5. technical note
TRANSCRIPT
A5-1
5. Technical Note
A5-2
A5-3
A6-1
6. Minutes of Stake Holder Meeting and EIA Certificate Letter
A6-2
A6-3
A6-4
A6-5
A6-6
A6-7
A6-8
A6-9
A6-10
A6-11
A6-12
A6-13
A6-14
A6-15
A6-16
A6-17
A3-1
3. D
esig
n D
ata
Ap
pen
dix
3-1
Tra
ffic
Su
rvey
Res
ult
(1)
Tra
ffic
Vol
ume
Seda
n /
Pick
-up
/Va
n /
Min
iSt
anda
rd &
2-Ax
le3-
Axle
Artic
ulat
edM
otor
bike
,Bi
cycl
e,An
imal
Wal
ker
Wag
on4W
DM
ini B
usTr
uck
Larg
e Bu
sTr
uck
Truc
kTr
uck
Bike
Trai
ler
Tric
ycle
Cart
Rem
arks
Chic
hiri
RAto
Yian
akis
RA
4,10
23,
674
2,50
942
522
659
8520
820
281
40
1,59
54:
00 -
22:
00
Yian
akis
RA
toCh
ichi
ri RA
3,51
84,
016
3,00
551
010
622
630
037
732
280
50
2,17
64:
00 -
22:
00
7,62
07,
690
5,51
493
512
888
538
558
552
41,
619
03,
771
Yian
akis
RA
toSt
anda
rd B
ank
IC2,
403
1,79
61,
962
450
1518
432
2812
346
50
1,80
86:
00 -
18:
00
Stan
dard
ban
k IC
toYi
anak
is R
a2,
428
2,05
51,
587
328
414
748
4110
842
50
1,64
16:
00 -
18:
00
4,83
13,
851
3,54
977
819
331
8069
231
890
03,
449
Stan
dard
ban
k IC
toIll
ovo
RA
736
582
1,12
497
180
7936
2212
529
70
3,19
26:
00 -
18:
00
Illov
o RA
toSt
anda
rd b
ank
IC3,
198
2,33
33,
009
155
7940
018
4115
193
30
3,13
06:
00 -
18:
00
3,93
42,
915
4,13
325
225
947
954
6327
61,
230
06,
322
Tota
l16
,385
14,4
5613
,196
1,96
540
61,
695
519
717
1,03
13,
739
013
,542
*Not
e :
Aver
age
data
of 2
day
s, N
ov. 1
0 an
d 12
, 200
9.
Sect
ion-
3(1
8 hr
s)
Sub-
Tota
l
Sect
ion-
4(1
2 hr
s)
Sect
ion-
5(1
2 hr
s)
Sub-
Tota
l
Sub-
Tota
l
I: L
ight
Veh
icle
sII:
Med
ium
Veh
icle
sIII
: He
avy
Vehi
cles
IV:
2-W
heel
Veh
icle
sV:
Oth
ers
Tabl
e 3-
1(1)
Tra
ffic
Vol
ume
Res
ult
A7-1
7. Design Data1) Traffic Survey Result
A3-2
(2)
Tra
vel S
peed
Inbo
und
(km
)6:
00~
7:00
~8:
00~
11:0
0~12
:00~
13:0
0~16
:00~
17:0
0~18
:00~
Chi
chiri
RA
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Mas
elem
a R
A1.
712.
032.
022.
071.
921.
981.
831.
972.
502.
15
Yia
naki
s R
A2.
753.
283.
573.
623.
203.
483.
203.
384.
433.
72
Sta
ndar
d B
ank
IC3.
474.
275.
175.
385.
625.
834.
474.
837.
505.
92
Illov
o R
A4.
365.
506.
856.
857.
478.
036.
286.
979.
807.
80
Out
boun
d(k
m)
6:30
~7:
30~
8:30
~11
:30~
12:3
0~13
:30~
16:3
0~17
:30~
18:3
0~
Illov
o R
A0.
000.
000.
000.
000.
000.
000.
000.
000.
000.
00
Sta
ndar
d B
ank
IC0.
891.
583.
333.
152.
552.
122.
382.
933.
332.
42
Yia
naki
s R
A1.
612.
755.
784.
825.
354.
623.
935.
685.
353.
67
Mas
elem
a R
A2.
653.
837.
026.
026.
535.
925.
237.
036.
734.
88
Chi
chiri
RA
4.36
5.75
9.33
8.20
8.90
8.05
7.42
9.15
17.4
26.
77
Ta
ble
-3-1
(2)
TR
AV
EL
SP
EE
D S
UR
VE
Y R
ES
UL
T
Cum
ulat
ive
Dis
tanc
e
Tim
e (m
in)
Mor
ning
Noo
nE
veni
ng
A7-2
A3-3
0.00
5.00
10.00
15.00
20.00 0
.00
0.5
01.0
01.5
02.0
02.5
03.0
03.5
04.0
04.5
05.0
0
6:00~
7:00~
8:00~
11:00~
12:00~
13:00~
16:00~
17:00~
18:00~
Cumulative Distance (km
)
Time (min)
Table‐3‐1 (3) TR
AVEL SPEED SURVEY
RESULT OF INBOUND (From Chichiri RA to Illovo
RA)
MaselemaRA
YianakisRA
Standard BankRA
Illovo
RA
Chichiri RA
A7-3
A3-4
0.00
5.00
10.00
15.00
20.00 0
.00
0.5
01.0
01.5
02.0
02.5
03.0
03.5
04.0
04.5
05.0
0
6:30~
7:30~
8:30~
11:30~
12:30~
13:30~
16:30~
17:30~
18:30~
Cumulative Distance (km
)
Table‐3‐1 (4) TRAVEL SPEED SURVEY
RESULT OF OUTB
OUND (From Illovo
RA to Chichiri RA)
Time (min)
Chichiri RA
MaselemaRA
YianakisRA
Standard BankRA
Illovo
RA
*) Traffic jam because
of theline by vehicles
which wants Diezelat
the Gas‐station
A7-4
A3-5
Appendix 3-2 Crack Investigation
Investigation Measure
The cracking ratio was defined as the emerging ratio of
cracks in assumed mesh of 0.5 meters square on the road
surface. The investigation on cracking ratio in the whole
routes was carried out by visual inspection. The rehabilitated
parts by asphalt overlay and patching are also counted as
emergence of cracks.
Investigation Result
Cracking ratio in the whole routes is as shown in the Figure 3-2(1).
0
10
20
30
40
50
60
70
80
90
100
3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500
Crack percentage
（%)
Chainage
35+00
30+00
40+00
45+00
50+00
55+00
60+00
65+00
From Chichiri RA to Yianakis RA(Outbound)
Section‐2 Section‐3 Section‐4
Figure 3-2(1) Results of Crack Investigation, Section-3
(Outbound, from Chichiri RA to Yianakis RA)
0
10
20
30
40
50
60
70
80
90
100
3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500
Crack percentage
(%)
Chainage
35+00
30+00
40+00
45+00
50+00
55+00
60+00
65+00
From Yianakis RA to Chichiri RA(Inbound)
Section‐2 Section‐3 Section‐4
Figure 3-2(2) Results of Crack Investigation, Section-3
(Inbound, from Yianakis RA to Chichiri RA)
A7-5
2) Crack Investigation
A3-6
0
10
20
30
40
50
60
70
80
90
100
3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500
Crack percentage
(%)
Chainage
55+00
50+00
60+00
65+00
70+00
7500
80+00
85+00
Section 4 : Yianakis RA to Standard bank ICSection 5: Standard bank IC to Illovo RA
(Section‐3) Section‐4 Section‐5
Figure 3-2(3) Results of Crack Investigation, Section-4&5
Considerations
The following are considerations obtained from the investigation on cracking ratio and condition
of crack on the road surface.
