirCl (l)
mnlmn~)
158
.
2U
HFL and Afflux Calculation for Bridaeat Ch348+400
- R
c-HR
-w-=Y
WFomwh
8=
Q=
So. H
--
sa C%+u'm
Nar.
+ u'ng
Ah* ( h)
H*
qu-
-
(inckrdhg
al bridg..i(.
Dischame Calculation for Bridae at Ch.34!+600 IBv Slow Area Method 1
Cmu3.*bn*
c.*ullbd HFL
t
25QnUIS
Dischame Calculation for Bridae at Ch349+600 (Bv S l o ~ e
Area Method L
~srclon.1brldp.b
HFL and AfRux Calculation for Btldqeat Ch.349+600
R.Canmd*knrlbridg.tih
Discharae Calculation for Brickm at Ch.350+650 IBv S l o ~ Area
e
Method L
Crou~atOrldpJ*
NFL and A f h x Calculation for Bridaeat Ch.350+6a
R.umn*nd.tbn
k0ad-A
wdld Pahletw, P
HvaurLb.nOsp(hR=ARS
L0rPLmslSope.S
VmdSbanSV
-Q-AxV
GaWhbd HFL
WWPbnwy
W1FmnJ.
Q=
scs &+u=no=
m
+
U
R
'O
* h)
u-
(
=
Daien HFL
(Inckdhg
nS
--
m.
o*
~Qfl.7Wc.lP
0.781
rrdQ=
0.882
I... u.
10.m
scsH=
Na.
zt-
I
O=
-.1
%Dl=
4-0, =
Amn)=
0.71
0.243
2l&m
d brldg. rth
Discham Calculation for Brklae at Ch.352+300 /BY S l w Area Method L
C m u S r t k n * 15olnWs
Dischame Calculation for Brickre at Ch.352+300 /Bv Slow Ares Method L
Cmrrs.cllon.l~UR
Dischame Calculation for Bridcn at Ch.352+300 (BY Slow Area Method
CmssSr(kn.t brldg..k
L
HFL and Afilux Calculation for Brickmat Ch.352+300
R.onn*nd.tkn at Mdg..I&
Discharm Calculationfor BrMae at Ch.352+700 IBv Slam Area Method )
croasdlm.1bddga*
pischame Calculation for Brldae at Ch.352+700IBv SioDe Area Method
ClouSr(bn*brldg.J
HFL and AfRux Calculation for Brkiaeat Ch.352+700
R.eoamnduonl(w*
Discharm Calculationfor Bridaa at Ch.353+500 (BV S
- s u t b n * ~ *
I Ama
~
1
HFL and AfRux Cdculation for BM-
ch.353+54
Discbrae Calculation for Bridae at Ch354+200IBv Slo~e
Arsa Mahod L
~
-
*
~
*
HFL and AfRux Calculation for Bridaeat Ch.354+200
Rronnwnd*kn ;at brldg. t*.
209.838
8.000
nC
m.
Ow-
-1
.
(on.meUP
=
0.844
0.474
s0.D~-
*a=
4-04 =
1:-
-
1.0. u
0.83
0383
210m
HFL and AMux Calculationfor Bridaeat Ch.354+950
R K a m w n d a k n at bridg.alto
ksadCroes-SsdlaS~
Ws(BdPehe&r,P
HY~~&M~~D~~~.R=AIP=
Lmsrund Slope. S
VwdSbsamV
MPchetpaQ-AxV
HFL and Amux Calculation for Brike at Ch.358+450 (on b v ~ a s s l
213.100
18.000
m,
m,
Obsuvod HFL
Umaburad
rn
Widlh(W)-
m
22.121 m
HFL and Afflux Calculation for Bridae at Ch.359+350 (on bvnass)
R.cmmndatlollal b**
=
=
=
=
--
16.443
10.385
0.894
0.0011
1.761)
29.072
Sqm
m
m
nrheo
m'kc
(hmim$smdl.. n-
Dischame Calculation for Bridae at Ch.362+250 IBv S l o ~ Area
e
Method L
cmrSctknalbddga.It.
,
_.,. C_..-___
. . .. . .-.
-.-...
. . . ,. ~.:.:.:,;. -. ,<
. ..,
i:. .;
#
.-
. -.
% \ ""1
j;;.,,,.
,..,-:.
b
y:.<-.
.. . -. .
.> ~.
;
,
'
-- ~- .,
,
,
. '
,
(": . r",:
'::
.,
,\;
."':
,
8.
\..,.''
,
'.
.
.
9
-~
*;'y--,oi
..\
Cross--rmm
for B
-
Ch 362252
Discharcw Calculation for Bridae at Ch.363+500 fBv S l o ~ Area
e
Method )
Crorrs.ct&l*4hDR
C
m
-
for B
