-
D - i
D. MATHEMATICAL MODEL AND SIMULATION
-
D - ii
TABLE OF CONTENTS
Page
D.1 Objective of Model Development
...........................................................................
D - 1
D.2 Selection of Software
..............................................................................................
D - 1
D.3 General Steps of Simulation by
MOUSE................................................................
D - 1
D.4 Cases of Simulation by
MOUSE.............................................................................
D - 3
D.5 Model Development for Existing Condition
........................................................... D -
5
D.6 Model Calibration
...................................................................................................
D - 8
D.7 Simulation Results
................................................................................................
D - 16
LIST OF TABLES
Page
Table D.4.1 Hydrodynamic Simulation Cases
....................................................................
D - 4
Table D.5.1 Summary of Features of Model Development
................................................ D - 5
Table D.6.1 Runoff Calculation Parameters for North Manila (1/2)
................................ D - 10
Table D.6.1 Runoff Calculation Parameters for North Manila (2/2)
................................ D - 11
Table D.6.2 Runoff Calculation Parameters for South Manila (1/2)
................................ D - 12
Table D.6.2 Runoff Calculation Parameters for South Manila (2/2)
................................ D - 13
Table D.6.3 Start and Stop Levels and Capacities of Pump
Stations................................ D - 15
Table D.6.4 Pump Capacity Curves
..................................................................................
D - 15
Table D.7.1 Simulated Inundated Areas by Depth and Duration for
North Manila.......... D - 18
Table D.7.2 Simulated Inundated Areas by Depth and Duration for
South Manila.......... D - 19
LIST OF FIGURES
Page
Figure D.3.1 Schematic Diagram of Simulation by MOUSE
............................................ D - 2
Figure D.5.1 Hydrodynamic Simulation Network for North Manila
................................. D - 6
Figure D.5.2 Hydrodynamic Simulation Network for South Manila
................................. D - 7
Figure D.6.1 Water Levels during 1999 Inundation at Pump
Stations
along Pasig River
........................................................................................
D - 14
Figure D.7.1 Inundation Map of Depths and Durations for
Different Cases (1/7)........... D - 20
Figure D.7.1 Inundation Map of Depths and Durations for
Different Cases (2/7)........... D - 21
Figure D.7.1 Inundation Map of Depths and Durations for
Different Cases (3/7)........... D - 22
Figure D.7.1 Inundation Map of Depths and Durations for
Different Cases (4/7)........... D - 23
Figure D.7.1 Inundation Map of Depths and Durations for
Different Cases (5/7)........... D - 24
Figure D.7.1 Inundation Map of Depths and Durations for
Different Cases (6/7)........... D - 25
Figure D.7.1 Inundation Map of Depths and Durations for
Different Cases (7/7)........... D - 26
Figure D.7.2 Inundation Characteristics of the Study Area
from Simulation Result (1 of 2)
..................................................................
D - 27
Figure D.7.2 Inundation Characteristics of the Study Area
from Simulation Result (2 of 2)
..................................................................
D - 28
-
D - iii
Figure D.7.3 Longitudinal Profile of Maximum Water Level
along
Blumentritt Interceptor
................................................................................
D - 29
Figure D.7.4 Longitudinal Profile of Maximum Water Level
along
Estero de Tripa de
Gallina...........................................................................
D - 30
-
D - 1
D.1 OBJECTIVE OF MODEL DEVELOPMENT
The study area comprises a complex network of interconnected
esteros, drainage mains, laterals,
and connecting pipes. In addition, hydraulic facilities like
thrash screens, gates, reservoirs and
especially pump stations connected by esteros and drainage mains
make the flow condition
highly unpredictable during inundation. To analyze the highly
dynamic behavior of the
interconnected drainage system of the study area, comprehensive
hydrodynamic models for
north and south drainage systems have been developed. The main
objectives of the model
development are:
- to evaluate the existing capacity of the drainage system;
- to evaluate the performance of the drainage system under
design condition (different
alternatives/scenarios such as with and without project
condition) and
- to prepare inundation maps for different scenarios and return
periods.
D.2 SELECTION OF SOFTWARE
There are two sets of software widely used for hydrodynamic
simulation of unsteady
one-dimensional flow, namely:
- For one-dimensional unsteady river flow simulation of
non-urbanized area: MIKE 11
(requires license) developed by Danish Hydraulic Institute (DHI)
of Denmark and
HEC-RAS (free) developed by Hydraulic Engineering Center (HEC)
of U.S. Army Corps
of Engineers.
- For one-dimensional unsteady sewer flow simulation of
urbanized area: MOUSE (requires
license) developed by DHI and SWMM (free) developed by
Environmental Protection
Agency (EPA) of U.S.A.
HEC-RAS and MIKE 11 are mainly for simulation of free surface
flow and are not so suitable
for simulation of pressurized pipe flow. SWMM still lack a
user-friendly graphical user
interface. Both HEC-RAS and SWMM have only the hydrodynamic part
and for hydrologic
(runoff) part, some other software like HEC-HMS (free) developed
by HEC of U.S. Army
Corps of Engineers has to be used. Also, MIKE 11, HEC-RAS and
SWMM lack automatic
inclusion of different hydraulic functions such as pumps and
regulators. All these make
difficult to apply these software for hydrodynamic simulation of
the complex drainage system
of the study area. Finally, MOUSE of DHI has been selected as
the hydrodynamic modeling
software for this study due to the following
advantages/characteristics of MOUSE:
- Simulates fully dynamic one-dimensional unsteady free surface
and pressurized pipe flow.
- Have automatic functions for various hydraulic facilities like
pump, gate, valve etc.
- Integrates runoff and hydrodynamic model in one unit.
- Simulates sewer and open channel network of any complexity as
well as flow over road.
- Have user-friendly graphical user interface (GUI) to develop
and run the model and view
model results.
D.3 GENERAL STEPS OF SIMULATION BY MOUSE
Schematic diagram of simulation by MOUSE is shown in Figure
D.3.1. MOSUE applies
implicit finite difference method to solve St. Venant’s fully
dynamic wave equation using
Double-Sweep algorithm. Please refer to MOUSE Pipe Flow
Reference Manual for details.
-
D - 3
The general steps to carry out simulation by MOUSE are:
- Construction of model network consisting of nodes (manholes,
estero junctions etc.) and
links connecting two nodes (esteros, drainage mains, roads
etc.).
- Setting up boundary conditions (tide level at Manila Bay,
water level along Pasig River,
pump and gate operation rule etc.).
- Specifying inflow from upstream sub-basins and lateral inflow
from intermediate
sub-basins.
- Adding supplementary data (elevation-storage relation
etc.).
- Specifying hydraulic parameters (roughness, time steps).
- Carrying out simulation (water level, discharge, flood depth
etc. are the model output).
- Viewing and interpretation of simulation results by MIKE
View.
D.4 CASES OF SIMULATION BY MOUSE
The Study went through the following five stages (or cases)
while carrying out simulation by
MOUSE:
- Model Calibration: Simulation network without project
condition has been developed
during this stage. Existing esteros, drainage mains, hydraulic
facilities / structures etc.
have been used to set up the model. In addition, main roads have
been added to
incorporate flow connectivity and storage effect. Runoff
analysis and hydrodynamic
simulation under existing condition has been carried out during
this stage. Runoff
analysis has been carried out using divisions of reach-basins
delineated based on existing
drainage network, time of concentration computed based on
existing drainage condition
and runoff coefficient estimated under existing landuse
condition. The developed model
has been calibrated against August 1999 inundation. For
calibration, inundation maps for
both depth and duration have been used. The calibrated
parameters were roughness of
road which acts as flood plain, time of concentration and
inundation storage from the
uppermost catchments.
- Sensitivity Analysis: After calibrating the model, simulations
under existing condition as
well as for dredged condition, with and without channel
improvement works and also with
and without pump stations have been carried out to understand
the effect of tide, dredging,
channel improvements, pump operation etc.
- Alternative Study: Simulation network has been reconstructed
during this stage with
project condition based on proposed drainage system and
facilities improvement plans for
different alternatives. Divisions of sub-basins based on
alternative plans, time of
concentration based on improved drainage condition and runoff
coefficient under future
landuse condition has been taken into account for runoff
analysis.
- Scenario Simulation: Simulation has been carried out with and
without project condition
under different design rainfall events. As for rainfall events,
2, 3, 5, 10, 20 and 30 years
return period have been used. For with project condition,
proposed alternative plan has
been applied.