Section-3
・ As can be seen in Figure 3-2(1), several parts having cracking ratio of more than 50% exist in
outbound. According to Figure 3-2(4), in case that cracking ratio exceeds 50% in the particular
part, all layers of the part should be replaced with new pavement.
・ Although lots of cracks exist, roughness of the road is relatively maintained. It is, therefore,
conceivable that cracks are not resulted from sub-base course, but deterioration of the road
surface.
・ In case that cracking ratio exceeds 30%, asphalt overlay or partial replacement is possible
repairing measure as shown in Figure 3-2(4). As can be seen in Figure 3-2(1) and (2), cracking
ratio exceeds 30% in more or less the whole route of the section-3. Therefore, improvement
works are required in the almost whole routes. In case that cracking ratio of more than 50%, all
layers including sub-base course should be replaced with new pavement structure.
・ The repairing works for the section-3 are classified into mainly two (2) types, such as
replacement of surface course and replacement of all layers including sub-base course. The
classification can be determined based on the results of Benkelman Beam Testing (See 3-3).
A7-6
A3-7
Figure 3-2(4) Determinant for Repairing Measure
Section-4 and 5
・ The roughness in these sections is not well-maintained due to frequent repair.
・ As can be seen in Figure 3-2(3), cracking ratio exceeds 50% in the almost whole route of these
sections.
・ The cracks emerge on the part of asphalt overlay or repaired potholes, those are relatively
recently constructed.
・ “The guideline for road maintenance and repairing” published by Japan Road Association
(JRA) stipulates repairing measures in various cracking ratio as follows: - Cracking ratio > 30%: asphalt overlay or partial replacement; and - Cracking ratio > 50%: replacement for all layers including sub-base course.
・ Therefore, replacement for all layers including sub-base course is applicable as the repairing
measure to both section-4 and 5.
Appendix3-3 Benkelmen Beam Testing
Investigation Measure
Benkelmen Beam Testing (hereinafter referred to as
BBT) is conducted by measuring the deflection of
asphalt surface in the event of passage of loaded dump
truck. For the section-3, so as to clarify the present
conditions of road, proper repairing measure to be
adopted, and the applicable range to be repaired, BBT
was carried out at the intervals of 200 m along inbound
and outbound. The numbers of location where BBT
conducted were 28 in total.
70
60
50
40
30
20
10
03,0001,000250 10,000
Replacement
Asphalt Overlay/PartialReplacement
Asphalt Overlay
Surface Treatment
Current Traffic Volume (Heavy Vehicles) (Nos/Lane/Day)
Cra
ckin
g R
atio
(%
)
A7-7
3) Benkelman Beam Testing
A3-8
(Test Results)
Results of Benkelmen Beam Testing are as shown in Figure 3-3(1) and (2).
Figure 3-3(1) Benkelmen Beam Testing Results, Repairing Measure, and Applicable Range
(Outbound, from Chichiri RA to Yianakis RA)
Figure 3-3(2) Benkelmen Beam Testing Results, Repairing Measure, and Applicable Range
(Inbound, from Yianakis RA to Chichiri RA)
Considerations
“Draft, Technical Recommendation for Highways 12, Flexible pavement Rehabilitation
Investigation and Design 1997(South Africa)” provides the evaluation criteria on road conditions in
various deflections resulting from BBT as shown below;
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
1.1
1.2
3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500
Deflection (mm)
Safe
Warning
From Chichiri RA to Yianakis RA
(Inbound)
Replacement of Surface Course
35+00
30+00
40+00
45+00
50+00
55+00
60+00
65+00
Chainage
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
1.1
1.2
3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500
Deflection (mm)
35+00
30+00
40+00
45+00
50+00
55+00
60+00
65+00
Safe
Warning
39+00
57+00
From Chichiri RA to Yianakis RA
(Outbound)
Replacement
from Sub‐Base
Replacement
of Surface
Course
Replacement
of Surface
Course
Chainage
A7-8
A3-9
Deflection (mm) Condition
>0.7 Satisfactory
0.7 to 1.2 Warning
1.2> Severe
As can be seen in Figure 3-3(1) outbound, investigation result shows the deflection between 0.7
mm and 1.2 mm categorized as “warning” are detected in the station number ranging 39+00 and
57+00, whereas the conditions categorized as “satisfactory” are detected in all other section.
Judging from these test results, the condition of base course in the section-3 is relatively good and
cracks on road surface are mainly caused by deterioration. The cracking range has been expanding
day by day. Consequently, repairing budget for pavement undertaken by the local government has
been increasing year after year as well. Moreover, the project should play an important role to
minimize the repairing expenditure by implementing an appropriate pavement works.
The proposed repairing works are as follows:
Replacement for all layers including sub-base course is applied to outbound, the range between
39+00 and 57+00:
Replacement of sub-base course is applied to the following range:
For inbound, the whole range;
For outbound, range between 35+00 and 39+00; and
For outbound, range between 57+00 and 61+80.
For the range between 34+35 and 35+00, since replacement of pavement was carried out in the
phase-1, no rehabilitation will be carried out in this phase.
0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0.9
1
1.1
1.2
3,000 3,500 4,000 4,500 5,000 5,500 6,000 6,500
Deflection (mm)
Chainage
35+
00
30+
00
40+
00
45+
00
50+
00
55+
00
60+
00
65+
00
Safe
Warning
39+
00
57+
00
From Chichiri RA to Yianakis RA
(Outbound)
Replacement
from Sub‐Base
Replacement
of Surface
Course
Table 3‐3(1) Result of Benkelmen Beam Testing with Repair Method at Outbound direction
Replacement
of Surface
Course
A7-9
A3-10
Appendix 3-4 Dynamic Cone Penetration
Investigation Measure
Dynamic Cone Penetration (hereinafter
referred to as DCP), a simple test, aiming at
measuring CBR (California Bearing Ratio) was
executed at five (5) points of respective sections,
that accounts for fifteen (15) points in total.
Investigation Results
The results of investigation conducted this time and the last time are shown in Table below.
Table3-4 Comparing Estimated CBR-value resulting from DCP with CBR-value of Laboratory
Test
Consideration
Estimated CBR value based on the results of DCP executed in this survey were relatively close to
those of the Basic Design Study. Therefore, design CBR value to be used for proposed pavement
design is same as those of the Basic Design, 4.3% in the section-3 and 17.3% in the section-4 and 5.
NO. ChainageEstimate CBR value from
DCP testing (%)Pit No.
