3 -5 Ge Ne Ra L View O F Girg Ha K H O L a B R Id

3-5 GENERAL VIEW OF GIRGHA KHOLA BRIDGE

120 PROFILE S=1:500 0 40 .00 0.8 +0 +7 TYPICAL CROSS SECTION o.0 o.0 115 N N S=1:200 20 70800 20 400 70000 400 110 3@10000=30000 10000 3@10000=30000 Side wall Intermediate wall VCL=15 VCL=10 VCL=10 VCL=10 (Abutment) (Pier) 105 VCR=100 VCR=100 VCR=100 VCR=100 PH=103.700

M H H H.F.L=101.57 M M F M H H M 5700 100 1000 800 600 600 600 4500 600 5800

1200 800 800 6800

7300 1200

8700 SH=97.900 2250 2250 SH=96.400 100 95 1000

1400 PH=103.700 100 33320 7100 33220 i=15.000% DELINEATOR DELINEATOR L=12.000m 2.000% 2.000% DL=90

i =7.4 00% 0% 3 .0 LEVEL 00 945 L 1% =15 i=3. GRADE =43 i 00m L=90.840m 00m .60 1.6 5.6 250 0m =2 =1 945 900 100.460 103.700 103.700 101.900 102.368 103.700 L L 20 20 PROPOSED HEIGHT 103.513 103.393 101.379 100.881 101.127 102.500 102.698 103.700 103.700 103.700 103.700 103.570 103.513 102.125 102.027 102.115 102.368 102.570 101.084 103.700 GROUND 98.44 99.49 100.40 100.42 100.21 100.67 100.25 100.00 100.00 100.23 102.42 103.70 103.34 102.02 101.05 100.86 100.45 100.45 100.50 100.52 100.50 HEIGHT 102.39

SH=96.400(SH=97.900) STATION 0+80.840 0-10.000 0+92.840 0-75.2000-71.074 103.700 0-60.000 0+43.976 0-40.000 0-20.000 0+0.000 0+20.000 0+40.000 0+60.000 0+80.000 1+0.000 0-31.600 0-31.439 0-18.349 0+95.651 1+8.440 1+8.651 EC+1 EC-2 BC-2 EC-1 BC-1 BC+1 0+70.840

CURVE R= R= R= 30.000 R= R= L=4.126 R= 30.000 L=12.537 L= 13.090 L=114.000 R= 15.000 ELEMENT L= 27.098 L= 13.000 SUPER

ELEVATION 2.000%

PLAN S=1:500

10 .9 1 100.30 99 99.39 100.45 99.95 453 7 99.02 .33 9.84 98.80 110011.3. 107.38 99.1 99 99.77 9 .7 .17 102 98 5 .63 98.21 98.41 98.00 99.4 99 8 .90 100.06 98.1 99 99.45 98.15 99.74 9 106.94 23 99.39 100.1 7 100.31 98. 99.47 99.4 APPROACH ROAD S=1:200 99.39 9.95 9 100.42 99.81 0.17 0.24 99.19 10 99.41 101.72 3 10 99.11 103.33 100.2 100.33 1001.0703.57 99.02 107.02 3 0.03 0 07.01 100.1 0 99.30 10 4 1 00 .8 . 0 99.54 600 4500 600 7.33 99.40 0 7 99.59 10 106.93 99.75 + 98.30 99.89 + .0 .50 .0 100.03 107.39 07.69 o 99 o 1 100.51 N 99.49 99.81 N DELINEATOR 100.58 99.27 100.25 99.54

99.31 98.25 00.07 2.57

98.26 98.22 1 10

98.32 1 99.12

5 00.38

7.38 .28 3 6 1 C 9 .

10 20 9 70800 100.2 20 103.3 N 2 8 L

107.3 00.04 O 1 + I

4 100.26 S 1 T

100.2 .72 .000

99.49 99 . L C

51 99.83 o O

400 98. 70000 400 = E

62 N P . T

99 R 2.89 10 E

100.53 9.48 .31 O 9 98 1 S

07.61 0.52 R P 1 0 + K

107.66 1 3@10000=30000 3@10000=30000 99.41 P 2.0% 2.0% R

10000 C R W

98.25 98..3336 98.221 99.35 5 O 99.9 E E O O T 99.80 P W R E .35 100.51 99.78 O C .32 100 .33 99.54 99.67 102.30 K T 107 99 100.31 102.83 L S 100.73 5 S .5 IO 98.36 100.6 :1 1 N 8.41 1 :1 100.73 9 .37 4.55 . 100.68 98 10 5 03 107.44 100. 7 5 7.3 0.1 13 L= R=15.000 10 .91 100.52 100.92 .74 10 BC+1 No.95.651 5 .34 101 .75 99 100.1 102 0 99 4 1 106.2 .69 100.5 .98 101.35 0+60 0+80 99 0+00 0+20 0+40 99 + TP1 0 0

9 - 8 99.88 100.6 100.55 100.80 .34 99.53 2 9 106.15 105.59 107.19 107.37 101.4 100.13 99.73 0.32 100.35 100.48 100.78 7 98.36 98.38 98.49 99.41 99.41 9 99.61 99.67 100.56 100.42 100.25 100.15 100.150 101.42 85 10 100.6 99.02 99.47 100. 0 98.38 99.33 99.89 2 100.71 99.87 99.85 SUBGRADE (t=30cm) 102.19 100.5 98.38 100.53 .48 101.69 106.04 .48 98.34 .64 100.36 0.17 100

99 98.35 99 10 01.38 0 4.56 .14 1

10 99.45 100 5.31

- 103.68 10 8 .84 MECHANICAL STABLE SUBBASE (t=30cm)

8.41 99 9.65 0 .936 9 9 107.72 99 99.96 100.47 99.80 99.80 99.85 100.50 0 8.32 06 103.02 9 99.35 1 101.10 1.00 - 6 99.45 10 4 100.4 0.88 00.71 2 10 1 104.6 0 98.33 39 .75 .78 99.58 100. 107 3 100 9.71 100.24 00.72 5 100.2 .84 100.57 100.60 9 1 103.7 102.49 100 98.39 9 92 102.7 99.87 1.13 99. 84

10 100.77 2 99.

0 9.5 4 47 9 0 8.06 9 100.3 0.51 106.

103.5 99.86 9 9 99.82 10 - 107.65 9 100.28

6 9 9

0 98.32 99.8 100.2 108.54 . 36 33

.65 0 99. 44 100.

101 9 100.

.94 01.13 3 99.29 100.54

107 1 3

1 G

4 100.8 110

. 0.73 8 Level Bank 100.80

= 10 99.7 i

r 00.37 1 1

3.21 .96 g 5

10 102 L 100.7 Note:The details around abutments including the lengths

3 3

100.7 h

- 99.88

67 a 0

7.67 0 100. 99.99

. 99.64 1

0 K

0 3 .32 will be determined based on the actual site condition.

. 101.0 h .71 64 100

N 99 100.16 100.

6 0 0.80 99.37

07.7 0 10

1 100.4 l

3 a

101.33 1 - 4 0.69 = 100.3 The contractor has to prepare the shop drawings for

10 .37

R= L= 114.000 98 3 BC-1 No.0-18.34 C 2 R 3 112.

0.62 0 101.5 10 E .1 98 .73 0.58 113.47 99 5 10 98.38 100.3 the shape and dimension of embankment slopes, 109.61 101.12 100.90 retaining walls and other structures necessary to 100.88 99.85 100.50 7 00.75 100.4 1 01.08 101.29 101.22 1 .69 .53 99.77 100 98 99.90 0.57 98.45 98.31 99.88 9.76 10 108.21 complete the works based on the site condition for 999.91 0 7 111.6 99.9 100.69 100.83 109.21 112.81 approval of the engineer. No claim except adjustment 101.36 99.69 108.63 7 8 .81 101.0 100.9 99 4 95 109.48 114.0 99. 6 3 of quantities shall be made by this adjustment. 103.39 110.3 114.3 101.13 100.58 DRAWING TITLE: SCALE DRAWING NO: THE PROJECT FOR THE IMPROVEMENT PROVINCE Sindhuli ROAD NAME Sindhulimadi-Bhimsthan OUTLINE DESIGN OF RIVER CROSSING STRUCTURES OF COMMUNITY ACCESS IN NEPAL 3-5 GENERAL VIEW OF GIRGHA KHOLA BRIDGE SITE NO. 3-5 AS SHOWN 31 LOT - 10 RIVER NAME GIRGHA KHOLA 3-2 GENERAL VIEW OF BASERA KHOLA BRIDGE 215

PROFILE S=1:400 0 00 .70 0.0 21 .0+ .0+ S=1:200 210 No No TYPICAL CROSS SECTION 21700 350 3@7000=21000 350

205 PH=203.400 H.F.L=201.73 200 700 600 600 700 6000 6800 VCR=100 SH=197.400 VCL=10 800 195 100 21700

DL=190

i= LEVEL -10.000 L=2 % GRADE L=41.840m 9.600m 203.400 200.440 203.400

PROPOSED

HEIGHT 203.400 203.400 203.400 203.400 203.275 203.044 202.584 200.584 200.440 GROUND 199.89 HEIGHT 201.15 199.73 200.28 200.31 200.50 200.50