Table D.4.1 lists all the simulation cases. In total, 57 cases
have been simulated: 26 for North
Manila (Case E-4 = Case D-1 and Case S-4 = Case A-1) and 31 for
South Manila (Case E-4 =
Case D-1 and Case S-4 = Case A-2).
-
Comment
Estero & Other Improvement Reach Basin Pump Rainfall Tide or
Landuse
Main Case Sub-Case ID Run Drainage Main Works Water Level
Calibration Calibration C C-1 Existing - Existing Existing
August-99 August-99Existing
(2003)Model Calibration
P-1 Existing
P-2 Fully dredged
D-1 Existing
D-2
D-3 Fully implemented Proposed
Alternative-1 A-1
Aviles
increased,
UriUri pump
added
Alternative-2 A-2 Existing
E-1 Design 2-yr
E-2 Design 3-yr
E-3 Design 5-yr
E-4 Design 10-yr
E-5 Design 20-yr
E-6 Design 30-yr
M-1 Design 2-yr
M-2 Design 3-yr
M-3 Design 5-yr
M-4 Design 10-yr
M-5 Design 20-yr
M-6 Design 30-yr
F-1 Design 2-yr
F-2 Design 3-yr
F-3 Design 5-yr
F-4 Design 10-yr
F-5 Design 20-yr
F-6 Design 30-yr
Comment
Estero & Other Improvement Reach Basin Pump Libertad
Maricaban Rainfall Tide or Landuse
Main Case Sub-Case ID Run Drainage Main Works Pond Diversion
Water Level
Calibration Calibration C C-1 Existing No Existing Existing No
No August-99 August-99Existing
(2003)Model Calibration
T-1 0-hr Lag
T-2 1-hr Lag
T-3 2-hr Lag
T-4 3-hr Lag
P-1 Existing
P-2 Fully dredged
D-1 Existing No No
D-2 No No
D-3 No Yes
D-4 Fully implemented Proposed Yes
Alternative-1 A-1Gallina
increasedYes No
Alternative-2 A-2 Existing Yes Yes
E-1 Design 2-yr
E-2 Design 3-yr
E-3 Design 5-yr
E-4 Design 10-yr
E-5 Design 20-yr
E-6 Design 30-yr
M-1 Design 2-yr
M-2 Design 3-yr
M-3 Design 5-yr
M-4 Design 10-yr
M-5 Design 20-yr
M-6 Design 30-yr
F-1 Design 2-yr
F-2 Design 3-yr
F-3 Design 5-yr
F-4 Design 10-yr
F-5 Design 20-yr
F-6 Design 30-yr
Existing
Existing
Proposed
Proposed
Proposed
Existing
ExistingNo
Existing
Existing
Proposed
Proposed
ProposedFully
implemented
Yes
Existing
No
Existing
Fully
dredgedFuture
Model Cases Model Network
South Manila
Boundary Condition
Design
Aviles
increased,
UriUri pump
added (Same as
Alternative A-1)
E
Design
Design
For damage
analysis without
project condition
For damage
analysis with full
project
implementation (as
of M/P menu)
Future
Future
Table D.4.1 Hydrodynamic Simulation Cases
Effect of pump
Fully
implemented
Boundary Condition
Alternative Study A
Pump Effect
Existing
Model Cases Model Network
Fully
dredged
Sampaloc
Interceptor
Simulation
Sensitivity
Analyses
-
P No
Channel
Improvement
Effect
D Existing
No
Effect of
improvement
works
No FutureDesign 10-yr Design
Design 10-yrNo Alternative
selection
No operation Design FutureDesign 10-yrNo
Simulation
Sensitivity
Analyses
Tide Effect T
Pump Effect P
Channel
Improvement
Effect
D
Design 10-yrExisting
(2003)
Determine Lag
time between
design rainfall and
tide peak
Existing No Existing No
Future Effect of pumpNo No operation No NoExisting
Design 10-yr Design
Design 10-yr Design
Future
Effect of
improvement
works
Fully
dredged
Alternative Study AFully
dredged
Fully
implementedDesign 10-yr Design Future
Existing E Existing
Selected
AlternativeM
Fully
dredged
Alternative
selection
For damage
analysis without
project condition
No
Fully
implemented
No
Yes
Yes
(Same as
Alternative A-
2)
Existing No
No
Aviles increased No
Scenario
Simulation
North Manila
Design Future
For damage
analysis with full
project
implementation (as
of M/P menu)
Design FutureNo
Existing
Existing
Selected
Alternative
Partially
dredged
Partially
implemented
Scenario
Simulation
Fully
dredged
No
Selected
AlternativeM
Design Future
For damage
analysis with
partial project
implementation (as
of F/S menu)
Selected
AlternativeF
Partially
dredgedPartially implemented Existing Design
F
Future
For damage
analysis with
partial project
implementation (as
of F/S menu)
No No
D - 4
-
D - 5
D.5 MODEL DEVELOPMENT FOR EXISTING CONDITION
Schematic diagrams of model networks under existing condition
for south and north drainage
areas (Case C-1 and other cases with existing estero and
drainage mains) are shown in Figure
D.5.1 and Figure D.5.2, respectively. There are slight
differences in model networks for
different cases as listed in Table D.4.1. Summary of features of
simulation setup for south and
north drainage areas is presented in Table D.5.1. Simulation
model has been set up for total
areas of 28.39 and 40.76 km2 covering 98% and 93% for North and
South Manila, respectively.
Total area covered by hydrodynamic simulation is 69.15 km2,
which is about 95% of the total
Study area. Total length of simulation network for north and
south drainage areas includes
24.12 and 35.05 km of estero and 17.15 and 20.79 km of drainage
main, respectively, and roads
with connections. Total number of cross-sections for north and
south drainage areas are 181
(49 from JICA Study Team (2004) and 132 from SEDLMM (2000)) and
217 (132 from JICA
Study Team (2004) and 85 from SEDLMM (2000)), respectively.
Total number of nodes for
north and south drainage areas is 389 and 360, respectively.
Total number of pumps for north
and south drainage areas is 8 and 9, respectively (with equal
numbers of gates).
Table D.5.1 Summary of Features of Model Development
Feature Attribute Drainage Area
North South Total
Nodes (maximum)
(varies by case)
Manholes along drainage mains,
junctions of estero and drainage
mains, nodes on roads (number of
nodes)
389 360 749
Links (maximum)
(varies by case)
Esteros, drainage mains and roads
(number of links) 616 469 1,085
Estero (length in m) 24,117 35,054 59,171
Estero (number of reaches) 18 17 35
Drainage main
(length in m) 17,154 20,788 37,942
Estero and Drainage
Mains (maximum)
(varies by case)
Drainage main (number) 18 18 36
9 m wide (length in m) 13,835 8,768 22,603
16 m wide (length in m) 12,399 10,594 22,993 Roads (maximum)
(varies by case) 20 m wide (length in m) 14,378 26,401
40,779
JICA Study Team (2004) survey
(number) 49 132 181 Cross-Sections
(maximum)
(varies by case) SEDLMM (2000) survey
(number) 132 85 217
Pumping stations (number) 8 9 17 Hydraulic Facilities
(maximum)
(varies by case) Gates (number) 8 9 17
Area (ha) 2,839 4,076 6,915 Reach-Basins
(maximum)
(varies by case) Catchment (number) 51 55 106
-
D - 8
D.6 MODEL CALIBRATION
The developed simulation models for both North and South Manila
have been calibrated against
1999 inundation depth and duration surveyed by SEDLMM (2000).
The 1999 inundation has
a return period of 10 years or less. After developing model
networks for North and South
Manila under existing condition, model calibration has been
carried out through the process of
runoff analysis and hydrodynamic simulation. The main model
parameters were time of
concentration of the catchments’ contributing flow and storage
in the flood plain or reach basins.
However, to keep the calibration process simple, time of
concentration has been estimated
separately instead of calibrating it inside the MOUSE model.
During the estimation of time of
concentration by reach basin, runoff analysis has been carried
out repeatedly with different flow
velocity and the peak runoff by each reach basin has been
checked so that the runoff analysis
produces reasonable specific runoff for all the reach basins.