CBR valuefrom Labo
test
DesignCBR (%)
No. ChainageEstimate CBR value
from DCP testing (%)
18 35+00 27.5 3-1 5 D-1 35+50 1019 37+00 impossible to penetrate20 39+00 impossible to penetrate
Sec. -3 21 41+00 impossible to penetrate 3-2 722 43+00 33.523 45+00 32.1 3-3 4 4.324 47+00 27.3 D-2 48+00 825 49+00 impossible to penetrate26 51+00 17.4 3-4 527 53+00 impossible to penetrate D-3 53+00 1428 55+00 73.7 3-5 20 D-4 55+00 5029 57+00 81.4 D-5 57+00 1130 59+00 impossible to penetrate31 61+00 68.4 3-6 632 63+50 impossible to penetrate 4-1 21 D-6 62+00 2033 65+50 50.2 17.3 D-7 63+50 12
D-8 65+00 1134 67+50 67.3 4-2 18 D-9 66+00 14
D-10 67+50 1235 70+50 impossible to penetrate D-11 69+00 1436 73+50 73.6 5-1 21 D-12 70+50 2137 75+00 impossible to penetrate 17.3 D-13 73+00 15
D-14 75+00 14D-15 76+50 33
77+00 68.3 5-2 18
Previous Result (DCP and Laboratory Testing) Result of this time (DCP Testing)
Section
Sec. -4
Sec. -5
38
A7-10
4) Dynamic Cone Penetration
A3-11
Appendix 3-5 Pavement Design
(1) Pavement Design Result by Japanese Road Association (JRA) (TA Method)
１．Classification of Traffic1)Section - 3（Traffic Volume of heavy vehicle)=(1,270+585)=1,855 (per day of 2-lanes in 2009)1,855÷2(direction)×1.85(15years later)=1,373 （per day of 1-lane in 2026)
（Ｃ class; 1,000<Traffic Volume<3,000）2)Section-4*)After Section - 4's widening to 4-lane in the future, Heavy Vehicles come to Section - 4 from Section - 3. Therefore Design Traffic Volume in Section-4 should be same as Section-3
3)Section-5（Traffic Volume of heavy vehicle)=(60+72)=134 (per day of 2-lanes in 2009)134×1.85(15years later)= 250 （per day of 1-lane in 2027)
（B Class; 250<Traffic Volume <1,000）２．Pavement Design1)Section -3
N= 7,000,000 （C Class, 1,000～3,000／day／1-lane）CBR= 4 （4<CBR=4.3<6）
3.84*N0.16
CBR0.3
a h(cm)Asphalt Surface 1.00 10Granular base (Soaked CBR > 80) 0.35 35Granular Subbase (Soaked CBR > 30) 0.25 40Total 85
T= a1h1*a2h2+a3*h3 = 32.25 >TA
2)Section-4
N= 7,000,000 （C Class, 1,000～3,000／day／1-lane）CBR= 12 （12<CBR=17.3<20）
3.84*N0.16
CBR0.3
a h(cm)Asphalt Surface 1.00 10Granular base (Soaked CBR > 80) 0.35 20Granular Subbase (Soaked CBR > 30) 0.25 25Total 55
T= a1h1*a2h2+a3*h3 = 23.25 ＞TA
3)Section-5
N= 1,000,000 （B Class, 250～1,000／day／1-lane）CBR= 12 （12<CBR=17.3<20）
3.84*N0.16
CBR0.3
a h(cm)Asphalt Surface 1.00 5Granular base (Soaked CBR > 80) 0.35 20Granular Subbase (Soaked CBR > 30) 0.25 20Total 45
T= a1h1*a2h2+a3*h3 = 17.00 =TA
TA= = 17
TA= = 32
TA= = 23
A7-11
5) Pavement Design
A3-12
(2)
Pav
emen
t D
esig
n R
esu
lt
Tra
ffic
Cla
ss =
CTra
ffic
Cla
ss =
CSurf
ace
Asp
hal
t C
oncre
te S
urf
ace C
ours
e=5cm
10.0
cm
Bin
der
Cours
e=5cm
Surf
ace
Asp
hal
t C
oncre
te5.0
cm
R
epl
ace
Bas
e(E
xist
ing
Gra
nula
r)
Utiliz
eB
ase
Gra
nula
r(R
e-C
om
paction)
E
xist
ing
mat
erial
(Soak
ed
CB
R>80%)
35.0
cm
(Exi
stin
g C
em
ente
d)(1
5.0
cm
)
Keep
(Exi
stin
g Subg
rade
)
Exi
stin
gSubb
ase
Gra
nula
r(S
oak
ed
CB
R>30%)
40.0
cm
CB
R=4
CB
R=4
Tota
l85.0
cm
Tota
l5.0
cm
Tra
ffic
Cla
ss =
CTra
ffic
Cla
ss =
B
Surf
ace
Asp
hal
t C
oncre
te10.0
cm
Surf
ace
Asp
hal
t C
oncre
te5.0
cm
Bas
eG
ranula
rB
ase
Gra
nula
r20.0
cm
(Soak
ed
CB
R>80%)
20.0
cm
(Soak
ed
CB
R>80%)
20.0
cm
Subb
ase
Gra
nula
r25.0
cm
Subb
ase
Gra
nula
r(S
oak
ed
CB
R>30%)
(Soak
ed
CB
R>30%)
CB
R=12
CB
R=12
Tota
l55.0
cm
Tota
l45.0
cm
Section -
4 (
Re-const
ruction)
Section -
5 (
Re-const
ruction)
All
(61+80 ~
69+00)
All
(69+00 ~
77+90)
Table
- P
avem
ent
Desig
n R
esult
Section -
3 (
Re-const
ruction)
Section -
3 (
Repl
ace o
f Surf
ace)
Outb
ound
(39+00 ~
57+00)
Inbo
und
(All)
, O
utb
ound(
35+00 ~
39+00, 57+00 ~
61+80)
(10.0
cm
)
A7-12
A3-13
Ap
pen
dix
3-6
Cal
cula
tion
of
Dra
inag
e
(1)
Rai
nfal
l Dat
a
Pla
ce: C
hic
hiri
Term
: 1999 -
2008
Day
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
Day
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
10.0
14.3
0.0
9.5
1.4
0.0
0.0
0.0
0.0
0.0
12.8
0.0
17.3
2.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.5
20.0
19.2
0.0
18.5
2.4
0.0
0.0
0.0
0.4
0.0
0.0
10.4
20.0
86.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3101.1
0.2
1.0
1.0
0.0
0.0
0.0
0.0
0.0
0.0
1.4
0.0
30.0
0.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.6
0.0
416.7
0.0
3.4
5.5
0.0
0.0
0.4
0.0
0.0
0.0
0.0
0.0
40.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
31.5
57.4
0.0
3.4
0.2
0.0
0.0
0.0
0.0
0.0
0.0
16.0
0.0
55.5
0.8
2.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
19.4
23.9
624.2
0.0
126.0
1.2
0.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
60.0
0.8
1.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
13.0
21.9
74.0
8.0
0.0
4.9
0.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
70.0
0.0
0.8
0.0
14.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
828.1
0.0
5.1
11.3
0.0
0.0
0.0
0.0
0.0
0.4
0.0
0.0
87.2
0.0
0.0
0.3
0.0
0.0
0.0
0.0
0.2
0.0
3.5
0.0
918.3
30.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.7
0.2
0.0
923.0
3.0
1.7
12.2
2.9
0.0
0.0
0.0
0.0
0.0
0.2
0.0
10
28.6
3.0
2.1
3.4
0.0
0.0
0.0
0.0
0.0
0.0
21.9
14.0
10
32.9
0.0
0.0
2.8
0.0
0.0
0.0
0.0
0.0
0.0
7.4
0.0
11
0.0
0.0
0.0
20.6
0.0
0.0
0.0
0.0
0.0
0.0
2.1
7.6
11
10.9
10.4
1.2
0.0
4.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
12
1.0
0.0
2.5
5.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
6.8
12
42.5
7.9
15.3
7.1
0.1
0.0
0.0
0.0
0.0
0.0
3.0
0.0
13
57.0
32.6
41.1
4.2
0.0
0.0
0.1
0.0
0.0
0.0
0.0
6.8
13
0.0
0.0
3.2
2.1
0.0
0.0
0.0
0.0
0.0
0.0
25.4
26.9
14
36.5
1.1
10.8
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
4.5
14
3.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.7
0.6
15
5.1
0.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
15
3.3
6.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3.1
1.0
16
16.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3.5
0.3
16
0.0
1.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