STATION 0+0.000 0-14.016 EC+1 BC+1 0+20.000 0+31.840 0+40.000 0+60.000 0+61.440

CURVE R= R= 10.000 R= L= 12.419 ELEMENT L=32.861 L=26.160 SUPER ELEVATION

2.000% N PLAN S=1:400

.449 011.9 APPROACH ROAD S=1:200 220 5 0.4 20 2 1.1 5 20 3 0.0 .77 600 4500 600 2.0 20 99 0 20 1 +60 7 DELINEATOR 9.2 2 14 19 2.0 1. 20 20 N CL 1 IO 0.2 .13 S 20 00 T L 2 .61 C O 99 E .52 1 P 02 T E 2 .96 O S 00 R P 2 P K 2.0% 2.0% R 19 R W O 1. .55 E O 20 .7500 O T 99 2 6 P W R E 1 .14 .2 O C 00 00 L K 2 2 S 5 S TI .25 .29 . O a 00 0 1 1 N l 2 20 : 31 1 :1 1 6 o 9. .5 0.9 19 .5 02 20 h 2 .31 K 99 19 1 9. a 19 r 25 0. 71 e 3 20 9. s .2 19 0 00 6 0 a 0 2 .3.98 6 0 .7 000 15 .2 7 0 B 22 0. 03. 2.5 . 1 20 20 20 +0 +2 0 0 6 SUBGRADE (t=30cm) . . 9.3 9 o o 19 3.2 N N 20 6 MECHANICAL STABLE SUBBASE (t=30cm) 19 0.9 9. 7 20 19 0.0 20 .09 8 00 21700 .32 0.2 2 1 .35 99 20 9.2 99 1 19 1 5 9.7 350 3@7000=21000 350 19 1 0 3.2 + 6 20 40 0.0 81 .10 20 7 9. 00 0.7 19 2 20 6 1 46 0.2 0.3 9. 20 20 19 .25 7 99 6 .1 1 .21 4.2 04 .52 99 20 2 02 13 1 2 9. 15 .58 .17 19 0. 03 04 20 2 2 7 15 4.1 0. 56 20 60 20 0. 9 .65 9. 7 20 9.1 .15 99 19 9.3 .56 19 99 1 19 99 3 8 1 1 0.0 4.1 09 20 L1 . 20 34 00 .11 .60 .77 0. 2 99 66 99 00 7 .72 20 1 9. 1 2 .9 1 L3 9 4 2 02 20 1 .4 5.0 2 05 20 2 77 27 0 30 3. .69 34 .29 6. .2 6. .15 20 03 0. .78 99 6 20 06 20 04 2 20 00 1 .10 .8 .36 2 .28 2 2 .05 2 99 7 99 .57 06 06 8 2.9 01 1 18 1 00 2 2 .6 20 2 9. 5 2

4 0+00 9 0+20 20 .58 7 1 ° 1 0 .53 01 9.5 Note:The details around abutments including the lengths of L1, L2, L3 and L4 4.9 4.7 04 2 19 .56 20 20 2 05 .75 2 7 00 4.4 2

20 W 1 will be determined based on the actual site condition. The contractor

LO 3.4 .70 1

EL 20 .55 99 9

Y 6 9 1 5 .6

4 8 .74 9 1.4 19 0 99

.4 4 3 .4 0 0 1 04 4. 20 02 2 27 0

2 0 2 . 0 3

44 2 8 5 99 0.1 has to prepare the shop drawings for the shape and dimension of . 0

1 4 .2 .8 .19 1 0 0 .9 0 4 01 99 2 2 0 N 04 2 2 .37 2 .92 1 E 9 2 .6 2 38 00 .96 .6 04 20 1. 2 99 .29 1 00 6 2 .50 46 0 1 99 .9 2 .5 4 . 2 .90 87 1 00 embankment slopes, retaining walls and other structures necessary to 0 4 0 . 0 5 2 0 20 00 0.6 98 2 20 21 2 4 2 0 9. .26 2 8. .23 .5 4 3 2 19 99 .2 2 9 20 04 03 1.5 1.5 1 99 9.2 9.2 L4

2 L2 7 1 2 20 20 .9 9 19 3 29 19 99 .2 .2 . m 1 99 99 99 1 1 1 1 2 u complete the works based on the site condition for approval of the .43 1.1 8.9 2 0 9 k 20 2 1 1 l 21 9.3 64 i 7. 19 9. 20 19 72 T 9. 46 3 19 engineer. No claim except adjustment of quantities shall be made by 0. .2 o 0 99 t 9 2 1 .6 0 .35 00 .5 01 y 2 09 2 5 6 2 _1 a .7 0.0 this adjustment. M 55 .32 99 20 .50 B 1. 99 1 8 1 00 47 1 20 1 .3 0 .7W 2 0. .9 1 99 .3 99 20 00 1 1 1 99 1 4 2 89 20 1 0 4 0 DRAWING TITLE: PROVINCE Sindhuli SCALE DRAWING NO: THE PROJECT FOR THE IMPROVEMENT ROAD NAME Sindhulimadi-Bhimsthan OUTLINE DESIGN OF RIVER CROSSING STRUCTURES OF COMMUNITY ACCESS IN NEPAL 3-2 GENERAL VIEW OF BASERA KHOLA BRIDGE SITE NO. 3-2 AS SHOWN 32 LOT - 10 RIVER NAME BASERA KHOLA 10-1 GENERAL VIEW OF ROSHI KHOLA-2 BRIDGE 00 00 0.0 0.0 .0+ PROFILE S=1:500 .1+ No No TYPICAL CROSS SECTION Bridge Length 100000 Bardibasa 27000 25000 S=1:100 1600 100 Stiffened Girder Length 96700 100 1600 300 Span Length 96000 300

1025 4300 250 3500 250 1020 6000

12000 ▽1010.000 1009.500 1009.500 14000 14000

1015 12600 4000 1500

1 6000 STEEL DECK 0- 2 .1 o. 5000 500 o N 1010 e N ole it H S re Bo -1 1 10 o. P.H 8000 o. N N le F ite Ho M VCL=10 1005 S re 2000 2000 Bo VCR=100 9500 9500 Roshi River 1000 9250

6000

DL=995 % LEVEL 1.00% Palabolic Curve 1.00% Palabolic Curve LEVEL .000 =10 m 1500 GRADE L=15.00m L=15.00m i .000 =15

L 1011.00

1009.500 1010.000 1009.500 1009.500 1009.500

PROPOSED 0 1

HEIGHT 3

1009.500 6

1009.500 1009.500 1009.820 1009.980 1009.980 1009.820 1009.500 1010.000 1010.550 1009.500

1009.500 1009.500 1009.500 0

. 0

1 E

2 GROUND 1

9 3

9 M 7

8 999.21

2 .

B .

0 8

4 1015.04 1009.625 1017.36 1011.00 1002.43 1009.46 1008.45 1002.38 1002.58 1003.00 1001.54 1000.33 1011.01 1016.45 1016.95 1002.50 1003.59 1002.44 1002.58 1009.500 1002.58 1009.500

9 0 4 0

HEIGHT 8

1 0 1 .

0 1 1

1 0

1 7

9 2

3 0 6

8 1 9 . . 5

1 1 0 .

3 1

4 5

0 5

. 1 0 1

. 4

1 1

0 3

1 0 0

7 8

9 0

0 0

1 0 0

0 .

0 0 1

1 2 6

1 2

0 8

0 1 4 0 1

0 1 0

0 6

9 . . 8

0 -

0 0 1

. 9 1

00 . 0

. 8 5

STATION 9 2 2

0 . .

0 0 2 .

1 1

1 0-3.055 . 1

0 0 1

9 2 2

1 0

0 1+0.000 0+0.000 1+1.939 6 1

0 2 4

1 + +

0 .

1 1

1 5 A1 8 A2

0-50.000 0-46.906 0-40.000 0-27.644 0-20.479 0-20.000 0-15.000

. .

2 0 1

2 0+80.000 1+15.000 1+20.000 1+30.000 0+20.000 0+40.000 0+60.000 1+25.501

1 . . 4

4 1

1 5

2 . 7

1 o 0 o.

7 0 0

N N 3

0 0 1 1

5 1

1 0

. 5

7 7 7 .

9 1

0 2

1 9

2 0

. .

i 8 .

2 9

0 0 0 2 0 1

. 2 8 6

9 9 9

0 9 1 . 0

. 4

1 0 CURVE 4 . . 5

0 A

9 0

1 5

- 6

5 R=15.000 3 0 0

0 1 2 i 5

0 .

0 1 2

0 r

8 1

1 1

0 3

0 0 8

1 .

R=15.000 0 R=15.000 .

4 0 0 .

. 1 8

0 0 . 1

0 6

. 1 0

4 Bridge Length 100000 0

. 3

5 1

R= 1 . 5

8 R= 0

L= 17.424 2 1

4 1 0 5 0

7 1

1 1 3

1 1 7 0 3

0 2

1 0

L= 19.2627 . 5

0 L= 23.562

. . 5 0

5 . 1 4

1 1

0 . 1

ELEMENT 6 1 . 0 0

9 1

3 1 1 0 8

5 1 L=7.165

. 7

3 L=104.994

0 1

5 96600 9

9 1

Stiffened Girder Length 1

0 0

0 1

1 0

1600 100 9 100 1600

. 0 2 8

7 4

. 0

0 9

1 0 .