The estimated time of
concentration (called lag time in MOUSE runoff model) by reach
basins as well as other basin
parameters like runoff coefficient, areal reduction factor etc.
were inputted directly in the runoff
model of MOUSE. It should be noted that flow velocity in
channels was estimated based on
the existing condition, which reflects the effects of deposition
of garbage and sediment, for
calibration case. As for the storage in the reach basins, road
network, as detailed as possible,
has been carefully integrated into the model through repeated
simulation of the hydrodynamic
model. In a similar manner, after several runs of the
hydrodynamic model of MOUSE,
roughness coefficient of road has been selected as 0.10, which
produces good agreement with
1999 observed inundation maps. This means that roads in the
present simulation model act as
virtual floodplain channels that reflect the effects of
buildings surrounding those on inundation
flow. For catchments in the uppermost reaches of the esteros (2
in North Manila with reach
basin ID RNE 02_03 and RNE 03_01 and 2 in South Manila with
reach basin ID RSE 18_02
and RSE 19_01) for which no road network has been set up,
storages of those catchments have
been included in the basin nodes of uppermost estero of those
catchments as elevation-area data.
Stage-storage relation of the above mentioned reach basins have
been extracted using GIS
database of contour and basin boundary.
(1) Runoff Model
Runoff model in MOUSE consists of loss model that defines loss
due to infiltration and storages,
and hydrograph model that defines the shape of runoff
hydrograph. For the present study,
Proportional Loss, or in other words Rational Method, has been
applied as the loss model.
Rational Method is almost standard for runoff analysis of urban
area. Rational method has
been applied extensively by previous studies due to less
parameter and easiness in application
with acceptable degree of accuracy. As for the shape of
hydrograph, triangular unit
hydrograph of the Unit Hydrograph Model (UHM) has been selected,
which produces runoff
hydrograph with peak runoff very close to peak runoff calculated
by Rational method (a little bit
less due to non-symmetric nature of triangular unit hydrograph
applied by MOUSE UHM
model).
For ease of modeling, small sub-basins have been grouped into
reach-basins, where a reach
basin is defined as the catchment contributing flow to a reach
or branch between two junctions
of estero-drainage mains. In total, 106 reach basins or
catchments have been inputted in the
runoff model with 51 and 55 for North and South Manila,
respectively. In the MOUSE runoff
model, the runoff parameters were area (in ha), aerial reduction
factor, runoff coefficient and lag
time (in hour). Table D.6.1 and D.6.2 show the runoff parameters
for both the existing and the
proposed drainage schemes.
-
D - 9
As for rainfall, hourly rainfall data at Port Area from August
1-6, 1999 (5 days) has been used.
Due to absence of hourly (chart) rainfall data at Science Garden
and no data at NAIA and
Napindan, only Port Area rainfall has been used for runoff
analysis. To include the effect of
spatial distribution of rainfall, aerial reduction factor for
each reach basin has been applied.
(2) Boundary Condition
Hourly tide level at Manila Bay and observed water level along
the Pasig River during 1999
inundation has been applied as dynamic boundary condition at the
downstream mouths of
esteros and drainage mains. Figure D.6.1 shows the observed
water levels at different pump
stations along the Pasig River. Rainfall at Port Area and tide
at Manila Bay during 1999
inundation are presented in the meteo-hydrology part. No return
flow from the Pasig River
through small outlets of drainage was taken into account in the
simulation model, because of
difficulty to estimate it and its uncertainty.
(3) Pump and Gate
There exist 7 large pumps in the North and 8 large pumps in the
South Manila. Start and stop
levels of each pump station along with design capacity is listed
in Table D.6.2. Differential
type pumps have been set up in the MOUSE model along with
non-return valves at gate of each
pump station. Capacity curve (dH-Q data) of each pump station
has been calculated based on
only available experimental data at Vitas pump station assuming
that all the pump stations
behave in a similar way. The capacity curve tables of the pump
stations are presented in Table
D.6.3.
(4) Hydrodynamic Simulation
Fully dynamic wave model has been applied for hydrodynamic
simulation. Variable time step
of 30 to 600 seconds with an increasing factor of 1.5 has been
used since MOUSE automatically
adjusts the time step to get the maximum optimum time step that
produces stable simulation.
MOUSE automatically calculates an initial water surface based on
boundary condition applying