4.9
0.0
17
40.0
0.0
16.8
0.0
0.0
0.0
3.8
0.0
0.0
0.0
0.0
0.0
17
23.0
27.0
0.0
4.4
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
18
29.3
0.0
0.0
0.0
0.1
0.0
1.7
0.0
0.0
0.0
4.9
0.0
18
27.3
0.0
6.9
0.0
0.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
19
32.0
73.8
0.0
0.0
0.0
0.0
1.2
0.0
0.0
0.0
16.0
0.0
19
38.0
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
17.5
0.0
20
3.4
4.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3.1
18.2
20
0.0
0.0
15.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
21
0.0
0.0
2.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
4.2
0.0
21
0.0
0.0
0.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
22
5.0
35.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
22
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.3
20.8
23
3.0
4.0
0.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
4.9
15.5
23
0.0
0.0
6.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
19.2
24
17.7
62.0
11.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
24
0.0
67.7
29.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.5
25
8.1
3.5
1.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.1
0.0
25
22.0
6.2
32.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
4.0
26
7.9
1.8
3.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
26
36.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
17.5
0.0
27
4.0
11.1
18.0
1.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
27
0.2
63.5
0.0
0.0
0.0
7.5
0.0
0.0
0.0
0.2
25.9
5.9
28
8.4
0.7
2.5
2.2
0.0
0.0
0.0
0.0
0.0
79.2
0.0
0.0
28
8.4
0.0
2.1
0.0
0.0
1.9
0.0
0.0
0.0
0.0
0.3
0.0
29
24.0
3.8
3.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
8.7
29
5.7
0.0
0.0
2.5
0.0
0.5
0.0
0.0
0.0
2.1
0.0
5.0
30
10.2
1.2
0.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
30
0.0
0.0
0.7
0.0
0.0
0.0
0.0
0.0
30.9
8.4
2.0
31
31.9
9.5
0.0
0.0
0.0
0.0
0.0
31
16.0
8.7
0.0
0.0
0.0
2.1
9.6
Tota
l569.6
305.7
266.7
93.5
4.8
0.0
7.2
0.0
0.4
81.3
92.1
92.8
Tota
l312.2
283.8
127.7
32.1
22.4
9.9
0.0
0.0
0.2
35.3
153.1
173.3
Tota
lTota
l
Chic
hiri D
aily
Rai
nfa
ll D
ata
for
1999
Chic
hiri D
aily
Rai
nfa
ll D
ata
for
2000
1,5
14.1
1,1
50.0
A7-13
6) Drainage Design
A3-14
Day
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
Day
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
11.2
8.0
7.4
4.0
0.0
0.0
0.0
0.7
0.0
0.0
9.5
0.0
10.0
1.8
107.0
0.0
1.2
0.0
3.0
0.0
0.0
0.0
0.0
0.0
20.0
0.0
1.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
23.6
30.6
0.0
0.0
0.0
0.0
8.0
0.5
0.0
0.0
0.0
0.0
30.7
0.0
1.5
23.9
0.0
0.0
0.0
0.0
0.0
0.0
5.8
1.0
30.0
52.0
0.0
0.0
0.0
1.0
0.0
1.0
0.0
0.0
0.0
0.0
40.1
13.5
1.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.5
40.0
27.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.7
50.0
6.9
42.0
0.0
0.0
0.0
0.0
0.0
0.0
23.0
0.0
4.9
50.0
0.0
0.0
5.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
25.2
60.0
10.3
0.3
4.0
0.0
1.2
0.0
1.7
0.0
0.0
0.0
0.0
60.0
0.0
78.0
9.7
0.0
0.0
0.0
0.0
12.2
1.6
1.6
0.0
70.0
18.7
0.0
0.0
9.2
0.0
0.0
0.4
0.0
0.0
0.0
16.8
70.0
0.0
10.0
31.8
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
80.0
49.7
0.0
0.0
0.0
0.0
0.0
1.2
0.0
0.0
0.0
0.0
80.0
10.5
0.0
0.0
0.0
0.0
0.0
0.4
0.0
0.0
0.0
0.0
90.0
2.3
6.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.3
0.0
94.9
0.0
31.0
0.0
0.0
0.0
0.0
2.4
0.0
0.0
0.0
13.3
10
0.0
4.5
3.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
48.5
10
0.0
0.0
31.0
0.0
0.4
0.0
0.0
0.0
2.2
0.0
0.0
67.0
11
1.7
3.6
8.0
8.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
11
0.0
0.0
0.0
0.0
2.3
0.0
0.0
0.0
0.0
0.1
0.1
7.7
12
1.8
11.2
4.8
1.6
5.3
1.0
0.0
0.0
0.0
0.0
0.0
0.0
12
17.4
0.0
0.0
0.0
4.1
0.0
0.0
0.0
0.0
0.0
0.0
62.5
13
27.8
1.5
1.7
1.8
0.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
13
24.0
0.0
2.0
4.9
0.0
0.0
0.0
0.0
0.7
0.0
0.0
4.1
14
16.0
0.0
13.1
4.4
0.6
0.0
0.1
0.0
0.0
0.0
6.8
2.2
14
39.7
0.0
112.0
0.0
0.0
0.0
0.0
0.0
1.3
0.0
0.0
0.0
15
11.3
13.1
0.0
0.0
0.0
0.0
0.4
0.0
15.9
0.0
0.0
0.0
15
7.1
0.0
14.0
45.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
11.0
16
1.7
6.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
16
0.0
0.0
0.0
39.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
17
19.3
95.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
19.1
21.0
17
28.8
3.2
13.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
18
7.2
45.1
13.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
26.5
0.1
18
3.5
46.0
25.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.1
19
0.0
9.2
48.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.8
19
0.0
0.0
27.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
25.1
20
0.0
0.0
1.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
20
82.0
1.5
0.0
0.0
0.0
3.4
0.0
0.0
0.0
0.1
0.1
8.8
21
0.0
0.6
55.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
21
0.9
0.0
32.7
0.0
0.0
2.1
0.0
0.0
0.0
0.0
0.0
7.5
22
0.0
0.0
44.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
14.6
32.1
22
1.6
0.0
14.2
0.0
0.0
9.0
0.0
0.0
0.0
0.5
0.5
1.1
23
0.0
33.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
7.0
21.0
23
0.0
12.8
13.0
1.2
0.0
0.0
0.0
0.7
0.0
0.0
0.0
15.9
24
0.0
24.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
24
0.0
0.0
43.0
0.0
0.0
0.0
0.0
10.3
0.0
25.0
25.0
46.2
25
6.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
25
2.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.7
0.7
0.9
26
4.8
11.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
16.9
26
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
27
13.1
20.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
29.7
27
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
28
7.0
1.0
0.0
0.0
0.0
0.0
0.2
0.0
0.0
0.0
0.0
26.8
28
19.5
14.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
29
1.4
0.0
0.0
1.5
0.0
2.2
0.0
0.0
0.0
0.0
20.2
29