4 2 3

9 1 5 1

1 4 3

2 8 1 . 0 . 1

4 9 4

9 9 5

. 7

. .

0 . 4

. 1 0

9 5

5 4 8

1 8 0

2 0 7

1 9

Length 96000 5 1

8 Span

0 7

. 1 1

7 0 9 . 1

0 6

0 5 300 300 0

. 6

9 0 0

1 9

. 1 9 4

8 9

0 1 . 4

5 0

1 1 9 .

1 1

2 9 9 8

9 .

0 1

3 0

2 .

SUPER . 5

0 9

. 2

0 1

1 9 .

2 . 1

N 1 9 .

3 1

4 0 0

1 3

8 0

7 1

8 1

2 0 1 .

2 0 .

0 1

0 3

8 4

1 1 0

7 3

0 0 5

1 1 3

3 1

. 9

0 5 .

0 1

3 0

. 0 .

5 . 1

2 0 2 0

0 2 2

0 7

0 0 0 1 9

ELEVATION 1 6 3

1 0 4 0 0

0 0

0 .

1 0 0

0 0 2

7 3

0 1

. 1 6 1 1 5

2 0 1

1 1

. 9

1 7

. 2

2 2 . 1

0 2

0 0 5

9 S=1:200 1 0

1 0 2

9 APPROACH ROAD

0 5

1 1 6

1 0

9 6

5 4 1

1 9 3

3 .

4 8 9

1 0 9

. 1

. 5

1 B .

. ▽10

0 10.000 0

1 9 -

1 i

0 2 1

4 0 4

0 6

- 0

9250 x

0 1 2 1

0 5

1 3

1 9

0 A

0 0

. 5

BH-1 1

5 .

r 1

. 2

B .

8 0 0

. 0 6

8 9

0 0

0 9

0 2

3 2

0 1

9 .

E 7 .

1 0

6 1

1 1

0 9

0 0

1 4

. 8

. 1

1 .

1 9

0 1 6

. 4

8 . . 5

PLAN S=1:500 .

. 1 0

0 3 5

5 7

3 8

3 0

1 500 3500 500

0 0 0 1

. 1 9 4 3 0 0

1 1 1

. 1 1

2 0

8 0+0.0

2 2 0+20 0+40 0+60

5600 0 5600

0 DELINEATOR 0 4 0+80 1+0.0

1 1 1

2 2

3 . 3

2 7

4 .

6 . 9

2 2

0 9

0 %

0 1

8 .

2 3 0

1 0 C S

0 3 2

0 5 N L 1

0 9 2 .

10000

1 L

. 9

4 O

0 2 O .

0 9

0 I

1 = 1 0 9 5 P

0 T

= 0 2

8 6 E . E

2 L C 2

6 4 3

. . . 1

8 E P 2

6 . 6 8 9

0 T R 0

0 0 0

8 W

0 0 0 0 2 O

N O S

0 1 1

1 O 1 T

. R K

0 0

0 % 2.0%

0 2.0 E . 0 R

. P R

9 3

4 5 C 3

9 K 5

0 O 1 .

9 E

0 T

2 S

1 5

2 0

9 5 6 3

4 2

8 P 1

. I

1 W . 1 .

0 . R . 1 5

6 O

2 . 7 2

9 6

0 3

1 O 3

0 N

0 9 3

0 1 8 0

0 L 4 4

5 o 0

0 3 3

3 0 0

6 0

0 1

3 0 9 9

- -

. 5

6 0 1 .

. S

1 0 f

f 1 1 9

0 1

. 0 f f

1 0

7 s 5 .

. 2 7 9

1 3 2 2

. . 0

4 :

2 1

3 7 W

0 2

0 1 O O

3 1

. 2

8 h

. 2 3 3

0 6000 1

1 3

0 0 8 0 .

3 0 0

EL=1007.00 . :

0 . 6

5 0

0 2

7 0 1

3 5 4 0

. 1 1 2

0 2

. i

1 1 . 0 1 0

1 0

0 2

6 1

3 0

0 + a 0

3 K

1 0

2 1 0 1

e 1

1 0

4 l

5 0 .

. y

1 h

1 7

9 0

a 0

0 o

0 9

8 0

9 t

3 h 1

9 E l 1 4

5 3

. o . a

0 0

. 9

6 c 0 2

4 4

2 4

. % 8

9 r .

0 .

1 .

5 0

3 0

2 0 *

1 a

0 . 0 3

1 SUBGRADE (t=30cm)

0 * 0

0 0 0

1 .

1 1

A 0

0 *

2 =

i 4 3 2

. =

o 0

L 4 6

5 0

t 5

1 3 1

1 MECHANICAL STABLE SUBBASE (t=30cm)

1 2

4 0

y 1 . 2

a 1

1 5

W 1 .

0 1

. 1 3 1

. 7

2 3

0 .

5 0

. 3

1 . 1

0 3

0 4 . 0 6

1 0

0 4 5 3

9 1

5 0

0 0 5

5 .

4 0 1

2 1

1 9

2 2 N

0 .

. 0 0 0

1 1

. 1

1 3

. 3

5 0

0 3

. 5 0

6 3

7 0 5

1 7

1 4

2 1

3 1

1 .

2 2 0 0

0 1

1 0

3 .

. 4

2 3 0 0

8 9

. 6 1

1 6

0 6

0 .

1 0

7 7 0

2 2

5 4 4 .

- -

. . .

f f 1

3 f f

E Note:The details around abutments including the lengths

9 2

2 2

0 8

. 0

9 O O

3 3 3 1 5

7 .

9 8

0 0

1 . 1 .

1 1

0 5

8 1 0

1 1 7

N 3 0

0 . 0 1

5 will be determined based on the actual site condition. The contractor

1 5 1

2 1

2 4

6 2

3 9

. 2

1 .

4 3

3 . 5

2 has to prepare the shop drawings for the shape and dimension of

. 0 0

4 1

0 2

. 4

. 5 1 0

0 0

9 6

2 1 3

2 7 0

3 1

. 1 .

1 .

0 0

0 . 1

0 1 1

0 6

1 8

1 0

9 6

0 9

1 0

7 embankment slopes, retaining walls and other structures necessary to 0

6 0

1 .

0 1

6 3

3 5 1 2

3 2

3 1

5 8

1 1

5 5

8 0 complete the works based on the site condition for approval of the

0 .

6 9

1 1

0 . 2

1 6

3 8 .

0 . .

9 .

9 9 7

9 0 .

. 1 1

9 1 0

Su 9

1 spen 2 6 sion 3

Brid

ge 0

0 0

0 .

1 engineer. No claim except adjustment of quantities shall be made by 1 .

1 5

2 5 1

1 7 7 5

0 1 3 4 . 0

. . 1

6 5

0 7 .

. 1 .

. .

8 1

1 1 1

9 1 1

5 9 9

1 1

8 0

0 6 1 9

0 1 1 0 0 .

1 0

2 0

0 this adjustment.

0 0 0

1 1 0 3

6 1 1

1 1 0 . 9

5 0

9 1 DRAWING TITLE: PROVINCE Kavrepalanchowk SCALE DRAWING NO: THE PROJECT FOR THE IMPROVEMENT ROAD NAME Katunjebesi-Bankhu OUTLINE DESIGN OF RIVER CROSSING STRUCTURES OF COMMUNITY ACCESS IN NEPAL 10-1 GENERAL VIEW OF ROSHI KHOLA-2 BRIDGE SITE NO. 10-1 AS SHOWN 33 LOT - 11 RIVER NAME ROSHI KHOLA-2 9-1 GENERAL VIEW OF ROSHI KHOLA-1 BRIDGE

0 00 .00 0.0 90 .0+ PROFILE S=1:500 .0+ No No TYPICAL CROSS SECTION Pipaltar 25000 Bridge Length 90000 25000 Narayantar 1600 100 Steffened Girder Length 86600 100 1600 S=1:100 300 Span Length 86000 300

4300 250 3500 250

1105.500 10500 12450 12450 1105.500 1110 13000

VCL=10 1105.950 14000 VCR=400 VCL=10

1500 VCR=100 S ite Bo N o 450 1 1105 re .9 9- o.2 H -1 o. N o N le le te o Bank EL=1103.00 N Si H o.1 re M F Bo Bank EL=1102.00 STEEL DECK 5500 0 1020304050 01020304050 1100 2000 H.F.L=1100.10 5500 Roshi River 2000 10500 10500 P.H 6000 6000 1095

6500 6500

1090

8% i=8 .55 LEVEL 1.00% Palabolic Curve LEVEL .750 i=2 0m L=4 % GRADE 2.00 0.0 L=5 L=10.00m L=10.00m 0m 1105.500 1105.500 1105.500 1102.000 1105.500 1104.170 1500 PROPOSED HEIGHT 1105.500 1105.811 1105.944 1105.950 1105.900 1105.678 1102.000 1105.391 1103.750 1104.170 1104.214 1005.196 1105.440 1105.468 1105.500 GROUND 1099.51 1100.52 1105.500 1100.56 1105.500 1100.67 1100.74 1105.216 1100.92 1104.284 1101.08 1101.29 1103.373 1101.76 1102.591 HEIGHT 1105.24 1104.616 1103.37 1101.30 1101.17 1100.67 1100.51 1098.54 1098.31 1098.24 1097.72