non-uniform flow equation. Even though, at the onset of
simulation, the initial water level
might deviate from real or design condition, within a few time
steps, the water levels at every
point of the simulation network come close to real or design
condition and no problem could be
encountered with automatic adjustment of initial water level of
MOUSE model.
Manning’s roughness coefficient for esteros and drainage mains
have been selected based on
information of estero and drainage mains’ bed and side materials
(from survey result), field visit,
previous studies and FCSEC guidelines.
Type of Manning’s Roughness Coefficient (n value)
Channel Existing Condition Improved Condition
Estero 0.030 0.025
Drainage Main 0.018 0.015
Road (Floodplain) 0.10 0.10
Inflow points of runoff from the catchments to the simulation
network (at nodes) have been
specified based on topography, laterals, catchment shape, flow
path etc.
-
Blo
ckB
asin
Rea
chA
real
Flo
wIn
let
IDID
IDR
edu
ctio
nE
xis
tin
gF
utu
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eng
thF
low
Vel
.F
low
Tim
eF
low
Vel
.F
low
Tim
eT
ime
Ex
isti
ng
Dre
dg
ed
(km
2)
(ha)
Fac
tor
CC
(m)
(m/s
)(s
)(m
/s)
(s)
(s)
(hr)
(hr)
N0
5N
05
_0
1R
ND
01
_0
11
.13
11
2.6
60
.99
0.8
30
.83
11
57
1.0
01
15
71
.00
11
57
99
70
.60
0.6
0
N0
5N
05
_0
1R
ND
02
_0
10
.62
61
.83
1.0
00
.81
0.8
58
73
0.7
81
11
71
.75
49
96
29
0.4
80
.31
N0
5N
05
_0
1R
ND
03
_0
10
.23
22
.90
1.0
00
.79
0.8
54
29
0.1
04
29
11
.19
36
07
20
1.3
90
.30
N0
4N
04
_0
2R
ND
04
_0
10
.49
49
.39
1.0
00
.79
0.7
95
11
1.1
44
48
1.6
53
09
80
00
.35
0.3
1
N0
4N
04
_0
1R
ND
05
_0
11
.06
10
5.7
00
.99
0.4
70
.47
17
52
0.7
52
32
71
.27
13
82
12
06
0.9
80
.72
N0
4N
04
_0
1R
ND
05
_0
20
.98
98
.35
1.0
00
.70
0.7
01
21
90
.39
30
93
1.2
01
01
41
61
41
.31
0.7
3
N0
4N
04
_0
1R
ND
06
_0
10
.58
57
.92
1.0
00
.66
0.6
66
30
1.2
35
13
1.7
23
66
14
37
0.5
40
.50
N0
1N
01
_0
1R
ND
07
_0
10
.22
21
.52
1.0
00
.69
0.7
66
54
1.3
44
86
1.6
63
94
65
80
.32
0.2
9
N0
1N
01
_0
1R
ND
07
_0
20
.49
49
.39
1.0
00
.79
0.7
93
86
1.0
63
64
1.6
52
34
19
84
0.6
50
.62
N0
1N
01
_0
1R
ND
08
_0
10
.44
43
.53
1.0
00
.73
0.7
37
19
0.9
17
90
1.3
65
27
11
18
0.5
30
.46
N0
1N
01
_0
1R
ND
08
_0
20
.71
70
.55
1.0
00
.74
0.7
46
45
0.8
47
71
1.3
04
97
14
96
0.6
30
.55
N0
1N
01
_0
1R
ND
09
_0
10
.59
59
.20
1.0
00
.74
0.7
41
36
80
.10
13
68
40
.76
18
00
12
50
4.1
50
.85
N0
1N
01
_0
1R
ND
12
_0
10
.47
46
.85
1.0
00
.67
0.7
58
59
0.3
52
45
51
.67
51
51
09
20
.99
0.4
5
N0
1N
01
_0
1R
ND
12
_0
20
.65
64
.72
1.0
00
.64
0.6
47
36
0.8
98
22
2.1
63
41
11
08
0.5
40
.40
N0
1N
01
_0
2R
ND
13
_0
10
.86
86
.29
1.0
00
.74
0.7
76
69
1.6
54
05
2.2
82
93
30
71
0.9
70
.93
N0
2N
02
_0
1R
ND
14
_0
10
.93
92
.64
1.0
00
.72
0.7
46
40
1.3
14
90
1.6
43
90
25
31
0.8
40
.81
N0
2N
02
_0
2R
ND
15
_0
10
.51
51
.34
1.0
00
.61
0.7
21
14
60
.67
17
13
0.9
21
25
18
96
0.7
20
.60
N0
2N
02
_0
2R
ND
16
_0
10
.37
36
.88
1.0
00
.69
0.6
99
05
0.9
49
64
1.2
27
43
81
60
.49
0.4
3
N0
2N
02
_0
2R
ND
16
_0
20
.94
94
.30
1.0
00
.69
0.6
91
58
1.3
01
21
1.6
49
72
43
70
.71
0.7
0
N0
2N
02
_0
2R
ND
17
_0
10
.38
37
.70
1.0
00
.74
0.7
48
24
1.2
46
66
1.6
45
03
40
30
.30
0.2
5
N0
2N
02
_0
2R
ND
18
_0
10
.24
23
.84
1.0
00
.74
0.7
42
12
0.6
23
40
1.0
02
12
70
50
.29
0.2
5
N0
3N
03
_0
1R
ND
19
_0
11
.21
12
0.8
00
.99
0.6
50
.65
67
41
.46
46
31
.94
34
81
45
80
.53
0.5
0
N0
4N
04
_0
1R
NE
01
_0
10
.14
13
.61
1.0
00
.52
0.6
08
35
1.0
18
22
0.9
98
47
11
91
0.5
60
.57
N0
1N
01
_0
1R
NE
01
_0
20
.32
32
.21
1.0
00
.82
0.8
21
11
70
.99
11
31
1.3
28
47
57
60
.47
0.4
0
N0
4N
04
_0
1R
NE
02
_0
10
.16
16
.50
1.0
00
.98
0.8
51
83
21
.07
17
07
1.2
01
52
11
27
80
.83
0.7
8
N0
4N
04
_0
1R
NE
02
_0
20
.04
3.9
31
.00
0.8
20
.82
53
50
.69
76
92
.99
17
91
48
0.2
50
.09
N0
4N
04
_0
1R
NE
02
_0
33
.44
34
4.4
50
.98
0.6
80
.68
19
13
1.9
79
69
2.2
38
58
39
85
1.3
81
.35
N0
4N
04
_0
1R
NE
03
_0
13
.02
30
1.9
00
.98
0.7
50
.75
22
02
1.6
81
31
41
.94
11
35
40
67
1.4
91
.44
N0
1N
01
_0
3R
NE
04
_0
10
.30
29
.61
1.0
00
.79
0.7
95
20
1.1
24
64
1.5
73
30
11
40
0.4
50
.41
N0
1N
01
_0
2R
NE
04
_0
20
.18
17
.70
1.0
00
.78
0.7
86
18
1.2
94
80
1.6
83
68
57
20
.29
0.2
6
N0
1N
01
_0
1R
NE
04
_0
30
.83
82
.99
1.0
00
.79
0.7
91
30
00
.65
19
85
0.9
01
44
59
80
0.8
20
.67
N0
1N
01
_0
2R
NE
05
_0
10
.80
79
.62
1.0
00
.80
0.8
09
38
1.0
09
38
1.2
37
60
16
98
0.7
30
.68
N0
1N
01
_0
2R
NE
06
_0
10
.39
39
.22
1.0
00
.74
0.7
41
30
00
.77
16
89
1.3
79
50
51
80
.61
0.4
1
N0
1N
01
_0
2R
NE
07
_0
10
.33
33
.40
1.0
00
.76
0.7
61
02
31
.03
99
70
.70
14
51
39
20
.39
0.5
1
N0
1N
01
_0
1R
NE
07
_0
20
.07
6.8
71
.00
0.7
00
.70
42
90
.88
48
90
.68
62
83
20
0.2
20
.26
N0
1N
01
_0
1R
NE
07
_0
30
.19
18
.87
1.0
00
.74
0.7
43
40
0.8
14
20
0.5
56
18
53
40
.26
0.3
2
N0
1N
01
_0
1R
NE
08
_0
10
.27
26
.76
1.0
00
.74
0.7
46
89
0.9
47
31
1.5
64
42
77
60
.42
0.3
4
N0
1N
01
_0
1R
NE
09
_0
10
.25
24
.61
1.0
00
.75
0.7