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
30
12.6
4.4
0.0
0.0
0.0
1.0
0.0
0.0
0.0
0.0
2.3
30
14.1
94.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
31
41.3
4.0
0.0
0.0
0.0
0.0
0.0
0.6
31
25.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Tota
l175.6
390.1
261.6
48.0
17.5
2.2
3.9
4.0
15.9
23.0
90.6
247.4
Tota
l274.8
199.4
646.9
137.1
8.0
15.5
11.0
15.3
16.4
28.0
28.0
297.1
Tota
lTota
l
Chic
hiri D
aily
Rai
nfa
ll D
ata
for
2001
Chic
hiri D
aily
Rai
nfa
ll D
ata
for
2002
1,2
79.8
1,6
77.5
A7-14
A3-15
Day
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
Day
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
123.3
32.9
15.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
10.0
0.0
22.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
235.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
20.0
0.0
0.0
2.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
8.0
319.5
30.0
0.9
0.0
0.0
0.0
0.7
0.0
3.6
0.0
0.0
0.0
30.0
14.6
12.0
0.0
0.0
0.0
0.0
0.0
0.3
0.0
0.0
0.0
47.2
56.0
0.0
0.0
0.0
0.0
1.5
0.0
0.0
0.0
0.0
0.0
40.0
0.0
47.4
0.0
0.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
59.8
1.3
1.7
2.9
0.0
0.0
3.2
0.0
0.0
0.0
0.0
0.0
50.0
0.0
15.5
0.0
1.7
0.0
0.0
0.0
0.0
0.0
0.0
1.3
60.0
18.7
0.0
1.0
0.0
0.0
4.7
0.0
0.0
0.0
14.0
0.0
60.0
0.0
34.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
14.0
6.1
70.0
1.5
22.4
0.0
0.0
0.0
2.0
0.0
0.0
0.0
0.0
0.0
72.8
0.0
0.0
39.0
0.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
85.2
32.7
23.1
0.0
0.0
0.0
1.5
0.0
0.0
0.0
0.0
1.0
81.4
0.0
0.0
31.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
921.0
15.7
5.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
910.9
0.0
0.0
0.0
0.7
0.0
0.0
0.0
0.0
0.0
0.0
4.0
10
9.4
6.2
0.0
0.0
0.0
4.2
0.0
0.0
0.0
0.0
0.0
0.0
10
1.4
0.0
0.0
0.0
0.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
11
49.3
1.3
0.8
0.5
0.0
0.9
0.0
0.0
0.0
0.0
0.0
0.0
11
8.8
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
12
0.1
4.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
18.1
12
18.0
0.0
0.0
1.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
13
0.0
0.0
0.0
0.0
0.0
0.0
0.4
0.0
0.0
0.0
0.0
0.0
13
0.0
36.9
0.0
3.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
14
0.0
0.0
0.0
0.0
0.0
0.0
1.1
0.0
0.2
0.0
0.0
0.0
14
0.0
19.4
1.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.9
15
0.0
0.0
0.0
0.5
7.4
0.0
0.0
0.0
0.0
0.0
0.0
1.7
15
7.6
0.9
0.3
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
5.3
16
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
8.1
0.0
16
0.0
24.5
0.0
2.9
0.0
0.0
0.0
0.0
0.0
0.0
8.1
1.5
17
0.0
32.3
36.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
17
0.0
0.0
0.0
5.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
18
3.9
0.0
0.0
1.3
0.6
0.5
0.0
0.0
0.0
0.0
0.8
0.0
18
21.6
0.0
12.6
0.0
0.5
0.0
0.0
0.0
0.0
0.0
0.8
0.0
19
12.7
0.0
0.0
0.0
2.7
1.4
0.0
0.0
0.0
0.0
0.0
2.3
19
3.9
38.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
20
2.2
0.0
27.5
0.0
0.1
0.0
0.0
0.0
0.0
0.0
0.0
1.8
20
22.1
2.1
0.0
27.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
21
3.3
14.2
13.0
0.0
0.0
0.0
0.0
1.0
0.0
0.2
0.0
0.0
21
38.5
3.3
0.0
0.0
0.0
0.0
0.0
1.0
0.0
0.2
0.0
0.0
22
0.5
37.5
3.7
0.0
0.0
0.0
0.0
3.0
0.0
0.0
0.0
0.0
22
16.4
21.4
0.0
0.0
0.2
0.0
0.0
3.0
0.0
0.0
0.0
7.4
23
14.5
1.5
8.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.4
23
0.4
13.0
0.0
0.0
3.7
0.0
0.0
0.0
0.0
0.0
0.0
5.2
24
2.8
13.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
24
0.0
0.0
0.0
1.1
1.3
0.0
0.0
0.0
0.0
0.0
0.0
83.0
25
10.3
2.1
0.0
0.0
0.0
0.2
0.0
0.0
0.0
0.0
0.0
0.0
25
5.9
0.0
0.0
1.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
5.1
26
0.0
0.0
16.8
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
10.4
26
15.5
0.0
0.0
4.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
50.1
27
0.0
0.0
9.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
26.3
27
0.9
0.0
0.0
0.0
5.3
0.0
0.0
0.0
0.1
0.0
0.0
23.0
28
0.0
0.0
8.1
0.7
0.4
0.0
0.0
0.0
0.0
0.0
0.0
18.1
28
19.8
2.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
43.5
29
6.3
1.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
29
9.5
7.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3.0
30
2.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.6
0.0
30
22.0
5.1
0.0
1.8
0.0
0.0
0.0
0.0
0.0
0.6
0.0
31
8.9
11.9
0.0
0.0
0.0
0.0
0.0
0.0
31
19.3
21.0
3.5
0.0
0.0
0.0
0.0
26.0
Tota
l247.9
301.5
207.8
6.9
11.2
7.2
15.1
4.0
3.8
0.2
23.5
82.1
Tota
l246.7
184.7
171.5
120.3
20.5
0.0
0.0
4.0
0.4
0.2
23.5
274.4
Tota
lTota
l
Chic
hiri D
aily
Rai
nfa
ll D
ata
for
2003
Chic
hiri D
aily
Rai
nfa
ll D
ata
for
2004
911.2
1,0
46.2
A7-15
A3-16
Day
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
Day
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
18.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
5.0
126.0
5.3
22.3
7.5
0.0
0.0
0.0
0.0
1.0
0.0
0.0
0.0
20.0
0.0
0.0
7.8
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.5
212.5
4.8
7.0
0.5
1.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
33.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.5
0.0
31.5
0.0
11.0
4.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
40.0
0.0
0.0
0.0
0.0
0.0
6.0
0.0
0.0
0.0
0.0
0.0
45.5
23.0
11.5
0.0
0.0
0.0
0.0
0.0
0.5
0.0
0.0
0.0
50.0
0.0
0.0
0.0
0.0
0.0
4.5
0.0
0.0
0.0
0.0
2.0
50.0
3.9
25.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
43.6
60.0
0.0
0.0
0.0
0.0
0.0
1.2
0.0
0.0
0.0
0.0
0.5
678.5
17.0
9.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
74.4
1.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
4.5
0.0
70.2
2.1
14.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
7.8
80.0
0.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
13.0
31.0
80.0
0.0
1.2
0.0
0.0
0.0
0.9
0.0
0.0
0.0
0.0
20.0
939.2
7.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
14.8
0.0
90.0
0.0
22.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.5