STATION 0-62.000 0-21.876 0-11.843 0-10.000 0- 1.810 A1 0+0.000 0+20.000 0+40.000 0+45.000 0+60.000 0+80.000 A2 0+90.000 0+92.213 1+0.000 1+3.055 1+13.897 1+20.000 1+24.314 1+33.247 1+40.000 0-60.280 0-44.572 R= R= APPROACH ROAD S=1:200 CURVE L=1.720 R=20.000 L=22.696 R=10.000 R=10.000 R= R=10.000 R=10.000 R= R=15.000 R= L=15.708 L=10.033 L=10.033 L= 94.023 L=10.842 L=10.842 L=10.417 L=8.933 L=6.753 ELEMENT 500 3500 500 DELINEATOR SUPER N C S O L LO ELEVATION TI P C E TE P O W RO R KS O T P R 2.0% 2.0% R E S=1:500 O K C PLAN PE S T 92 W IO 1096.93 LO N 1104.36 S 1 110 110 .5 : W 7.44 2.70 1 1 0 01104.63 : .5 1104.58 1102.96 0 0 1107 1 a .0 1 .0 .59 10 0 099.68 0 y 99.70 + 9 11 .0 1 + 06.85 to o 096.77 o.0 P 1100.04 N N ip 1098.87 1103.38 1 SUBGRADE (t=30cm) a 1 1100.0 100.51 lt 1102.77 100.80 1 Bridge Length 90000 1106.82 a 110 110 r 1096.98 1101.44 2.10 5.13 1104.16 1102.70 109 11160000.05 100 Stiffened Girder Length 86600 6.94 100 1600 MECHANICAL STABLE SUBBASE (t=30cm) 1098.7 2 1098.3 1102.09 1104.24 1098.03 8 1100.25 1098.13 Span Length 86000 1104.80 1104.34 300 1100.16 300 EC+2 No.1+13.897 1101.43 1096.9 L=10.417 R=

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VCL=10 .000% 2.000% A VCR=100 2 40

790 PH=1198.250 H.F.L=1197.62 250

750 H.F.L=1197.62 790 750 3040 1500

750 SH=1195.960 PLUMB CONCRETE 3000 A 1500 SH=1195.960

i=-0 % .80 LEVEL 000 750 L=1 0% -10. m 1.98 L=30.000m i= .500 0m L=12 1198.346 1198.250 1198.250 1199.500 A-A 1198.346 1198.275 1198.250 1198.250 1198.250 1198.375 1198.415 1199.500 1199.351 4500 250 4000 250 1197.81 1198.35 1198.16 1196.35 1196.23 1197.77 1199.49 1199.48 2000 2000

PH=1198.250 DELINEATOR DELINEATOR EC-1 0+25.505 0-13.665 0+40.210 EC+1 0-16.475 0-4.495 BC-1 0+0.000 0+20.000 BC+1 0+27.000 0+38.005 1199.49 0+40.000

2.000% 2.000% R= R=10.000 R= R=10.000 R= L=13.665 L= 26.246 L=13.964 40 250

750 H.F.L=1197.62 790 750 3000 1500 SH=1195.960 PLAN S=1:400 1000

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9 9 8 this adjustment. DRAWING TITLE: PROVINCE Kavrepalanchowk SCALE DRAWING NO: THE PROJECT FOR THE IMPROVEMENT ROAD NAME Kavrebhanjyang-Dapcha-Kakare OUTLINE DESIGN OF RIVER CROSSING STRUCTURES OF COMMUNITY ACCESS IN NEPAL 9-2 GENERAL VIEW OF ANDHERI KHOLA BRIDGE SITE NO. 9-2 AS SHOWN 35 LOT - 12 RIVER NAME ANDHERI KHOLA

８．水文解析結果（要約）

HYDROLOGICAL STUDY

1. Study Area

The study area covers the catchments of rivers which cross the 11 community access rural roads of 5 districts (Sindhupalchowk, Kavrepalanchowk, Sindhuli, Ramechhap and Mahottari). Hence, the study area covers some parts of catchments of Indrawati River in Sindhupalchowk; catchments of Rosi Khola and Sunkoshi River in Kavrepalanchowk; catchments of Marin Khola and Kamala River in Sindhuli; catchments of Khimti Khola, Likhu Khola and Tamakoshi River in Ramechhap; and catchments of Dholan Khola, Hardi Khola and Maraha Khola in Mahottari.

2. Climate

2.1 Climates of Nepal

Climate is the collected weather patterns of an area. The climate of Nepal differs drastically in different places and seasons, it has cosmopolitan climates. In general, Nepal has cold and dry winter, hot and dry summer, and heavy monsoon periods. Globally most of the regions have four seasons, however, Nepal has six, they are: Spring or Vasant (Mid-March to Mid-May), Summer or Grishma (Mid-May to Mid-July), Monsoon or Varsa (Mid-July to Mid-September), Autumn or Sharad (Mid-September to Mid-November), Hemant (Mid-November to Mid- January) and Shishir (Mid-January to Mid-March). Further, Nepal has mainly five types of climates which are determined based on altitude ranges (Fig. 1). The climates found in Nepal are as mentioned below.

Fig. 1 Climatic Types in Nepal

Tundra Climate: This climate is found in the Himalayan region which falls above 5000 m from the mean sea level (MSL). The temperature in winter is quite less than the freezing point, while in summer it is slightly less than the freezing point. No vegetation is found in this climate.

A8-1 Alpine Climate: This climate is prevailed in higher hilly region which falls in the range of 3300-5000 m from the MSL. The temperature in winter is less than the freezing point but in summer it ranges from 5-15 oC. Alpine forests are found in this climate.

Cool Temperate Climate: This climate is found in central hilly region between 2100-3300 m from the MSL. In winter, temperature is less than freezing point while in summer it ranges from 15-20 oC. Coniferous forests are found in this climate.

Warm Temperate Climate: This climate is found in lower hilly region and in the valley which ranges from 900-2100 m from MSL. In winter, temperature ranges from 0-18 oC while in summer it ranges from 17-30 oC. Deciduous forests are found in this climate.

Sub-Tropical Climate: This climate is found in the Mahabharat hills and terai which ranges below 900 m from the MSL. The temperature in winter ranges from 6-25 oC, while in summer it is 25-40 oC. Evergreen forests are found in this climate.

2. 2 Climatic Conditions of the Project Area

To get ideas on climatic conditions of the project area, monthly maximum and minimum air temperature records of Sindhuli Gadhi and Dhulikhel stations are analyzed and similarly, monthly rainfall records of Sindhuli Gadhi and Nepalthok stations are also analyzed.

2. 2.1 Air Temperature

The monthly maximum and minimum air temperatures during 1993-2005 of Sindhuli Gadhi station are analyzed. The highest value of average monthly maximum temperature of 31.7 oC is found in April. The lowest value of average monthly maximum temperature of 21.0 oC is found in January (Table 1 & Fig. 2).

Table 1 Monthly Maximum Air Temperature of Sindhuli Gadhi

Monthly Maximum Temperature (oC) Year Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 1993 25.0 26.2 30.4 31.1 30.7 29.8 28.8 28.8 28.4 24.9 22.3 1994 20.9 22.0 27.9 32.3 32.9 31.3 31.2 31.3 31.8 30.3 27.9 23.3 1995 20.3 22.4 28.4 32.6 34.0 30.5 29.6 30.1 29.3 29.1 26.3 22.5 1996 19.8 24.2 28.4 33.4 29.7 30.6 30.2 30.1 29.9 28.5 26.9 24.0 1997 20.9 22.3 28.7 28.7 32.8 32.3 30.7 30.6 29.5 28.1 26.3 21.4 1998 20.5 23.9 26.2 30.7 32.6 33.3 30.3 29.6 30.2 29.8 27.2 24.2 1999 22.8 27.2 30.6 34.3 30.9 31.0 30.0 29.4 29.6 28.6 26.9 24.2 2000 21.8 22.3 28.4 31.9 31.0 30.9 31.2 29.8 29.3 29.9 26.0 23.3 2001 21.2 25.0 29.6 32.6 30.6 30.9 31.2 30.9 29.9 29.1 26.5 23.0 2002 21.7 24.6 29.2 30.5 30.9 31.3 30.1 29.5 30.2 29.0 26.9 23.4 2003 21.3 23.0 26.8 30.7 31.2 31.3 30.8 30.8 30.1 29.2 26.2 23.7 2004 20.8 24.5 29.9 30.9 31.0 31.5 29.6 30.9 30.4 28.3 26.0 24.4 2005 20.4 29.5 32.5 31.0 32.3 30.6 Mean 21.0 23.9 28.4 31.7 31.5 31.4 30.4 30.2 29.9 29.0 26.5 23.3 At Sindhuli Gadhi station, the highest value of average monthly minimum temperature of 22.8 oC is found in July and August. The lowest value of average monthly minimum temperature of 7.2 oC is found in January (Table 2 & Fig. 2).