u CL 3&35OQ
Dischame Calculation for Bridrre at Ch.363+500 (BvSlo~e
Area Method L
~s.c(bn*1WnWS
Discharae Calculation for Bridae at Ch.363+500 (Bv S
b Area Method L
crwrsamnabrldp.ik
weaed Pamb.P
- ~ D ~ P ~ ~ R = A I P .
A
-Slope.s
"
VebdtydSrem,~
Mkhage.Q-Axv
C~W~WHFL
A
h
-
35.241
=
=
=
=
=
0993
00058
211s
74.684
m.
I
Obammd H R
-Sq m
an
m
m?9
mldn$*msn..n=
21-
OW)
m
216s-
*
A
2155
-
114.5
-
A
I
h
h
4
I*
A
-m
A
213.5.
0.0
4.0
8.8
IU
nr
16e
-w
-0bmed
24.e
28.r
32.0
36.0
(r)
HFL (215.663 r )
1
HFL and Amux Calculation for Bridaeat Ch.383+500
RuoMnend*lon at brldg. rl*
(L)
-
I
Q=
so.H=
so.M / 2 g =
qu-
-wM
R.qulndF
I
m Board
=
218.675 m
0.90 m
Dischame Calculationfor Blidae at Ch.367+250 IBv Slooe Area Method
~S.dionU50QnUS
Dischame Calculation for Brklae at Ch.367+250 IBv Slom Area Method L
CmuSrt&ll300nW
Dischame Calculation for B r i h at Ch.387+250 IBv Slo~e
Area Method
cross~*tO(knDR
c
-
0
226-
~
~
3
6
Z
E
7
Q
R
m.
2l4.
-a m .
3 ".
DL
a1 .
PI.
2u.
211
+
U
1U
XI
a@
--den
U1
a d n w (-1
w n -1
IU
9Lb
l
a
llbm
a&m.
n4.
$
m.
m.
5
PI.
no.
119.
218 r
U
1 U
I
&a
3U
Q;liqr (l)
-obs-edmaUU(r)
U)
N
Dischame Calculation for B e e at Ch.367+2~0(BV s
CmassdDnatbridg..lh
h &a
L
~ ~ t h ~ , j
HFL and Affiux Cakubtion for BridaeaCh367+2SQ
R.camwndabon
* bridge a h
Discharm CalculaUon for Bridae at Ck369+550 iBv Slow Area Method 1
Crous.ction* 150nDIS
Dischame CalculaUon for Bridqe at Ch.369+550 IBv S l o ~ eArea Method L
Cmrrs.Qlon1ZOanUR
C*nw.d
HFL
-
m.
obsavd HFL
-
230.33
m
A
Dischame Calculation for Bridae at Ck369+550 (Bv Slooe Area Method 1
6
CrouSctlon~Mdg0.i(.
HFL and AfAux Calculation for Blldaeat Ch.369+550
R.cammstbn~bridp*
-
An*ofcI=?adh~
Weued Perlnu(a, P
HyaslllebDap(hR=~-slopas
VslodlydSCea,V
D19hsrg.,Q=AxV
T
7
a
=
I
-
2a.m
7.000
8-
T
~F~
0 qzsmd
m,
-
4
=
*(h)
('YWumd
h=
(-urn
=
Widlho*
0 35
om5
Be=
i.e.~(upSbwm~).
0186
m
D..lgnHR(kKMha~nm)=
4
I
Umbdu6sd
,
so.In(a+l~&t= ((Y~.CKJD#
.ado= W@r+h)u
T
O b r m d HFL
m,
(In(a+lwnilY.
Sqm
20.55~
m
0m
0.0010
0"'
14.617 m J k
=
=
C.*UILd H R
-wata*y
I704
054
(MamL.lgtooeR., n=
ZtLSE7
m
P265 m
1050
.a= om
nb'a
~ l b i nm
=
-RoadR.qulNdFrwBowd
7.31 280 m
OWm
%x
4 -
4
U-
e
--
4
w-
A
....
.- ..-...- ... .........................
..................................
_.__
....
a
2
-4
s
7.28.
4
4
4
m.
-_
U
54
4
\
T
\
T
?
4
-c
I@.@
-..o
a w HFL (
15.0
m.0
(1.1
25d
~ 1 . m)
~ 7
'
- 'D e S b c d H W r M i q amu) 229.172 I
Dlscharoe Calculation for B
-
at Ch.372+200 fBv Slorn, Alea Method
cmsasumnam*
HFL and AfAux Calculationfor Bridaeat Ch.372+200
R.connnnlakn al bridg. sit.
--=
-6
-r
7.46
2.a
I
IJ
6.8
-
LI
IU
It@
Caknbicd HFL (UU61 m)
I4
17.615
27.362
0.643
0.0012
0.652
Isaos
Sqm
m
m
mh&
malm
@tad@coclf..n=
0.m )

1 - NHAI

Transcription

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