10
13.0
10.3
2.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
10
13.9
0.0
0.0
1.5
0.0
0.0
1.5
0.0
0.0
0.0
0.0
0.0
11
0.0
0.0
1.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
8.0
11
9.0
7.1
4.5
1.5
0.0
0.0
0.0
0.0
0.0
0.0
7.1
2.6
12
1.5
0.0
1.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
5.0
12
2.0
0.0
28.5
58.0
0.0
0.0
0.0
0.0
0.0
0.0
0.9
13.4
13
4.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
5.5
13
9.5
19.6
0.9
0.3
0.0
0.0
0.0
0.0
0.0
0.0
18.0
14.0
14
0.7
1.3
0.0
0.0
0.0
0.0
0.0
0.0
0.2
0.0
0.0
0.5
14
21.0
4.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
53.6
12.0
15
0.5
3.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.3
0.9
15
15.0
14.9
3.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
13.5
22.0
16
0.0
24.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
30.4
16
28.0
16.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
4.4
0.0
17
4.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
13.0
17
0.0
0.0
7.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.0
0.0
18
15.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
5.5
18
1.8
46.0
0.0
0.0
0.0
0.0
1.0
0.0
0.0
0.0
0.0
15.9
19
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
19
0.0
4.1
7.3
1.5
0.0
0.0
0.0
0.0
0.0
0.4
0.0
1.9
20
47.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
5.5
0.0
20
2.2
1.5
0.0
3.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.6
21
6.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.5
21
7.0
10.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
22
12.5
0.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.3
22
1.3
0.0
6.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3.8
0.0
23
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
45.5
23
0.0
7.5
0.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
40.0
0.0
24
22.5
0.0
0.0
3.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
10.5
24
3.0
0.9
5.5
0.0
1.6
0.0
0.0
0.0
0.0
0.0
0.0
0.0
25
15.0
5.0
0.0
0.0
0.0
3.4
0.0
0.0
0.0
0.0
0.0
11.5
25
36.5
51.5
6.2
1.5
0.0
0.0
0.0
0.0
0.0
0.0
37.5
0.5
26
0.0
0.0
0.0
3.0
0.0
0.0
0.0
0.0
0.0
0.0
1.3
0.0
26
21.8
48.5
11.5
0.8
0.0
4.5
0.0
0.0
0.0
0.0
6.2
13.6
27
10.5
46.0
1.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
15.5
30.0
27
3.7
1.2
0.5
1.0
0.0
1.2
0.0
0.0
0.0
0.0
0.0
0.7
28
1.4
3.5
0.0
1.0
0.0
0.0
0.0
0.0
28.0
0.0
6.0
0.0
28
0.5
0.0
28.0
1.2
0.0
0.0
0.0
0.0
0.0
1.5
0.0
16.4
29
4.3
0.0
0.0
0.0
0.0
0.0
0.0
1.5
0.0
9.0
28.5
29
0.0
14.9
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3.8
30
0.0
0.0
0.0
0.0
0.0
0.1
0.0
0.0
0.0
9.5
8.5
30
0.0
0.0
0.0
0.0
0.0
0.0
0.0
28.5
0.0
0.0
0.0
31
0.0
0.0
0.0
0.0
0.0
0.0
0.0
14.5
31
0.0
0.0
0.0
0.0
0.0
0.0
0.0
25.0
Tota
l215.6
103.8
6.2
15.5
0.0
3.4
11.8
0.0
29.7
0.0
81.9
261.6
Tota
l300.4
289.4
249.3
83.7
2.8
5.7
3.4
0.0
30.0
1.9
186.0
216.3
Tota
lTota
l
Chic
hiri D
aily
Rai
nfa
ll D
ata
for
2005
Chic
hiri D
aily
Rai
nfa
ll D
ata
for
2006
729.5
1,3
68.9
A7-16
A3-17
Day
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
Day
Jan
Feb
Mar
Apr
May
Jun
Jul
Aug
Sep
Oct
Nov
Dec
130.1
5.0
0.0
11.3
0.0
1.0
0.0
0.0
0.0
0.0
1.0
4.5
14.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
14.5
3.0
216.4
30.5
0.0
0.0
0.0
0.0
6.5
0.0
0.0
0.0
4.5
52.0
20.0
0.0
14.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
324.9
0.0
2.0
0.0
0.0
0.0
1.5
0.0
0.0
0.0
0.0
1.5
33.7
0.0
0.0
0.0
0.0
0.0
0.0
10.0
0.0
0.0
0.0
10.0
41.9
0.5
0.5
0.0
0.9
0.0
1.0
0.0
0.0
0.0
0.0
0.0
438.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.0
531.2
0.0
0.0
0.0
2.5
0.0
0.0
2.0
0.0
0.0
0.0
9.0
50.0
1.5
47.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
5.0
623.2
0.0
9.8
0.0
5.7
0.0
0.0
0.5
0.0
0.0
0.0
0.0
61.5
0.0
12.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
9.5
0.0
71.8
0.0
15.0
0.0
0.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
70.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
7.0
0.0
821.9
0.0
7.0
0.0
0.3
0.0
0.0
0.0
0.0
0.0
4.5
2.0
80.0
6.7
17.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
92.2
0.0
4.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.0
7.5
910.0
2.0
0.0
0.0
0.0
6.5
0.0
0.0
0.0
0.0
0.0
12.0
10
0.0
9.6
1.1
0.0
0.0
0.0
0.1
0.0
0.0
0.0
6.5
25.5
10
26.5
9.0
0.0
0.0
0.0
2.3
0.0
0.0
0.0
0.0
0.0
15.5
11
0.9
18.5
22.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.0
11
26.0
0.0
17.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
4.0
12
0.0
58.4
32.8
2.0
0.0
0.0
0.0
0.0
0.0
0.0
3.8
8.0
12
33.5
0.0
0.0
0.0
0.0
0.0
2.0
0.0
0.0
0.0
0.0
1.0
13
0.0
16.5
0.0
2.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
29.0
13
19.3
0.0
0.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
60.0
14
0.7
0.0
0.0
0.0
0.0
0.0
5.0
0.0
0.0
0.0
0.0
0.0
14
19.8
0.0
4.0
0.0
0.0
0.0
1.6
0.0
0.0
0.0
5.0
16.5
15
0.0
0.0
0.0
0.0
0.0
0.0
1.5
0.0
0.0
0.0
0.0
2.5
15
3.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
4.0
0.0
2.6
16
0.0
0.0
0.0
0.0
0.0
0.0
0.5
0.0
0.0
0.0
0.0
0.0
16
14.0
0.0
5.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3.5
17
0.0
0.0
0.0
6.5
0.0
1.5
0.0
0.0
3.5
0.0
9.0
0.0
17
16.7
0.0
7.7
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
33.0
18
12.6
0.0
0.0
0.0
0.0
1.5
0.0
0.0
0.0
0.0
0.0
16.8
18
3.0
0.0
0.0
0.0
1.3
0.0
0.0
4.6
0.0
0.0
0.0
21.2
19
102.1
0.0
0.0
0.0
0.0
1.0
0.0
0.0
0.0
0.0
0.0
19.0
19
0.4
0.0
0.0
0.0
0.0
0.0
0.0
1.0
0.0
0.0
0.0
5.5
20
4.9
0.0
0.0
10.5
0.0
2.0
0.0
0.0
0.0
0.0
0.0
2.5
20
37.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
7.5
21
4.8
39.5
12.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
12.0
21
3.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
7.0
0.0
0.0
22
0.0
12.6
0.0
0.0
0.0
1.0
0.0
0.0
0.0
0.0
0.0
17.3
22
10.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
2.5
0.0
0.0
23
0.0
14.0
4.5
0.0
0.0
0.5
0.0
0.0
0.0
13.5
0.0
34.0
23
18.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