Table 2 Monthly Minimum Air Temperature of Sindhuli Gadhi

A8-2 Monthly Minimum Temperature (oC) Year Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 1993 8.5 11.3 17.3 20.0 21.4 21.8 20.6 19.2 15.6 13.0 1994 8.3 10.2 15.5 17.1 21.4 23.7 23.6 23.1 22.3 17.9 12.9 8.9 1995 7.0 9.5 14.0 19.0 22.6 23.7 23.4 23.1 22.4 19.1 13.7 10.3 1996 9.0 10.9 14.7 18.0 19.4 22.6 23.5 23.2 22.2 18.7 13.1 9.6 1997 7.7 7.7 13.5 16.5 19.6 22.1 23.6 23.4 21.9 16.2 12.9 9.5 1998 7.3 9.9 12.7 17.3 21.7 24.2 24.2 24.0 22.7 20.6 15.8 9.9 1999 7.5 11.6 13.6 20.2 21.6 22.6 23.4 23.2 22.4 19.0 13.4 10.2 2000 7.3 8.5 13.1 17.8 21.5 23.0 22.9 23.1 21.4 18.0 14.4 8.3 2001 7.0 10.0 13.6 17.9 20.0 22.3 23.3 21.2 19.9 16.3 11.1 6.1 2002 5.3 8.5 11.7 15.7 18.4 20.1 21.9 24.0 21.0 19.0 13.1 9.2 2003 5.9 9.6 13.1 17.3 19.0 21.9 22.7 22.7 21.8 18.4 12.5 8.1 2004 6.6 9.5 15.0 17.8 19.4 21.5 21.6 22.3 20.8 16.2 11.0 8.5 2005 7.1 12.5 15.0 17.2 20.3 20.7 Mean 7.2 9.5 13.4 17.5 20.1 22.3 22.8 22.8 21.5 17.9 13.1 9.0

Temperature of Sindhuli Gadhi (Records analyzed: 93‐05) 35

25 C) o (

15 Average Max. Temp

Temperature 10 Average Min. Temp 5

0 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

Fig. 2 Monthly Maximum and Minimum Temperature of Sindhuli Gadhi

Further, monthly maximum and minimum air temperatures during 1993-2004 of Dhulikhel station are analyzed. The highest value of average monthly maximum temperature of 26.6 oC is found in May. The lowest value of average monthly maximum temperature of 14.1 oC is found in January (Table 3 & Fig. 3).

Table 3 Monthly Maximum Air Temperature of Dhulikhel

Monthly Maximum Temperature (oC) Year Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 1993 15.8 19.1 22.4 25.4 27.2 27.1 25.9 25.4 24.9 23.5 20.1 17.9 1994 16.0 17.2 23.3 26.6 28.1 27.3 26.9 26.7 25.2 22.5 18.0 15.0 1995 12.2 14.9 21.9 27.0 29.1 24.9 25.1 25.7 25.5 22.7 18.6 15.6 1996 13.4 16.6 22.2 25.7 28.3 25.5 25.7 25.5 24.5 22.7 19.7 15.7 1997 13.0 15.4 21.9 21.6 26.3 27.1 26.8 26.3 25.1 20.7 18.3 13.8 1998 13.8 16.7 19.0 24.0 25.7 28.7 25.5 24.8 25.0 23.8 19.5 15.8 1999 15.0 20.6 23.7 29.2 26.6 26.1 25.2 24.8 24.8 21.8 18.8 15.1 2000 14.5 16.0 21.0 25.8 25.5 26.0 26.1 27.3 25.6 23.3 19.0 15.1 2001 14.0 18.5 22.5 26.3 25.6 26.9 26.4 25.9 24.3 22.7 19.5 15.2 2002 14.8 17.8 21.4 23.8 24.5 26.4 25.4 25.6 23.9 22.3 18.8 15.3 2003 13.9 15.9 20.4 25.5 25.9 25.9 25.6 25.9 24.3 22.6 18.7 14.3 2004 13.3 16.9 23.2 24.6 26.0 25.9 24.4 26.0 24.2 21.4 17.1 15.4 Mean 14.1 17.1 21.9 25.5 26.6 26.5 25.8 25.8 24.8 22.5 18.8 15.4

A8-3 At Dhulikhel station, the highest value of average monthly minimum temperature of 18.1 oC is found in July and August. The lowest value of average monthly minimum temperature of 3.4 oC is found in January (Table 4 & Fig. 3).

Table 4 Monthly Minimum Air Temperature of Dhulikhel

Monthly Minimum Temperature (oC) Year Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec 1993 3.3 5.5 6.4 10.7 14.8 17.4 18.9 18.9 16.7 12.8 7.6 3.8 1994 2.8 2.9 8.3 10.2 14.4 17.6 18.3 18.1 16.7 11.2 5.9 3.4 1995 2.2 4.8 8.8 12.2 16.9 18.9 18.9 18.9 17.6 13.4 8.8 5.5 1996 4.1 6.2 10.6 11.9 15.1 17.4 19.1 18.3 17.5 13.2 9.2 5.2 1997 3.3 3.8 8.4 11.0 13.6 17.0 19.3 19.1 17.2 10.7 8.2 4.5 1998 3.5 5.9 8.0 12.1 16.2 19.2 19.6 19.3 17.9 15.6 10.5 5.9 1999 3.9 8.3 9.6 14.8 16.0 18.0 19.0 18.9 18.1 13.9 8.9 6.2 2000 3.9 3.8 7.8 12.4 16.3 18.5 19.0 19.0 17.4 13.3 9.6 4.7 2001 3.9 6.1 8.6 11.9 11.6 9.7 10.5 10.2 9.0 5.1 2.2 4.0 2002 2.8 5.3 8.5 10.8 14.9 17.8 18.5 18.4 16.6 12.4 8.2 4.7 2003 3.0 4.8 7.8 11.6 12.8 16.7 18.2 18.6 17.6 13.4 8.6 4.6 2004 3.6 5.5 11.0 13.0 15.4 17.5 18.4 19.0 17.9 12.2 7.8 5.1 Mean 3.4 5.2 8.7 11.9 14.8 17.1 18.1 18.1 16.7 12.3 8.0 4.8

Temperature of Dhulikhel (Records analyzed: 93‐04) 30

25 C) o

( 20

10 Average Max. Temp Temperature Average Min. Temp 5

0 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

Fig. 3 Monthly Maximum and Minimum Temperature of Dhulikhel

2. 2.2 Rainfall

The monthly rainfalls records of 1993-2006 of Sindhuli Gadhi station are analyzed. The highest value of average monthly rainfall of 745.8 mm is found in July. The lowest value of average monthly rainfall of 7.4 mm is found in December. The average annual rainfall is 2613 mm (Table 5 & Fig. 4).

Table 5 Monthly Rainfall of Sindhuli Gadhi

A8-4 Monthly Rainfall (mm) Annual Year Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec (mm) 1993 34.2 124.9 183.7 393.4 1193.4 681.2 172.7 226.1 0.0 0.0 1994 64.2 36.1 36.0 55.1 171.6 226.8 578.8 267.6 439.2 46.2 2.4 0.0 1924 1995 8.0 24.9 13.9 37.0 129.9 409.0 598.3 827.1 274.2 42.6 53.2 52.6 2471 1996 39.8 3.8 3.0 56.6 107.7 570.5 891.1 443.6 401.5 80.4 0.0 0.0 2598 1997 18.0 0.0 6.0 186.3 72.6 352.2 555.4 594.0 515.0 17.9 0.0 0.0 2317 1998 0.0 8.8 92.0 245.2 226.4 412.1 840.8 650.4 334.0 71.5 37.3 0.0 2919 1999 0.0 0.0 0.0 15.3 480.0 458.7 759.8 738.5 559.8 235.9 0.0 0.0 3248 2000 4.0 0.0 7.4 109.6 343.3 551.3 537.7 827.6 249.4 73.2 2.6 0.0 2706 2001 1.7 15.2 0.0 80.3 483.6 496.5 499.2 731.4 300.8 153.3 25.0 0.0 2787 2002 58.7 14.8 5.1 110.4 220.4 232.3 1184.2 642.3 444.3 4.5 2.1 0.0 2919 2003 34.7 58.4 58.4 147.4 25.0 519.1 656.4 536.4 449.3 54.5 8.2 38.0 2586 2004 17.3 4.5 117.7 207.7 151.4 529.4 1206.4 282.1 424.4 189.2 3.4 0.0 3134 2005 41.1 4.6 44.0 90.2 138.7 244.8 539.6 284.8 417.9 255.9 0.0 0.0 2062 2006 0.0 0.0 56.0 104.4 186.3 512.7 399.6 332.7 548.3 149.5 2.1 12.5 2304 Mean 22.1 13.2 33.8 112.2 208.6 422.1 745.8 560.0 395.1 114.3 9.7 7.4 2613 Further, the monthly rainfalls records of 1990-2004 of Nepalthok station are also analyzed. The highest value of average monthly rainfall of 296.3 mm is found in July. The lowest value of average monthly rainfall of 9.0 mm is found in November. The average annual rainfall is 887 mm (Table 6 & Fig. 4).