53
65
0.7
34
97
0.9
43
88
66
60
.32
0.2
9
N0
1N
01
_0
1R
NE
10
_0
10
.18
17
.61
1.0
00
.73
0.7
85
25
0.4
31
21
31
.00
52
44
50
0.4
60
.27
N0
1N
01
_0
1R
NE
11
_0
10
.04
3.6
71
.00
0.7
00
.70
00
.50
00
.50
09
18
0.2
60
.26
N0
2N
02
_0
1R
NE
12
_0
10
.76
76
.08
1.0
00
.75
0.7
58
97
1.6
55
44
1.3
66
62
16
96
0.6
20
.66
N0
2N
02
_0
1R
NE
13
_0
10
.10
10
.03
1.0
00
.71
0.7
13
82
0.3
61
07
00
.84
45
64
74
0.4
30
.26
N0
2N
02
_0
2R
NE
14
_0
10
.35
35
.40
1.0
00
.74
0.7
47
22
0.7
11
02
40
.94
76
75
42
0.4
30
.36
N0
2N
02
_0
1R
NE
14
_0
20
.51
50
.53
1.0
00
.72
0.7
29
00
1.3
76
56
1.4
56
19
75
80
.39
0.3
8
N0
2N
02
_0
2R
NE
15
_0
10
.06
5.5
71
.00
0.6
60
.74
48
60
.50
97
20
.50
97
29
46
0.5
30
.53
N0
2N
02
_0
2R
NE
16
_0
10
.04
4.1
81
.00
0.7
60
.76
34
02
.47
13
80
.91
37
62
46
0.1
10
.17
N0
2N
02
_0
2R
NE
17
_0
10
.28
28
.26
1.0
00
.73
0.7
36
80
0.9
76
97
1.4
74
62
83
20
.42
0.3
6
N0
2N
02
_0
2R
NE
18
_0
10
.07
6.9
41
.00
0.7
40
.74
36
00
.38
95
40
.68
53
22
68
0.3
40
.22
N0
2N
02
_0
2R
NE
19
_0
10
.04
3.9
91
.00
0.7
10
.71
32
81
.54
21
31
.30
25
22
44
0.1
30
.14
N0
3N
03
_0
1R
NE
20
_0
11
.16
11
6.1
90
.99
0.7
10
.71
11
67
1.2
99
03
2.0
25
78
19
90
0.8
00
.71
Are
a
Ru
no
ff C
oef
fici
ent
Rea
ch B
asinT
ab
le D
.6.1
Ru
no
ff C
alc
ula
tio
n P
ara
me
ters
fo
r N
ort
h M
an
ila
(1
/2)
Ex
isti
ng
Dre
dg
e dT
ime
of
Co
n. (L
ag T
ime)
(Ex
isti
ng
Dra
ina
ge
Sc
he
me
)
D - 10
-
Blo
ckB
asin
Rea
chA
real
Flo
wIn
let
IDID
IDR
edu
ctio
nE
xis
tin
gF
utu
reL
eng
thF
low
Vel
.F
low
Tim
eF
low
Vel
.F
low
Tim
eT
ime
Ex
isti
ng
Dre
dg
ed
(km
2)
(ha)
Fac
tor
CC
(m)
(m/s
)(s
)(m
/s)
(s)
(s)
(hr)
(hr)
N0
5N
05
_0
1R
ND
01
_0
11
.13
11
2.6
60
.99
0.8
30
.83
11
57
1.0
01
15
71
.00
11
57
99
70
.60
0.6
0
N0
5N
05
_0
1R
ND
02
_0
10
.62
61
.83
1.0
00
.81
0.8
58
73
0.7
81
11
71
.75
49
96
29
0.4
80
.31
N0
5N
05
_0
1R
ND
03
_0
10
.23
22
.90
1.0
00
.79
0.8
54
29
0.1
04
29
11
.19
36
07
20
1.3
90
.30
N0
4N
04
_0
2R
ND
04
_0
10
.49
49
.39
1.0
00
.79
0.7
95
11
1.1
44
48
1.6
53
09
80
00
.35
0.3
1
N0
4N
04
_0
1R
ND
05
_0
11
.05
10
5.1
20
.99
0.4
70
.47
17
52
0.7
52
32
71
.27
13
82
12
06
0.9
80
.72
N0
4N
04
_0
1R
ND
05
_0
20
.95
94
.59
1.0
00
.70
0.7
04
00
0.3
91
01
51
.20
33
32
20
00
.89
0.7
0
N0
2N
04
_0
1R
ND
06
_0
10
.62
61
.68
1.0
00
.66
0.6
66
30
1.2
35
13
1.7
23
66
14
37
0.5
40
.50
N0
1N
01
_0
1R
ND
07
_0
10
.22
21
.52
1.0
00
.69
0.7
66
54
1.3
44
86
1.6
63
94
65
80
.32
0.2
9
N0
1N
01
_0
1R
ND
07
_0
20
.20
20
.30
1.0
00
.79
0.7
93
86
1.0
63
64
1.6
52
34
10
00
0.3
80
.34
N0
1N
01
_0
1R
ND
08
_0
10
.44
43
.53
1.0
00
.73
0.7
37
19
0.9
17
90
1.3
65
27
11
18
0.5
30
.46
N0
1N
01
_0
1R
ND
08
_0
20
.71
70
.55
1.0
00
.74
0.7
46
45
0.8
47
71
1.3
04
97
14
96
0.6
30
.55
N0
1N
01
_0
1R
ND
09
_0
10
.59
59
.20
1.0
00
.74
0.7
41
36
80
.10
13
68
40
.76
18
00
12
50
4.1
50
.85
N0
1N
01
_0
1R
ND
12
_0
10
.47
46
.85
1.0
00
.67
0.7
58
59
0.3
52
45
51
.67
51
51
09
20
.99
0.4
5
N0
1N
01
_0
1R
ND
12
_0
20
.65
64
.72
1.0
00
.64
0.6
47
36
0.8
98
22
2.1
63
41
11
08
0.5
40
.40
N0
1N
01
_0
2R
ND
13
_0
10
.86
86
.29
1.0
00
.74
0.7
76
69
1.6
54
05
2.2
82
93
30
71
0.9
70
.93
N0
2N
02
_0
1R
ND
14
_0
10
.93
92
.64
1.0
00
.72
0.7
46
40
1.3
14
90
1.6
43
90
25
31
0.8
40
.81
N0
2N
02
_0
2R
ND
15
_0
10
.51
51
.34
1.0
00
.61
0.7
21
14
60
.67
17
13
0.9
21
25
18
96
0.7
20
.60
N0
2N
02
_0
2R
ND
16
_0
10
.37
36
.88
1.0
00
.69
0.6
99
05
0.9
49
64
1.2
27
43
81
60
.49
0.4
3
N0
2N
02
_0
2R
ND
16
_0
20
.94
94
.30
1.0
00
.69
0.6
91
58
1.3
01
21
1.6
49
72
43
70
.71
0.7
0
N0
2N
02
_0
2R
ND
17
_0
10
.38
37
.70
1.0
00
.74
0.7
48
24
1.2
46
66
1.6
45
03
40
30
.30
0.2
5
N0
2N
02
_0
2R
ND
18
_0
10
.24
23
.84
1.0
00
.74
0.7
45
60
0.6
28
99
1.0
05
60
40
00
.36
0.2
7
N0
3N
03
_0
1R
ND
19
_0
11
.21
12
0.8
00
.99
0.6
50
.65
67
41
.46
46
31
.94
34
81
45
80
.53
0.5
0
N0
4N
04
_0
1R
NE
01
_0
10
.14
13
.61
1.0
00
.52
0.6
08
35
1.0
18
22
0.9
98
47
11
91
0.5
60
.57
N0
1N
01
_0
1R
NE
01
_0
20
.32
32
.21
1.0
00
.82
0.8
21
11
70
.99
11
31
1.3
28
47
57
60
.47
0.4
0
N0
4N
04
_0
1R
NE
02
_0
10
.16
16
.50
1.0
00
.98
0.8
51
83
21
.07
17
07
1.2
01
52
11
27
80
.83
0.7
8
N0
4N
04
_0
1R
NE
02
_0
20
.19
19
.00
1.0
00
.82
0.8
25
35
0.6
97
69
2.9
91
79
14
80
.25
0.0
9
N0
4N
04
_0
1R
NE
02
_0
33
.44
34
4.4
50
.98
0.6
80
.68
19
13
1.9
79
69
2.2
38
58
39
85
1.3
81
.35
N0
4N
04
_0
1R
NE
03
_0
13
.02
30
1.9
00
.98
0.7
50
.75
22
02
1.6
81
31
41
.94
11
35
40
67
1.4
91
.44
N0
1N
01
_0
3R
NE
04
_0
10
.30
29
.61
1.0
00
.79
0.7
95
20
1.1
24
64
1.5
73
30
11
40
0.4
50
.41
N0
1N
01
_0
2R
NE
04
_0
20
.18
17
.70
1.0
00
.78
0.7
86
18
1.2
94
80
1.6
83
68
57
20
.29
0.2
6
N0
1N
01
_0
1R
NE
04
_0
30
.83
82
.99
1.0
00
.79
0.7
91
30
00
.65
19
85
0.9
01
44
59
80
0.8
20
.67
N0
1N
01
_0
2R
NE
05
_0
10
.80
79
.62
1.0
00
.80
0.8
09
38
1.0
09
38
1.2
37
60
16
98
0.7
30
.68
N0
1N
01
_0
2R
NE
06
_0
10
.39
39
.22
1.0
00
.74
0.7
41
30
00
.77
16
89
1.3
79
50
51
80
.61
0.4
1
N0
1N
01
_0
2R
NE
07
_0
10