46.5
24
0.0
30.6
5.0
0.0
0.0
1.5
0.0
0.0
0.0
0.0
0.0
73.0
24
36.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
24.0
25
0.5
0.0
5.5
0.0
0.0
0.0
0.0
0.0
0.0
2.5
0.0
0.0
25
0.0
0.0
1.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
6.0
26
13.6
28.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
7.2
26
30.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
35.5
27
0.7
1.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
13.0
25.8
27
3.2
7.7
0.0
0.0
0.0
0.0
0.5
0.0
0.0
0.0
0.0
0.0
28
16.4
5.1
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
1.5
4.0
28
8.0
6.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
16.2
29
3.8
1.5
0.0
0.0
0.0
0.0
0.0
0.0
4.0
6.0
18.6
29
2.4
35.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
30
0.0
36.2
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.5
30
24.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
31
25.0
1.5
0.0
0.0
0.0
0.0
0.0
0.0
0.0
31
3.4
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
3.3
Tota
l339.6
269.9
160.9
32.5
9.5
10.0
16.1
2.5
3.5
20.0
50.8
374.2
Tota
l396.5
68.4
127.1
0.0
1.3
8.8
4.1
15.6
0.0
13.5
36.0
333.8
Tota
lTota
l1,2
89.5
1,0
05.1
Chic
hiri D
aily
Rai
nfa
ll D
ata
for
2007
Chic
hiri D
aily
Rai
nfa
ll D
ata
for
2008
A7-17
A3-18
(2) Probability Rainfall Calculation by Normal Probability Distribution Method ① ② Xi ③ ④ ⑤ ⑥
Rank Rainfall logXi Xi+b log(Xi+b) {log(Xi+b)}^21 126.0 2.1004 176.9783 2.2479 5.0531 ΣlogXi2 112.0 2.0492 162.9783 2.2121 4.8935 n3 102.1 2.0090 153.0783 2.1849 4.77384 95.0 1.9777 145.9783 2.1643 4.6841
5 86.0 1.9345 136.9783 2.1367 4.5653
6 83.0 1.9191 133.9783 2.1270 4.52437 78.5 1.8949 129.4783 2.1122 4.4614 1 126.0 47.58 60.0 1.7782 110.9783 2.0452 4.1830 2 112.0 56.09 56.0 1.7482 106.9783 2.0293 4.1180 3
10 47.5 1.6767 98.4783 1.9933 3.9734 411 計1213 Ave. ｂ＝ 50.978321415 10% of data number ten(10) is one(1),
16 Therefore 2 Xs and Xt are quoted.s
1718192021222324 √2σ＝ 0.1164225 Year26 2 82.466 mm/day27 3 93.819 （For Side Ditch)28 4 100.66629 5 105.547 （For Cross Drainage）30 10 119.160 （For River Crossing）31 20 131.28932 30 137.94033 40 142.51134 50 145.99035 100 156.7583637383940414243
Total 846.1 19.0878 21.2530 45.2300Total/ｎ 84.61 1.9088 2.12530 4.52300
(Xo) (X2) Daily rainfalls are converted to hourly
using follwing formula in the condition of concentration time = 10 min.
Ｘ’= (24 * 60 / t)(2/3) * X/24
Probability Provability
Year Yaer
2 １/2 2 94.400 mm/hour3 1/3 3 107.396 （For Side Ditch)4 1/4 4 115.2345 1/5 5 120.822 （For Cross Drainage）10 1/10 10 136.404 （For River Crossing）20 1/20 20 150.28930 1/30 30 157.90240 1/40 40 163.13550 1/50 50 167.117100 1/100 100 179.4431.651006
0.595120.9061941.1630881.2967881.3859771.452452
Probability Rainfall
Table of Exceedance Probability Constant
Exceedance Probability
0.000000.304570.47694
Hourly Rainfall X’LegendProbability
Constant
51.36150.595
101.957
101.9566/２=
Xs Xt ｂ＝ Xs・Xt-Xo2
2Xo-(Xs+Xt)
Abstruct
logXo= = 1.90878
∴ Xo= 81.0554
A7-18
A3-19
(3) Design Condition
No.Distance
(m)Catchment Width (m)
CatchmentArea(ha)
Remarks
S-1 34+35 - 36+90 6.70% 255 10 1.13
S-2 36+90 - 41+30 4.70% 440 10 0.70
S-3 41+30 - 45+60 0.86% 430 10 0.43
S-4 45+60 - 48+70 2.10% 310 10 0.31S-5 48+70 - 52+30 1.82% 360 10 0.36
Side S-6 52+30 - 55+50 1.86% 320 10 0.32Ditch S-7 55+50 - 60+80 5.30% 530 10 0.53
S-8 60+80 - 63+20 4.56% 240 10 0.24S-9 63+20 - 64+80 7.80% 160 10 0.40S-10 64+80 - 66+00 5.00% 120 10 0.12S-11 66+00 - 67+50 3.80% 150 10 0.15S-12 67+50 - 68+40 7.40% 90 10 0.09S-13 68+40 - 70+30 0.40% 190 10 0.19S-14 70+30 - 71+20 7.50% 90 10 0.09S-15 71+20 - 72+90 0.20% 170 10 0.17S-16 72+90 - 73+70 4.20% 80 10 0.25S-17 73+70 - 74+90 2.44% 120 10 0.42S-18 74+90 - 75+40 6.70% 50 10 0.30S-19 75+40 - 76+90 4.50% 150 10 0.25S-20 76+90 - 77+90 0.50% 100 10 0.10C-1 48+70 0.50% 0.67 (S-4)+(S-5)
Cross C-2 55+50 0.50% 0.85 (S-6)+(S-7)Drainage P-1 64+80 0.50% 10.00 *River Sec.
P-2 67+50 0.50% 10.00 *Ricer Sec.C-3 70+30 0.50% 0.28 (S-13)+(S-14)C-4 73+70 0.50% 1.49 SUM(S-15~S-20)
Chainage Gradient
A7-19
A3-20
(4)
Cal
cula
tion
of
Dis
char
ge
ha
mm
/hr
Ccu.m
/se
cha
mm
/hr
Ccu.m
/se
c
0.5
3107.4
0.8
00.1
19
0.5
5120.8
0.8
00.1
34
Road
Surf
ace,
1.0
3107.4
0.8
00.2
39
Road
Surf
ace,
1.0
5120.8
0.8
00.2
68
Com
merc
ial Are
a1.5
3107.4
0.8
00.3
58
Com
merc
ial Are
a1.5
5120.8
0.8
00.4
03
2.0
3107.4
0.8
00.4
77
2.0
5120.8
0.8
00.5
37
C=0.8
2.5
3107.4
0.8
00.5
97
C=0.8
2.5
5120.8
0.8
00.6
71
3.0
3107.4
0.8
00.7
16
3.0
5120.8
0.8
00.8
05
3.5
3107.4
0.8
00.8
35
3.5
5120.8
0.8
00.9
40
4.0
3107.4
0.8
00.9
55
4.0
5120.8
0.8
01.0
74
4.5
3107.4
0.8
01.0
74
4.5
5120.8
0.8
01.2
08
5.0
3107.4
0.8
01.1
93
5.0
5120.8
0.8
01.3
42
0.5
3107.4
0.6
00.0
90
0.5
5120.8
0.6
00.1
01
1.0
3107.4
0.6
00.1
79
1.0
5120.8
0.6
00.2
01
Resi
dential
Are
a1.5
3107.4
0.6
00.2
69
Resi
dential
Are
a1.5
5120.8
0.6
00.3
02
2.0
5107.4
0.6
00.3
58
2.0
5120.8
0.6
00.4
03
2.5
3107.4
0.6
00.4
48
2.5
5120.8
0.6
00.5
03
C=0.6
3.0
3107.4
0.6
00.5
37
C=0.6
3.0
5120.8
0.6
00.6
04
3.5
3107.4
0.6
00.6
27
3.5
5120.8
0.6
00.7
05
4.0
3107.4
0.6
00.7
16
4.0
5120.8
0.6
00.8
05
4.5
5107.4
0.6
00.8
06
4.5
5120.8
0.6
00.9
06
5.0
3107.4
0.6
00.8
95
5.0
5120.8
0.6
01.0
07
0.5
3107.4
0.4
00.0
60
0.5
5120.8
0.4
00.0
67
1.0
3107.4
0.4
00.1
19
1.0
5120.8
0.4
00.1
34
Resi
dential
Are
a1.5
3107.4
0.4
00.1
79
Resi
dential
Are
a1.5
5120.8
0.4
00.2
01
with w
ide g
arde
n2.0
5107.4
0.4
00.2
39
with w
ide g
arde
n2.0
5120.8
0.4
00.2
68
2.5
3107.4
0.4
00.2
98
2.5
5120.8
0.4
00.3
36
3.0
3107.4
0.4
00.3
58
3.0
5120.8
0.4
00.4
03
C=0.4
3.5
3107.4
0.4
00.4
18
C=0.4
3.5
5120.8
0.4
00.4
70
4.0
3107.4
0.4
00.4
77
4.0
5120.8
0.4
00.5
37
4.5
5107.4
0.4
00.5
37
4.5
5120.8
0.4
00.6
04
5.0
3107.4
0.4
00.5
97
5.0
5120.8
0.4
00.6
71
※）Q
=A*R*C
／360
Cal
cula
tion o
f D
ischar
ge f
or
Sid
e D
itch
Cal
cula
tion o
f D
ischar
ge f
or
Cro
ss D
rain
age
No.