Table 6 Monthly Rainfall of Nepalthok

Monthly Rainfall (mm) Annual Year Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec (mm) 1990 0.0 36.2 17.4 28.7 132.4 64.0 305.2 287.0 92.7 75.4 0.0 0.0 1039 1991 34.3 9.3 52.2 46.6 79.4 100.1 26.9 57.2 48.5 0.0 1.3 15.1 471 1992 2.2 9.2 0.0 15.1 53.5 43.4 197.7 97.4 38.3 34.6 19.2 0.0 511 1993 18.2 18.1 35.2 99.2 38.5 110.6 286.8 238.2 42.8 0.0 0.0 0.0 888 1994 36.4 18.1 14.4 42.7 30.3 210.5 111.4 142.2 112.8 0.0 0.0 0.0 719 1995 0.2 25.8 9.4 0.0 70.1 269.4 132.7 167.8 61.0 2.4 97.4 16.2 852 1996 64.9 3.6 25.0 5.3 43.8 274.2 284.5 242.0 55.1 42.2 0.0 0.0 1041 1997 22.6 0.0 12.4 66.1 44.5 126.5 253.1 203.1 40.6 18.4 0.3 123.5 911 1998 0.0 11.6 91.0 64.8 24.2 126.7 423.2 207.3 134.3 8.5 17.5 0.0 1109 1999 0.4 0.0 0.0 3.1 71.6 289.8 366.2 256.1 130.0 184.5 0.0 0.0 1302 2000 0.0 2.1 0.0 93.8 53.7 82.2 265.6 194.3 36.4 0.0 0.0 0.4 729 2001 0.0 12.0 19.1 14.5 104.7 128.3 213.6 110.5 99.0 50.2 0.0 0.0 752 2002 28.3 14.0 40.4 64.3 157.8 32.3 622.4 211.8 97.5 17.1 0.0 16.0 1302 2003 0.0 55.3 18.0 3.4 52.3 96.2 397.8 106.9 5.1 0.0 0.0 42.5 778 2004 7.3 0.0 3.0 40.0 136.3 91.7 556.7 34.2 37.1 0.0 0.0 0.0 906 Mean 14.3 14.4 22.5 39.2 72.9 136.4 296.3 170.4 68.7 28.9 9.0 14.2 887

Average Monthly Rainfall (Records analyzed: 90‐06) 800 Sindhuli Gadhil 700 Nepalthok 600 500 (mm) 400 300 Rainfall 200 100 0 Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec

Fig. 4 Average Monthly Rainfalls in Project Area

3. Rosi Khola Discharge Analysis

A8-5 Rosi Khola and its basin area is shown in Fig. 5. The annual maximum daily discharges of Rosi Khola at Panauti were analyzed during detailed design preparation of Section-4 of Sindhuli Road. The estimated design discharge of Rosi Khola at Panauti is presented in Table 7. The design specific discharges of Rosi Khola at Panauti are: 1.65 m3/s/km2 (25-year) and 1.93 m3/s/km2 (50-year). The design discharges of Rosi Khola at bridges sites are determined based on the design specific discharge at Panauti and are presented in Table 8.

Table 7 Design Discharge of Rosi Khola

Return period (year) Item 2 3 5 10 25 50 At Panauti (Basin area: 87 km2) Discharge (m3/s) 46 64 85 111 144 168 Sp. Discharge (m3/s/km2) 0.53 0.74 0.98 1.27 1.65 1.93 Source: Detailed Design Report of Section – 4 of Sindhuli Road & Calculations

Table 8 Design Discharges of Rosi Khola at Bridges Sites

Basin 25-year Specific 25-year 50-year Specific 50-year Site Area at Discharge Q at Bridge Discharge Q at Bridge River No. Bridge Site Sp. Q. Site Sp. Q. Site Station Station (km2) (m3/s/km2) (m3/s) (m3/s/km2) (m3/s) 9-1 Rosi 357.28 590 690 10-1 Rosi 392 Panauti 1.65 647 Panauti 1.93 757 11-3 Rosi 545 899 1052

Fig. 5 Rosi Khola River Basin

4. Frequency Analysis of Maximum Daily Rainfall

A8-6 The frequency of annual maximum daily rainfall of stations like Sindhuli Gadhi, Nepalthok, Hariharpurgadhi, Dolalalghat, Pachuwarghat, Dhap, Melung, Manthali, Bahuntilpung, Tulsi, Chisapani and Gaushala are analyzed.

The most commonly used Lognormal (LN) distribution function is employed for frequency analysis of the annual maximum daily rainfall records. The relation of cumulative distribution function (cdf) of Lognormal (LN) distribution is as presented below:

⎡ln(x) − μ ⎤ F(x) = φ (1) ⎣⎢ σ ⎦⎥

Where,

F(x) = Cumulative distribution function (cdf)

Φ = cdf of standard normal distribution x = Variable

μ, σ = Normal parameters

For reference the frequency analysis of annual maximum daily rainfall of Sindhuli Gadhi station is presented below:

Sindhuli Gadhi Station

The annual maximum daily rainfall records of 1956-2007 of the Sindhuli Gadhi station are analyzed to determine the design daily rainfall of different return period levels. The time series of annual maximum daily rainfalls of Sindhuli Gadhi station are presented in Figure 6 and Table 9.

450

400

350 (mm) 300

250 Rainfall

200 Daily

150

100 Maximum

1956 1957 1958 1959 1960 1961 1962 1963 1964 1965 1966 1967 1968 1969 1970 1971 1972 1973 1974 1975 1976 1977 1978 1979 1980 1981 1982 1983 1984 1985 1986 1987 1988 1989 1990 1991 1993 1994 1995 1996 1997 1998 1999 2000 2001 2002 2003 2004 2005 2006 2007

Fig. 6 Maximum Daily Rainfall at Sindhuli Gadhi

Table 9 Annual Maximum Daily Rainfall at Sindhuli Gadhi

A8-7 Year Annual Max. Daily Year Annual Max. Daily Year Annual Max. Daily Rainfall (mm) Rainfall (mm) Rainfall (mm) 1956 66.0 1974 206.0 1992 NA 1957 132.1 1975 260.0 1993 403.2 1958 142.2 1976 242.0 1994 111.8 1959 126.1 1977 66.0 1995 190.3 1960 161.0 1978 130.4 1996 221.2 1961 146.0 1979 165.0 1997 146.6 1962 235.0 1980 300.0 1998 165.8 1963 157.0 1981 302.0 1999 258.6 1964 155.2 1982 135.0 2000 251.5 1965 306.0 1983 188.0 2001 121.4 1966 286.4 1984 342.0 2002 205.5 1967 216.6 1985 208.0 2003 138.0 1968 166.0 1986 178.0 2004 268.3 1969 112.0 1987 172.0 2005 157.6 1970 291.2 1988 110.0 2006 100.3 1971 202.5 1989 89.5 2007 258.5 1972 48.5 1990 136.1 1973 130.2 1991 83.0 The frequency of annual maximum daily rainfall records of 1956-2007 are analyzed employing the Lognormal (LN) distribution function (Fig. 7). The frequency analysis shows, the design rainfalls of 3, 5, 10, 25 and 50-year return periods are 206, 245, 300, 368 and 423 mm, respectively (Table 10).

Fig. 7 Lognormal (LN) Distribution Fitting of Sindhuli Gadhi’s Maximum Rainfalls

Table 10 Design Daily Rainfall of Sindhuli Gadhi

A8-8 Return period (year) 2 3 5 10 25 50 Rainfall (mm) 169 206 245 300 368 423

5. Isohyets of Design Daily Rainfalls of the Project Area

The isohyets of 50-year daily rainfall of the project area has been developed analyzing the frequency of the maximum annual daily rainfalls data of 21 stations located in and around the project area (Fig. 8). The isohyets show that two heavy rainfall pockets areas are prevailed in the project area. The first heavy rainfall pocket area is Hariharpur Gadhi which has 50-year daily rainfall of 475 mm. The second heavy rainfall pocket area is Sindhuli Gadhi which has 50-year daily rainfall of 423 mm (Table 11). Similarly, Pachuwarghat and Dolalghat are identified as the lowest rainfall pocket areas with 50-year daily rainfall of 124 mm and 134 mm, respectively. The developed isohyets of 50-year daily rainfall of the project area provide ideas on rainfall distributions in the basins of the rivers.

Table 11 Design 50-year Daily Rainfall of Stations

S. Station Latitude Longitude Elevation 50-year Daily Location District N. No. (N) (E) (m) Rainfall (mm) 1 1006 Gumthang Sindhpalchowk 27o52’ 85o52’ 2000 215 2 1008 Nawalpur Sindhupalchowk 27o48’ 85o37’ 1592 154 3 1009 Chautara Sindhpalchowk 27o47’ 85o43’ 1660 145 4 1016 Sarmathang Sindhpalchowk 27o57’ 85o36’ 2625 198 5 1017 Dubachaur Sindhpalchowk 27o52’ 85o34’ 1550 144 6 1018 Bahunepati Sindhpalchowk 27o47’ 85o34’ 845 147 7 1023 Dolalghat Kavrepalanchowk 27o38’ 85o43’ 710 134 8 1024 Dhulikhel Kavrepalanchowk 27o37’ 85o33’ 1552 177 9 1025 Dhap Sindhupalchowk 27o55’ 85o38’ 1240 157 10 1027 Bahrabise Sindhupalchowk 27o47’ 85o54’ 1220 183 11 1028 Pachuwarghat Kavrepalanchowk 27o34’ 85o45’ 633 124 12 1049 Panauti Kavrepalanchowk 27o35’ 85o31’ 1517 175 13 1104 Melung Dolakha 27o31’ 86o03’ 1536 172 14 1107 Sindhuligadhi Sindhuli 27o17’ 85o58’ 1463 423 15 1108 Bahuntilpung Sindhuli 27o11’ 86o10’ 1417 327 16 1110 Tulsi Dhanusa 27o02’ 85o55’ 457 289 17 1112 Chisapani Dhanusa 26o55’ 86o10’ 165 279 18 1115 Nepalthok Sindhuli 27o27’ 85o49’ 1098 218 19 1117 Hariharpurgadhi Sindhuli 27o20’ 85o30’ 250 475 20 1119 Gaushala Mahottari 26o53’ 85o47’ 200 184 21 1123 Manthali Ramechhap 27o28’ 86o05’ 495 161

A8-9

Fig. 8 Isohyets of 50-year Daily Rainfall of the Project Area

6. Frequency Analysis of Short Duration Rainfall

The short duration rainfall depths are necessary for peak discharge estimation in rivers. For this purpose, the design short duration rainfall depths of Kathmandu Airport station are used as reference. Frequency analysis of short duration rainfall depths at Kathmandu Airport station were carried out during the study of the Section II of Sindhuli Road. The frequency analyses of short duration rainfall depths of 10-min and 60-min and 24-hour rainfall of Kathmandu Airport cited in the report is presented in Table 12.