.33
33
.40
1.0
00
.76
0.7
61
02
31
.03
99
70
.70
14
51
39
20
.39
0.5
1
N0
1N
01
_0
1R
NE
07
_0
20
.07
6.8
71
.00
0.7
00
.70
42
90
.88
48
90
.68
62
83
20
0.2
20
.26
N0
1N
01
_0
1R
NE
07
_0
30
.19
18
.87
1.0
00
.74
0.7
43
40
0.8
14
20
0.5
56
18
53
40
.26
0.3
2
N0
1N
01
_0
1R
NE
08
_0
10
.27
26
.76
1.0
00
.74
0.7
46
89
0.9
47
31
1.5
64
42
77
60
.42
0.3
4
N0
1N
01
_0
1R
NE
09
_0
10
.25
24
.61
1.0
00
.75
0.7
53
65
0.7
34
97
0.9
43
88
66
60
.32
0.2
9
N0
1N
01
_0
1R
NE
10
_0
10
.18
17
.61
1.0
00
.73
0.7
85
25
0.4
31
21
31
.00
52
44
50
0.4
60
.27
N0
1N
01
_0
1R
NE
11
_0
10
.04
3.6
71
.00
0.7
00
.70
00
.50
00
.50
09
18
0.2
60
.26
N0
2N
02
_0
1R
NE
12
_0
10
.76
76
.08
1.0
00
.75
0.7
58
97
1.6
55
44
1.3
66
62
16
96
0.6
20
.66
N0
2N
02
_0
1R
NE
13
_0
10
.10
10
.03
1.0
00
.71
0.7
13
82
0.3
61
07
00
.84
45
64
74
0.4
30
.26
N0
2N
02
_0
2R
NE
14
_0
10
.35
35
.40
1.0
00
.74
0.7
47
22
0.7
11
02
40
.94
76
75
42
0.4
30
.36
N0
2N
02
_0
1R
NE
14
_0
20
.51
50
.53
1.0
00
.72
0.7
29
00
1.3
76
56
1.4
56
19
75
80
.39
0.3
8
N0
2N
02
_0
2R
NE
15
_0
10
.06
5.5
71
.00
0.6
60
.74
48
60
.50
97
20
.50
97
29
46
0.5
30
.53
N0
2N
02
_0
2R
NE
16
_0
10
.04
4.1
81
.00
0.7
60
.76
34
02
.47
13
80
.91
37
62
46
0.1
10
.17
N0
2N
02
_0
2R
NE
17
_0
10
.28
28
.26
1.0
00
.73
0.7
36
80
0.9
76
97
1.4
74
62
83
20
.42
0.3
6
N0
2N
02
_0
2R
NE
18
_0
10
.07
6.9
41
.00
0.7
40
.74
36
00
.38
95
40
.68
53
22
68
0.3
40
.22
N0
2N
02
_0
2R
NE
19
_0
10
.04
3.9
91
.00
0.7
10
.71
32
81
.54
21
31
.30
25
22
44
0.1
30
.14
N0
3N
03
_0
1R
NE
20
_0
11
.16
11
6.1
90
.99
0.7
10
.71
11
67
1.2
99
03
2.0
25
78
19
90
0.8
00
.71
N0
4N
04
_0
1R
ND
05
N_
01
0.1
51
4.6
01
.00
0.7
90
.79
58
01
.00
58
01
.00
58
05
10
0.3
00
.30
Ta
ble
D.6
.1 R
un
off
Ca
lcu
lati
on
Pa
ram
ete
rs f
or
No
rth
Ma
nil
a (
2/2
)
(Pro
po
se
d D
rain
ag
e S
ch
em
e)
Tim
e o
f C
on
. (L
ag T
ime)
Are
a
Ru
no
ff C
oef
fici
ent
Rea
ch B
asin
Dre
dg
edE
xis
tin
g
D - 11
-
Blo
ckB
asin
Rea
chA
real
Flo
wIn
let
IDID
IDR
edu
ctio
nE
xis
tin
gF
utu
reL
eng
thF
low
Vel
.F
low
Tim
eF
low
Vel
.F
low
Tim
eT
ime
Ex
isti
ng
Pro
po
sed
(km
2)
(ha)
Fac
tor
CC
(m)
(m/s
)(s
)(m
/s)
(s)
(s)
(hr)
(hr)
S0
6S
06
_0
1R
SD
01
_0
10
.93
93
.24
1.0
00
.76
0.8
11
16
01
.06
10
95
1.3
68
53
84
30
.54
0.4
7
S0
6S
06
_0
1R
SD
02
_0
10
.92
92
.44
1.0
00
.74
0.7
91
34
70
.82
16
39
1.1
91
13
27
25
0.6
60
.52
S0
4S
04
_0
1R
SD
03
_0
10
.09
8.8
01
.00
0.7
00
.70
13
31
.00
13
31
.00
13
38
99
0.2
90
.29
S0
5S
05
_0
1R
SD
04
_0
11
.00
10
0.1
50
.99
0.6
60
.66
62
61
.11
56
51
.61
38
82
12
20
.75
0.7
0
S0
5S
05
_0
1R
SD
05
_0
10
.65
64
.90
1.0
00
.71
0.7
13
93
2.0
31
93
2.6
71
47
17
85
0.5
50
.54
S0
3S
03
_0
3R
SD
07
_0
10
.23
22
.61
1.0
00
.73
0.7
34
14
0.4
78
89
0.6
36
54
13
00
0.6
10
.54
S0
3S
03
_0
3R
SD
08
_0
10
.32
32
.34
1.0
00
.71
0.7
15
18
0.6
77
78
1.1
24
62
16
00
0.6
60
.57
S0
1S
01
_0
2R
SD
09
_0
10
.22
22
.07
1.0
00
.71
0.7
17
01
0.9
27
63
1.3
25
32
63
00
.39
0.3
2
S0
1S
01
_0
2R
SD
09
_0
20
.79
78
.61
1.0
00
.73
0.7
31
60
0.6
52
45
0.8
61
85
26
00
0.7
90
.77
S0
1S
01
_0
2R
SD
10
_0
10
.32
31
.98
1.0
00
.72
0.7
28
21
0.9
38
80
1.1
57
16
77
80
.46
0.4
1
S0
1S
01
_0
2R
SD
11
_0
10
.49
48
.83
1.0
00
.68
0.6
85
43
0.5
01
08
70
.50
10
87
15
24
0.7
30
.73
S0
1S
01
_0
1R
SD
12
_0
10
.72
71
.51
1.0
00
.73
0.7
31
10
83
.17
35
03
.87
28
71
84
10
.61
0.5
9
S0
1S
01
_0
3R
SD
13
_0
10
.36
35
.68
1.0
00
.75
0.7
51
04
70
.94
11
11
1.2
88
20
68
20
.50
0.4
2
S0
1S
01
_0
3R
SD
13
_0
20
.53
52
.78
1.0
00
.71
0.7
11
50
0.9
41
59
1.2
81
18
26
22
0.7
70
.76
S0
1S
01
_0
2R
SD
14
_0
11
.14
11
3.9
60
.99
0.7
60
.76
19
92
1.1
51
73
81
.49
13
38
11
44
0.8
00
.69
S0
1S
01
_0
2R
SD
15
_0
11
.01
10
0.5
90
.99
0.7
70
.77
17
96
1.0
81
67
01
.40
12
88
11
20
0.7
70
.67
S0
1S
01
_0
2R
SD
16
_0
11
.38
13
8.0
60
.99
0.7
60
.76
17
31
0.9
31
86
81
.36
12
72
15
96
0.9
60
.80
S0
1S
01
_0
2R
SD
17
_0
10
.16
15
.85
1.0
00
.79
0.7
94
34
1.0
04
34
1.0
04
34
73
00
.32
0.3
2
S0
3S
03
_0
1R
SE
02
_0
10
.21
21
.33
1.0
00
.69
0.6
80
0.5
00
0.5
00
00
.00
0.0
0
S0
2S
02
_0
1R
SE
03
_0
10
.94
93
.90
1.0
00
.64
0.6
71
09
50
.77
14
17
0.6
01
81
11
89
90
.92
1.0
3
S0
3S
03
_0
1R
SE
04
_0
10
.19
18
.58
1.0
00
.52
0.5
80
0.5
00
0.5
00
17
43
0.4
80
.48
S0
4S
04
_0
1R
SE
05
_0
11
.48
14
8.1
40
.99
0.6
30
.63
14
50
0.7
91
83
91
.61
90
12
13
21
.10
0.8
4
S0
3S
03
_0
1R
SE
06
_0
10
.04
3.6
81
.00
0.7
30
.73
30
72
.17
14
12
.70
11
42
40
0.1
10
.10
S0
3S
03
_0
1R
SE
06
_0
21
.00
10
0.4
80
.99
0.7
50
.78
14
99
0.8
51
76
81
.33
11
25
13
40
0.8
60
.68
S0
3S
03
_0
3R
SE
06
_0
30
.08
8.4
51
.00
0.7
60
.83
48
70
.81
59
70
.81
59
73
48
0.2
60
.26
S0
3S
03
_0
1R
SE
07
_0
10
.30
29
.91
1.0
00
.69
0.7
21
08
11
.35
79
81
.51
71
75
54
0.3
80
.35
S0
3S
03
_0
2R
SE
08
_0
10
.91
91
.43
1.0
00
.60
0.6
08
54
0.9
39
17
1.8
44
65
21
40
0.8
50
.72
S0
3S
03
_0
2R
SE
08
_0
20
.23
23
.28
1.0
00
.74
0.7
47
19
0.8
88
18
1.8
43
90
64
80
.41
0.2
9
S0
3S
03
_0
3R
SE
08
_0
30