Dis
char
geC
oeff
icie
nt
Retu
rnPeriod
Retu
rnPeriod
Rein
fall
Dis
char
geC
oeff
icie
nt
Dis
char
geQ
Dis
char
geQ
Cat
chm
ents
Are
a
ARein
fall
RN
o.
Cat
chm
ents
Are
a
A
A7-20
A3-21
(5)
Cal
cula
tion
of
Vel
ocit
y an
d D
epth
No.
Pip
e D
ia.
Rough
ness
Cat
chm
ents
Retu
rnR
ainfa
llD
ischar
geD
ischar
geG
radi
ent
Velo
city
W. D
ept
hSec. Are
aR
Rem
arks
φ(m
)ｎ
Are
a (h
a)P
eriod
(mm
/hr)
Coeff
icie
nt
Q(m
3/se
c)
i(%/100)
V(m
/se
c)
(m)
(m2)
(m)
S-1
0.5
94
0.0
13
1.5
3107.4
0.8
0.3
58
0.0
67
4.5
42
0.1
94
0.0
79
0.1
09
DP
-600
Sid
e D
itch, (3
4+35~3
6+90)
S-2
0.5
94
0.0
13
1.0
3107.4
0.8
0.2
39
0.0
47
3.5
67
0.1
73
0.0
67
0.0
99
DP
-600
Sid
e D
itch, (3
6+90~4
1+30)
S-3
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
09
1.5
93
0.1
87
0.0
75
0.1
06
DP
-600
Sid
e D
itch, (4
1+30~4
5+60)
S-4
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
21
2.1
92
0.1
49
0.0
54
0.0
87
DP
-600
Sid
e D
itch, (4
5+60~4
8+70)
S-5
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
18
2.0
83
0.1
54
0.0
57
0.0
90
DP
-600
Sid
e D
itch, (4
8+70~5
2+30)
S-6
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
19
2.0
99
0.1
53
0.0
57
0.0
90
DP
-600
Sid
e D
itch, (5
2+30~5
5+50)
S-7
0.5
94
0.0
13
1.0
3107.4
0.8
0.2
39
0.0
53
3.7
25
0.1
68
0.0
64
0.0
96
DP
-600
Sid
e D
itch, (5
5+50~6
0+80)
S-8
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
46
2.8
86
0.1
23
0.0
41
0.0
74
DP
-600
Sid
e D
itch, (6
0+80~6
3+20)
S-9
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
78
3.4
88
0.1
07
0.0
34
0.0
65
DP
-600
Sid
e D
itch, (6
3+20~6
4+80)
S-10
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
50
2.9
81
0.1
20
0.0
40
0.0
72
DP
-600
Sid
e D
itch, (6
4+80~6
6+60)
S-11
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
38
2.7
05
0.1
28
0.0
44
0.0
77
DP
-600
Sid
e D
itch, (6
6+60~6
7+50)
S-12
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
74
3.4
23
0.1
09
0.0
35
0.0
66
DP
-600
Sid
e D
itch, (6
7+50~6
8+40)
S-13
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
04
1.2
08
0.2
29
0.0
98
0.1
24
DP
-600
Sid
e D
itch, (6
8+40~7
0+30)
S-14
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
75
3.4
40
0.1
08
0.0
35
0.0
66
DP
-600
Sid
e D
itch, (7
0+30~7
1+20)
S-15
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
02
0.9
37
0.2
78
0.1
27
0.1
42
DP
-600
Sid
e D
itch, (7
1+20~7
2+90)
S-16
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
42
2.8
03
0.1
25
0.0
42
0.0
75
DP
-600
Sid
e D
itch, (7
2+90~7
3+70)
S-17
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
24
2.2
99
0.1
44
0.0
52
0.0
85
DP
-600
Sid
e D
itch, (7
3+70~7
4+90)
S-18
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
67
3.3
06
0.1
11
0.0
36
0.0
68
DP
-600
Sid
e D
itch, (7
4+90~7
5+40)
S-19
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
45
2.8
72
0.1
23
0.0
41
0.0
74
DP
-600
Sid
e D
itch, (7
5+40~7
6+90)
S-20
0.5
94
0.0
13
0.5
3107.4
0.8
0.1
19
0.0
05
1.3
10
0.2
16
0.0
91
0.1
18
DP
-600
Sid
e D
itch, (7
6+90~7
7+90)
C-1
0.5
94
0.0
13
1.0
5120.8
0.8
0.2
68
0.0
05
1.6
15
0.3
44
0.1
66
0.1
62
DP
-600
Cro
ss D
rain
age, (4
8+70)
C-2
0.5
94
0.0
13
1.0
5120.8
0.8
0.2
68
0.0
05
1.6
15
0.3
44
0.1
66
0.1
62
DP
-600
Cro
ss D
rain
age, (5
5+50)
C-3
0.5
94
0.0
13
0.5
5120.8
0.8
0.1
34
0.0
05
1.3
54
0.2
30
0.0
99
0.1
24
DP
-600
Cro
ss D
rain
age, (7
0+30)
C-4
0.5
94
0.0
13
1.5
5120.8
0.8
0.4
03
0.0
05
1.7
36
0.4
63
0.2
32
0.1
80
DP
-600
Cro
ss D
rain
age, (7
3+70)
P-1
1.4
60
0.0
13
10.0
50
136.4
0.8
3.0
31
0.0
05
2.9
59
0.8
59
1.0
24
0.4
01
DP-1500
Riv
er
Cro
ssin
g, (
64+80)
P-2
1.4
60
0.0
13
10.0
50
136.4
0.8
3.0
31
0.0
05
2.9
59
0.8
59
1.0
24
0.4
01
DP-1500
Riv
er
Cro
ssin
g, (
67+50)
※）O
pen D
rain
age A
rea
is b
igge
r th
an P
ipes,
there
fore
cal
cula
tion f
or
ope
n d
rain
age s
hould
be a
bbre
viat
ed
becau
se o
f se
ftie
r th
an p
ipes.
Calc
ula
tion o
f V
elo
cit
y a
nd D
epth
For
Pip
es
Spe
c.
A7-21