Table 12 Design Rainfall Intensity at Kathmandu Airport

Return 10-min 60-min 24-hour

period I10-min I10-min / I24-hour I60-min I60-min / I24-hour I24-hour (year) (mm) (Fraction) (mm) (Fraction) (mm) 2 12 0.21 31 0.56 56 3 14 0.23 35 0.55 62

A8-10 5 16 0.24 38 0.55 69 10 19 0.25 43 0.55 78 25 23 0.25 48 0.54 89 50 25 0.26 52 0.54 97

Using the ratios of short duration rainfalls to 24-hour rainfall (It/I24-hour) of Kathmandu Airport, short duration rainfall depths (it) are estimated from 24-hour rainfall (i24-hour) of Sindhuli Gadhi.

⎛ I ⎞ ⎜ t ⎟ (2) it = i24−hour .⎜ ⎟ ⎝ I 24−hour ⎠

Where,

it = Rainfall amount of ‘t’ duration at Sindhuli Gadhi (mm)

i24-hour = 24-hour rainfall amount at Sindhuli Gadhi (mm)

It = Rainfall amount of ‘t’ duration at Kathmandu Airport (mm)

I24-hour = 24-hour rainfall amount at Kathmandu Airport (mm)

Short duration rainfall depths of various return period levels of Sindhuli Gadhi station are estimated using the above equation. Based on the estimated short duration rainfalls of various return period levels, the IDF-Curves of Sindhuli Gadhi are developed. The relation used for developing the IDF-Curve is as presented below.

a I = (3) (t n + b)

Where,

I = Rainfall intensity (mm/hr) t = Duration (minute)

a,b,n = Constants

Frequency analysis of short duration rainfall of 9 stations, namely, Sindhuli Gadhi, Nepalthok, Bahuntilpung, Tulsi, Chisapani, Melung, Manthali, Gaushala and Dhap are carried out. For reference, IDF-Curve and constants of Sindhuli Gadhi station are presented below. Summary table of the results of short duration rainfall analysis of all 9 stations is also presented.

Sindhuli Gadhi Station

Values of the constants of IDF-Curve determined for the station are presented in Table 13; and design rainfall depths of various durations are presented in Table 14. The developed IDF-Curve of Sindhuli Gadhi station is presented in Figure 9. The 50-year rainfall depth of 5, 10, 15, 30 and 60 minutes durations of the station are 69, 110, 139, 188 and 228 mm, respectively.

Table 13 IDF-Curve Constants of Sindhuli Gadhi

A8-11 Constants Return period (year) n b a 2 1 30 8561 3 1 23 9492 5 1 21 11107 10 1 19 13132 25 1 18 15575 50 1 16 17289

Table 14 Design Rainfall Depths of Various Durations of Sindhuli Gadhi

Return period (year) Duration 2 3 5 10 25 50 24-hour Rainfall (mm) 169 206 245 300 368 423 60-min Rainfall (mm) 95 113 135 165 199 228 30-min Rainfall (mm) 71 90 109 134 162 188 15-min Rainfall (mm) 48 62 77 97 118 139 10-min Rainfall (mm) 35 47 59 75 92 110 5-min Rainfall (mm) 20 28 36 46 56 69

IDF‐Curves of Sindhuli Gadhi 900 850 800 2‐year 750 700 3‐year 650 5‐year

(mm/hr) 600 550 10‐year 500 450 25‐year 400 50‐year 350 Intensity

300 250 200 150

Rainfall 100 50 0 5 1015202530354045505560

Duration (min)

Fig. 9 The IDF-Curve of Sindhuli Gadhi Station

Summary of Short Duration Rainfall Analysis of Stations

A8-12 Summary table for design rainfall depths of various durations are presented in Table 15. The 50- year rainfall depth of 5, 10, 15, 30 and 60 minutes durations of Sindhuli Gadhi station are 69, 110, 139, 188 and 228 mm, respectively. Similarly, the 50-year rainfall depth of 5, 10, 15, 30 and 60 minutes durations of Nepalthok station are 35, 57, 72, 97 and 118 mm, respectively. The 50-year rainfall depth of 5, 10, 15, 30 and 60 minutes durations of Melung station are 28, 45, 57, 76 and 93 mm, respectively. Further, the 50-year rainfall depth of 5, 10, 15, 30 and 60 minutes durations of Bahuntilpung station are 53, 85, 108, 145 and 177 mm, respectively. Moreover, the 50-year rainfall depths of various durations of Tulsi, Chisapani and Gaushala stations are also presented. The 50-year rainfall depth of 5, 10, 15, 30 and 60 minutes durations of Tulsi station are 47, 75, 95, 128 and 156 mm, respectively. Similarly, the 50-year rainfall depth of 5, 10, 15, 30 and 60 minutes durations of Chisapani station are 45, 73, 92, 124 and 151 mm, respectively. The 50-year rainfall depth of 5, 10, 15, 30 and 60 minutes durations of Gaushala station are 30, 48, 61, 82 and 99 mm, respectively. Further, the 50-year rainfall depth of 5, 10, 15, 30 and 60 minutes durations of Manthali station are 26, 42, 53, 72 and 87 mm, respectively. The 50-year rainfall depth of 5, 10, 15, 30 and 60 minutes durations of Dhap station are 25, 41, 52, 70 and 85 mm, respectively.

Table 15 Design Short Duration Rainfall Depths of the Stations

Station Duration Return period (year) 2 3 5 10 25 50 24-hour Rainfall (mm) 169 206 245 300 368 423 60-min Rainfall (mm) 95 113 135 165 199 228 Sindhuli Gadhi 30-min Rainfall (mm) 71 90 109 134 162 188 15-min Rainfall (mm) 48 62 77 97 118 139 10-min Rainfall (mm) 35 47 59 75 92 110 5-min Rainfall (mm) 20 28 36 46 56 69 24-hour Rainfall (mm) 86 106 126 154 190 218 60-min Rainfall (mm) 48 58 69 85 103 118 Nepalthok 30-min Rainfall (mm) 36 46 56 69 84 97 15-min Rainfall (mm) 24 32 40 50 61 72 10-min Rainfall (mm) 18 24 30 39 48 57 5-min Rainfall (mm) 10 15 18 23 29 35 24-hour Rainfall (mm) 72 86 102 124 151 172 60-min Rainfall (mm) 40 47 56 68 82 93 Melung 30-min Rainfall (mm) 30 37 45 55 67 76 15-min Rainfall (mm) 20 26 32 40 48 57 10-min Rainfall (mm) 15 20 24 31 38 45 5-min Rainfall (mm) 9 12 15 19 23 28 24-hour Rainfall (mm) 122 151 182 225 283 327 60-min Rainfall (mm) 68 83 100 124 153 177 Bahuntilpung 30-min Rainfall (mm) 52 66 81 101 125 145 15-min Rainfall (mm) 34 46 57 72 91 108 10-min Rainfall (mm) 26 35 44 56 71 85 5-min Rainfall (mm) 15 21 26 34 43 53 24-hour Rainfall (mm) 136 161 185 218 258 289 60-min Rainfall (mm) 76 89 102 120 139 156 Tulsi 30-min Rainfall (mm) 57 70 82 97 114 128 15-min Rainfall (mm) 38 49 58 70 83 95 10-min Rainfall (mm) 29 37 44 55 65 75 5-min Rainfall (mm) 16 22 27 33 40 47 Chisapani 24-hour Rainfall (mm) 107 132 158 194 242 279 60-min Rainfall (mm) 60 73 87 107 131 151 30-min Rainfall (mm) 45 57 70 87 107 124 15-min Rainfall (mm) 30 40 50 62 78 92 10-min Rainfall (mm) 22 30 38 49 61 73

A8-13 5-min Rainfall (mm) 13 18 23 29 37 45 24-hour Rainfall (mm) 73 90 107 130 161 184 60-min Rainfall (mm) 41 50 59 72 87 99 Gaushala 30-min Rainfall (mm) 31 39 48 58 71 82 15-min Rainfall (mm) 21 27 34 42 52 61 10-min Rainfall (mm) 15 21 26 33 40 48 5-min Rainfall (mm) 9 12 16 20 25 30 24-hour Rainfall (mm) 80 93 106 124 146 161 60-min Rainfall (mm) 45 51 58 68 79 87 Manthali 30-min Rainfall (mm) 34 40 47 55 64 72 15-min Rainfall (mm) 23 28 33 40 47 53 10-min Rainfall (mm) 17 21 25 31 37 42 5-min Rainfall (mm) 10 13 15 19 22 26 24-hour Rainfall (mm) 100 111 121 132 147 157 60-min Rainfall (mm) 56 61 67 73 79 85 Dhap 30-min Rainfall (mm) 42 48 54 59 65 70 15-min Rainfall (mm) 28 34 38 42 47 52 10-min Rainfall (mm) 21 26 29 33 37 41 5-min Rainfall (mm) 12 15 18 20 23 25

7. Estimation of Peak Discharge in the Rivers

The peak discharges in the rivers are estimated using Rational method. For this, at first, time of concentration of flow in rivers and then basin rainfall intensities are determined.