.24
23
.95
1.0
00
.75
0.7
53
54
0.8
54
15
0.8
34
26
13
54
0.4
90
.49
S0
3S
03
_0
3R
SE
08
_0
40
.87
86
.84
1.0
00
.70
0.7
02
90
0.6
44
51
0.8
43
45
88
00
.37
0.3
4
S0
1S
01
_0
1R
SE
09
_0
10
.28
28
.27
1.0
00
.62
0.6
84
12
0.4
88
61
0.9
64
29
13
72
0.6
20
.50
S0
1S
01
_0
1R
SE
09
_0
20
.44
43
.93
1.0
00
.72
0.7
29
32
0.4
22
21
10
.84
11
06
94
40
.88
0.5
7
S0
1S
01
_0
1R
SE
09
_0
30
.66
66
.00
1.0
00
.77
0.7
76
12
0.3
51
73
70
.85
72
42
15
61
.08
0.8
0
S0
1S
01
_0
2R
SE
09
_0
40
.19
19
.22
1.0
00
.78
0.7
81
10
10
.36
30
66
0.9
71
13
33
50
0.9
50
.41
S0
1S
01
_0
2R
SE
09
_0
50
.19
18
.62
1.0
00
.77
0.7
73
65
0.3
99
41
0.7
94
64
48
40
.40
0.2
6
S0
1S
01
_0
2R
SE
09
_0
60
.11
11
.38
1.0
00
.69
0.6
95
38
0.3
21
68
80
.73
73
24
24
0.5
90
.32
S0
1S
01
_0
2R
SE
09
_0
70
.11
11
.34
1.0
00
.71
0.7
16
25
0.2
52
49
20
.63
99
33
62
0.7
90
.38
S0
3S
03
_0
3R
SE
09
_0
80
.47
47
.03
1.0
00
.75
0.7
51
33
90
.37
36
42
0.6
12
19
17
02
1.2
10
.80
S0
3S
03
_0
3R
SE
09
_0
90
.67
66
.79
1.0
00
.71
0.7
11
24
60
.73
17
06
1.0
41
20
01
80
00
.97
0.8
3
S0
3S
03
_0
3R
SE
10
_0
10
.35
35
.20
1.0
00
.70
0.7
09
22
0.1
94
87
30
.71
12
95
12
60
1.7
00
.71
S0
1S
01
_0
2R
SE
11
_0
10
.04
4.2
11
.00
0.7
50
.85
73
60
.50
14
83
0.5
51
33
51
14
0.4
40
.40
S0
1S
01
_0
2R
SE
11
_0
20
.14
13
.58
1.0
00
.80
0.8
03
10
0.9
43
29
1.0
82
88
87
80
.34
0.3
2
S0
1S
01
_0
2R
SE
11
_0
30
.50
49
.88
1.0
00
.80
0.8
01
61
00
.51
31
35
1.2
21
32
06
20
1.0
40
.54
S0
1S
01
_0
2R
SE
12
_0
10
.32
32
.26
1.0
00
.70
0.7
07
61
1.1
26
79
1.5
05
08
84
80
.42
0.3
8
S0
1S
01
_0
2R
SE
12
_0
20
.28
28
.36
1.0
00
.74
0.7
45
10
0.4
11
25
40
.41
12
54
17
60
.40
0.4
0
S0
1S
01
_0
1R
SE
13
_0
10
.72
72
.37
1.0
00
.73
0.7
39
95
1.5
36
51
1.5
36
51
60
10
.35
0.3
5
S0
5S
05
_0
2R
SE
14
_0
12
.66
26
5.7
10
.98
0.6
00
.60
27
73
2.5
81
07
62
.58
10
76
18
00
0.8
00
.80
S0
1S
01
_0
2R
SE
15
_0
10
.09
8.9
51
.00
0.7
60
.76
00
.50
00
.50
01
50
00
.42
0.4
2
S0
1S
01
_0
1R
SE
16
_0
10
.64
64
.08
1.0
00
.79
0.7
97
51
1.8
54
06
2.8
32
66
17
06
0.5
90
.55
S0
1S
01
_0
1R
SE
16
_0
21
.21
12
0.6
90
.99
0.6
90
.69
10
08
2.7
83
63
2.7
83
63
21
61
0.7
00
.70
S0
1S
01
_0
1R
SE
17
_0
11
.54
15
4.2
30
.99
0.7
50
.75
17
33
0.7
42
33
61
.13
15
38
40
00
1.7
61
.54
S0
1S
01
_0
1R
SE
18
_0
12
.50
25
0.3
10
.98
0.6
30
.68
21
57
0.9
12
37
42
.14
10
08
23
22
1.3
00
.93
S0
1S
01
_0
1R
SE
18
_0
22
.94
29
3.5
00
.98
0.5
60
.65
40
34
1.7
52
30
91
.75
23
09
73
40
.85
0.8
5
S0
1S
01
_0
1R
SE
19
_0
15
.40
54
0.1
20
.96
0.5
30
.56
42
49
1.5
02
84
21
.50
28
42
12
20
.82
0.8
2
S0
1S
01
_0
3R
SE
20
_0
10
.55
54
.95
1.0
00
.64
0.6
41
19
61
.04
11
52
1.0
41
15
29
18
0.5
80
.58
Are
a
Ru
no
ff C
oef
fici
ent
Rea
ch B
asin
Tab
le D
.6.2
R
un
off
Calc
ula
tio
n P
ara
mete
rs f
or
So
uth
Man
ila (
1/2
)
Pro
po
sed
Ex
isti
ng
Tim
e o
f C
on
. (L
ag T
ime)
(Exis
tin
g D
rain
ag
e S
ch
em
e)
D - 12
-
Blo
ckB
asin
Rea
chA
real
Flo
wIn
let
IDID
IDR
edu
ctio
nE
xis
tin
gF
utu
reL
eng
thF
low
Vel
.F
low
Tim
eF
low
Vel
.F
low
Tim
eT
ime
Ex
isti
ng
Pro
po
sed
(km
2)
(ha)
Fac
tor
CC
(m)
(m/s
)(s
)(m
/s)
(s)
(s)
(hr)
(hr)
S0
6S
06
_0
1R
SD
01
_0
10
.93
93
.24
1.0
00
.76
0.8
11
16
01
.06
10
95
1.3
68
53
84
30
.54
0.4
7
S0
6S
06
_0
1R
SD
02
_0
10
.92
92
.44
1.0
00
.74
0.7
91
34
70
.82
16
39
1.1
91
13
27
25
0.6
60
.52
S0
4S
04
_0
1R
SD
03
_0
10
.09
8.8
01
.00
0.7
00
.70
13
31
.00
13
31
.00
13
38
99
0.2
90
.29
S0
5S
05
_0
1R
SD
04
_0
11
.00
10
0.1
50
.99
0.6
60
.66
62
61
.11
56
51
.61
38
82
12
20
.75
0.7
0
S0
5S
05
_0
1R
SD
05
_0
10
.65
64
.90
1.0
00
.71
0.7
13
93
2.0
31
93
2.6
71
47
17
85
0.5
50
.54
S0
3S
03
_0
3R
SD
07
_0
10
.23
22
.61
1.0
00
.73
0.7
34
14
0.4
78
89
0.6
36
54
13
00
0.6
10
.54
S0
3S
03
_0
3R
SD
08
_0
10
.32
32
.34
1.0
00
.71
0.7
15
18
0.6
77
78
1.1
24
62
16
00
0.6
60
.57
S0
1S
01
_0
2R
SD
09
_0
10
.22
22
.07
1.0
00
.71
0.7
17
01
0.9
27
63
1.3
25
32
63
00
.39
0.3
2
S0
1S
01
_0
2R
SD
09
_0
20
.79
78
.61
1.0
00
.73
0.7
31
60
0.6
52
45
0.8
61
85
26
00
0.7
90
.77
S0
1S
01
_0
2R
SD
10
_0
10
.35
35
.05
1.0
00
.72
0.7
28
21
0.9
38
80
1.1
57
16
77
80
.46
0.4
1
S0
1S
01
_0
2R
SD
11
_0
10
.49
48
.83
1.0
00
.68
0.6
85
43
0.5
01
08
70
.50
10
87
15
24
0.7
30
.73
S0
1S
01
_0
1R
SD
12
_0
10
.72
71
.51
1.0
00
.73
0.7
31
10
83
.17
35
03
.87
28
71
84
10
.61
0.5
9
S0
1S
01
_0
3R
SD
13
_0
10
.36
35
.68
1.0
00
.75
0.7
51
04
70
.94
11
11
1.2
88
20
68
20
.50
0.4
2
S0
1S
01
_0
3R
SD
13
_0
20
.53
52
.78
1.0
00
.71
0.7
11
50
0.9
41
59
1.2
81
18
26
22
0.7
70
.76
S0
1S
01
_0
2R
SD
14
_0
11
.14
11
3.9
60
.99
0.7
60
.76
19
92
1.1
51
73
81
.49
13
38
11
44
0.8
00
.69
S0
1S
01
_0
2R
SD
15
_0
11
.01
10
0.5
90
.99
0.7
70
.77
17
96
1.0
81
67
01
.40
12
88
11
20
0.7
70
.67
S0
1S
01
_0
2R
SD
16
_0
11
.38
13
8.0
60
.99
0.7
60
.76
17
31
0.9
31
86
81
.36
12
72
15
96
0.9
60
.80
S0
1S
01
_0
2R
SD
17
_0
10
.16
15
.85
1.0
00
.79
0.7
94
34
1.0
04
34
1.0
04
34
73
00
.32
0.3
2
S0
3S
03
_0
1R
SE
02
_0
10
.21
21
.33
1.0
00
.69
0.6
80
0.5
00
0.5
00
00
.00
0.0
0
S0
2S
02
_0
1R
SE
03
_0
10
.94
93
.90
1.0
00
.64
0.6
71
09
50
.77
14
17
0.6
01
81
11
89
90
.92
1.0
3
S0
3S
03
_0
1R
SE
04
_0
10
.19
18
.58
1.0
00
.52
0.5
80
0.5
00
0.5
00
17
43
0.4
80
.48
S0
4S
04
_0
1R
SE
05
_0
11
.48
14
8.1
40
.99
0.6
30
.63
14
50
0.7
91
83
91
.61
90
12
13
21
.10
0.8
4
S0
3S
03
_0
1R
SE
06
_0
10
.04
3.6
81
.00
0.7
30
.73
30
72
.17
14
12
.70
11
42
40
0.1
10
.10
S0
3S
03
_0
1R
SE
06
_0
21
.00
10
0.4
80
.99
0.7
50
.78
14
99
0.8
51
76
81
.33
11
25
13
40
0.8
60
.68
S0
3S
03
_0
3R
SE
06
_0
30
.08
8.4
51
.00
0.7
60
.83
48
70
.81
59
70
.81
59
73
48
0.2
60
.26
S0
3S
03
_0
1R
SE
07
_0
10
.30
29
.91
1.0
00
.69
0.7
21
08
11
.35
79
81
.51
71
75
54
0.3
80
.35
S0
3S
03
_0
2R
SE
08
_0
10
.91
91
.43
1.0
00
.60
0.6
08
54
0.9
39
17
1.8
44
65
21
40
0.8
50
.72
S0
3S
03
_0
2R
SE
08
_0
20
.23
23
.28
1.0
00
.74
0.7
47
19
0.8
88
18
1.8
43
90
64
80
.41
0.2
9
S0
3S
03
_0
3R
SE
08
_0
30
.24
23
.95
1.0
00
.75
0.7
53
54
0.8
54
15
0.8
34
26
13
54
0.4
90
.49
S0
3S
03
_0
3R
SE
08
_0
40
.87
86
.84
1.0
00
.70
0.7
02
90
0.6
44
51
0.8
43
45
88
00
.37
0.3
4
S0
1S
01
_0
1R
SE
09
_0
10
.28
28
.27
1.0
00
.62
0.6
84
12
0.4
88
61
0.9
64
29
13
72
0.6
20
.50
S0
1S
01
_0
1R
SE
09
_0
20
.44
43
.93
1.0
00
.72
0.7
29
32
0.4
22
21
10
.84
11
06
94
40
.88
0.5
7
S0
1S
01
_0
1R
SE
09
_0
30
.66
66
.00
1.0
00
.77
0.7
76
12
0.3
51
73
70
.85
72
42
15
61
.08
0.8
0
S0
1S
01
_0
2R
SE
09
_0
40
.19
19
.22
1.0
00
.78
0.7
81
10
10
.36
30
66
0.9
71
13
33
50
0.9
50
.41
S0
1S
01
_0
2R
SE
09
_0
50
.16
15
.56
1.0
00
.77
0.7
73
65
0.3
99
41
0.7
94
64
48
40
.40
0.2
6
S0
1S
01
_0
2R
SE
09
_0
60
.11
11
.38
1.0
00
.69
0.6
95
38
0.3
21
68
80
.73
73
24
24
0.5
90
.32
S0
1S
01
_0
2R
SE
09
_0
70
.11
11
.34
1.0
00
.71
0.7
16
25
0.2
52
49
20
.63
99
33
62
0.7
90
.38
S0
3S
03
_0
3R
SE
09
_0
80
.47
47
.03
1.0
00
.75
0.7
51
33
90
.37
36
42
0.6
12
19
17
02
1.2
10
.80
S0
3S
03
_0
3R
SE
09
_0
90
.67
66
.79
1.0
00
.71
0.7
11
24
60
.73
17
06
1.0
41
20
01
80
00
.97
0.8
3
S0
3S
03
_0
3R
SE
10
_0
10
.35
35
.20
1.0
00
.70
0.7
09
22
0.1
94
87
30
.71
12
95
12
60
1.7
00
.71
S0
1S
01
_0
2R
SE
11
_0
10
.04
4.2
11
.00
0.7
50
.85
73
60
.50
14
83
0.5
51
33
51
14
0.4
40
.40
S0
1S
01
_0
2R
SE
11
_0
20
.14
13
.58
1.0
00
.80
0.8
03
10
0.9
43
29
1.0
82
88
87
80
.34
0.3
2
S0
1S
01
_0
2R
SE
11
_0
30
.50
49
.88
1.0
00
.80
0.8
01
61
00
.51
31
35
1.2
21
32
06
20
1.0
40
.54
S0
1S
01
_0
2R
SE
12
_0
10
.32
32
.26
1.0
00
.70
0.7
07
61
1.1
26
79
1.5
05
08
84
80
.42
0.3
8
S0
1S
01
_0
2R
SE
12
_0
20
.28
28
.36
1.0
00
.74
0.7
45
10
0.4
11
25
40
.41
12
54
17
60
.40
0.4
0
S0
1S
01
_0
1R
SE
13
_0
10
.72
72
.37
1.0
00
.73
0.7
39
95
1.5
36
51
1.5
36
51
60
10
.35
0.3
5
S0
5S
05
_0
2R
SE
14
_0
12
.66
26
5.7
10
.98
0.6
00
.60
27
73
2.5
81
07
62
.58
10
76
18
00
0.8
00
.80
S0
1S
01
_0
2R
SE
15
_0
10
.09
8.9
51
.00
0.7
60
.76
00
.50
00
.50
01
50
00
.42
0.4
2
S0
1S
01
_0
1R
SE
16
_0
10
.64
64
.08
1.0
00
.79
0.7
97
51
1.8
54
06
2.8
32
66
17
06
0.5
90
.55
S0
1S
01
_0
1R
SE
16
_0
21
.21
12
0.6
90
.99
0.6
90
.69
10
08
2.7
83
63
2.7
83
63
21
61
0.7
00
.70
S0
1S
01
_0
1R
SE
17
_0
11
.54
15
4.2
30
.99
0.7
50
.75
17
33
0.7
42
33
61
.13
15
38
40
00
1.7
61
.54
S0
1S
01
_0
1R
SE
18
_0
12
.50
25
0.3
10
.98
0.6
30
.68
21
57
0.9
12
37
42
.14
10
08
23
22
1.3
00
.93
S0
1S
01
_0
1R
SE
18
_0
22
.94
29
3.5
00
.98
0.5
60
.65
40
34
1.7
52
30
91
.75
23
09
73
40
.85
0.8
5
S0
1S
01
_0
1R
SE
19
_0
15
.40
54
0.1
20
.96
0.5
30
.56
42
49
1.5
02
84
21
.50
28
42
12
20
.82
0.8
2
S0
1S
01
_0
3R
SE
20
_0
10
.55
54
.95
1.0
00
.64
0.6
41
19
61
.04
11
52
1.0
41
15
29
18
0.5
80
.58
Tab
le D
.6.2
R
un
off
Calc
ula
tio
n P
ara
mete
rs f
or
So
uth
Man
ila (
2/2
)
(Pro
po
sed
Dra
inag
e S
ch
em
e)
Tim
e o
f C
on
. (L
ag T
ime)
Are
a
Ru
no
ff C
oef
fici
ent
Rea
ch B
asin
Pro
po
sed
Ex
isti
ng
D - 13
-
Sour
ce:
Com
pile
d da
ta u
sing
raw
dat
a fr
om p
ump
stat
ions
off
ices Fig
ure
D.6
.1
Wat
er L
evel
s d
uri
ng
199
9 In
un
dat
ion
at
Pu
mp
Sta
tio
ns
alo
ng
Pas
ig R
iver
Val
enci
a P
S
10.5
11.0
11.5
12.0
12.5
13.0 0
7/31
07/3
108
/01
08/0
108
/02
08/0
208
/03
08/0
308
/04
08/0
408
/05
Tim
e
Water Level (EL. m)
Esc
olta
PS
10.5
11.0
11.5
12.0 0
7/31
07/3
108
/01
08/0
108
/02
08/0
208
/03
08/0
308
/04
08/0
408
/05
Tim
e
Water Level (EL. m)
Avi
les
PS
11.0
11.5
12.0
12.5 0
7/31
07/3
108
/01
08/0
108
/02
08/0
208
/03
08/0
308
/04
08/0
408
/05
Tim
e
Water Level (EL. m)
Lib
erta
d P
S
10.5
11.0
11.5
12.0 0
7/31
07/3
108
/01
08/0
108
/02
08/0
208
/03
08/0
308
/04
08/0
408
/05
Tim
e
Water Level (EL. m)
Bal
ete
PS
10.5
11.0
11.5
12.0
12.5 0
7/31
07/3
108
/01
08/0
108
/02
08/
![· 6] 111. What was Mickey Mouse? (B) near the church. B] D] Mickey Mouse was a rat in Walt Disney's house Mickey Mouse was a funny animal cartoon character](https://img.pdfslide.net/doc/110x75/5ea6b9117f2a834b83233723/6-111-what-was-mickey-mouse-b-near-the-church-b-d-mickey-mouse-was-a-rat.jpg)