7.1 Time of Concentration of Flow

The time of concentration flow (equivalent to duration of design rainfall) is determined considering overland flow travel time and channel flow travel time of runoff.

Overland flow travel time:

The overland flow travel time of runoff is estimated using Kerby’s equation. The retardance coefficients for different ground cover are presented in Table 16.

0.467 ⎛ n.L ⎞ T1 = 1.445× ⎜ ⎟ (4) ⎝ S 0.5 ⎠

Where,

T1 = Overland flow time (minutes) n = Kerby’s coefficient of roughness

L = Overland flow length (m)

S = Slope of ground surface

Table 16 Kerby’s Retardance Coefficient

Ground Cover Kerby’s retardance coefficient (n)

A8-14 Timberland with deep forest litter or dense grass 0.8 Deciduous timberland 0.6 Pasture or average grass 0.4 Poor grass, cultivated row crops of moderately rough bare soil 0.2 Smooth, packed bare soil 0.1 Smooth, impervious surface 0.02

Channel flow travel time:

After concentrating the runoff from the overland, runoff starts to flow in the channel. The channel flow travel time of runoff is estimated by given relation.

L T = (5) 2 60×V

Where,

T2 = Channel flow time (minutes) L = Stream length (m) V = Flow velocity (m/s)

Time of concentration:

Finally, the time of concentration of runoff is estimated with summing up the overland flow travel time and channel flow travel time of the runoff.

T = T1 + T2 (6)

Where,

T = Time of concentration (minutes)

T1 = Overland flow time (minutes)

T2 = Channel flow time (minutes)

7.2 Determination of Basin Rainfall Intensity of T-min Duration

The proximity analysis of the stations to the catchment area of a particular river is performed. Based on the percentage of basin area coverage by stations weight factors (W) are fixed for the stations. Further, rainfall intensities (I) of the stations for T-min (time of concentration) duration are determined based on the relation and constants of the IDF Curve. Basin rainfall intensities are determined from the points (stations) rainfall intensities. Using the weight factors and rainfall intensities of T-min duration of stations, the basin rainfall intensity of T-min duration is determined as shown below. The estimated basin rainfall intensities are presented in Table 17.

A8-15 n I B = ∑ I i ⋅Wi (7) i=1

Where,

IB = Basin rainfall intensity of T-min duration (mm/hr)

th Ii = Rainfall intensity of i station of T-min duration (mm/hr)

th Wi = Weight factor for i station i = Index of station

n = Total number of stations considered

Table 17 Estimated Basin Rainfall Intensity of T-min Duration

Basin Rainfall River T-Time of Site Weight Factors of Intensity of T-min Road River Length Concentration No. Stations Duration (mm/hr) (m) (min) 25-year 50-year Laxmaniya - 0.7 (Gaushala), 1-1 Dholan 13710 99.18 69 77 Raghunathpur 0.3 (Tulsi) Laxmaniya - 1-2 Kantawa 1600 37.95 1.0 (Gaushala) 121 140 Raghunathpur Sindhulimadhi - 2-1 Marin 26880 171.07 1.0 (Sindhuligadhi) 82 92 Kapilakot Sindhulimadhi - 2-4 Ancho 366 17.26 1.0 (Sindhuligadhi) 442 520 Kapilakot Sindhulimadhi - 2-5 Deojar 5250 50.22 1.0 (Sindhuligadhi) 228 261 Kapilakot Sindhulimadhi - 2-6 Maheshot 6880 56.62 1.0 (Sindhuligadhi) 209 238 Kapilakot Sindhulimadhi - 2-7 Chadauli 6230 53.01 1.0 (Sindhuligadhi) 219 251 Kapilakot Sindhulimadhi - 3-1 Dhamile 8620 64.79 1.0 (Sindhuligadhi) 188 214 Bhimsthan Sindhulimadhi - 3-2 Besare 3400 39.12 1.0 (Sindhuligadhi) 273 314 Bhimsthan Sindhulimadhi - 0.7(Sindhuligadhi), 3-5 Jirghaha 14950 103.29 119 135 Bhimsthan 0.3 (Bahuntilpung) Bhiman - 4-43 Dhansari 5450 53.42 1.0 (Chisapani) 143 165 Dhansari Dakaha - 0.8 (Chisapani) 5-1 Tamorni 5490 51.55 152 175 Dudhauli 0.2 (Bahuntilpung) Dakaha - 5-2 Thakur-1 Dudhauli Dakaha - 0.05 (Chisapani) 5-3 Thakur-2 Dudhauli 22590 148.64 0.95 (Bahuntilpung) 71 82 Dakaha - 5-4 Thakur-3 Dudhauli Dakaha - 5-5 Thakur-4 Dudhauli Dakaha - 0.8 (Chisapani) 5-7 Kuruwa 3250 36.46 193 225 Dudhauli 0.2 (Bahuntilpung)

A8-16 Dakaha - 0.7 (Chisapani) 5-8 Talko 4130 43.17 175 203 Dudhauli 0.3 (Bahuntilpung) Dakaha - 5-9 Pipre 2010 26.54 1.0 (Chisapani) 229 268 Dudhauli Dakaha - 0.1 (Chisapani) 5-11 Kolta 8870 67.68 137 159 Dudhauli 0.9 (Bahuntilpung) Ramechhap - 6-1 Sukhajor 8000 64.67 1.0 (Manthali) 74 82 Sangutar Betali - Khimti 8-1 Palati 3900 37.32 1.0 (Melung) 115 132 Betali - Khimti 8-2 Bohore 2000 24.06 1.0 (Melung) 152 175 Betali - Khimti 8-3 Haluwa 3800 39.01 1.0 (Melung) 112 128 Betali - Khimti 8-4 Pharpu 6300 49.24 1.0 (Melung) 95 108 Betali - Khimti 8-5 Chatwane 5300 48.13 1.0 (Melung) 96 110 Kavrebhanjyang - 9-2 Ambote 9700 72.57 1.0 (Nepalthok) 89 101 Dapcha Melamchi - 13-1 Anderi 4300 40.63 1.0 (Dhap) 106 113 Bhotang Melamchi - 13-6 Khalte 5300 47.85 1.0 (Dhap) 94 101 Bhotang Melamchi - 13-8 Tipeni 8200 63.46 1.0 (Dhap) 76 81 Bhotang Melamchi - 13- Mahadev 9000 68.68 1.0 (Dhap) 71 76 Bhotang 10 Melamchi - 13- Hadi 12900 89.57 1.0 (Dhap) 58 61 Bhotang 14

7.3 Determining Peak Discharges by Rational Method

The peak discharges of the rivers are estimated using Rational method. Basin area, basin rainfall intensity of T-min duration (equivalent to time of concentration of runoff) and runoff coefficient are used for estimating the peak discharges in the rivers. The relation used for peak discharges estimation in the rivers is as presented below. The estimated design discharges of rivers are presented in Table 18.

C ⋅ I ⋅ A Q = B (8) P 3.6

Where,

3 QP = Peak discharge of the river (m /s)

IB = Basin rainfall intensity of T-min duration (mm/hr) A = Basin area (km2) C = Runoff coefficient

Consideration of Runoff Coefficient:

Road Earthworks and Drainage Design Guideline of Japan Road Association recommends the values of Runoff Coefficient (C) as 0.8 for designing of cross drains and 0.4 for designing of side ditches along the roads for steep mountainous areas considering the importance of structures.

A8-17

Table 18 Design Discharges of the Rivers from Rational Method

25-year 50-year Basin Basin Rainfall Basin Rainfall Site Discharge Discharge Discharge Discharge River Area of T-min with with of T-min with with No. (km2) Duration C=0.4 C=0.8 Duration C=0.4 C=0.8 (m3/s) (m3/s) (m3/s) (m3/s) (mm/hr) (mm/hr) 1-1 Dholan 11.84 69 90 180 77 102 204 1-2 Kantawa 0.93 121 13 25 140 14 29 2-1 Marin 138.79 82 1265 2529 92 1419 2837 2-4 Ancho 1.05 442 52 103 520 61 121 2-5 Deojar 10.66 228 270 540 261 309 618 2-6 Maheshot 12.03 209 279 559 238 318 636 2-7 Chadauli 14.64 219 356 712 251 408 817 3-1 Dhamile 14.18 188 296 592 214 337 674 3-2 Besare 3.50 273 106 212 314 122 244 3-5 Jirghaha 38.31 119 507 1013 135 576 1153 4-43 Dhansari 4.03 143 64 128 165 74 148 5-1 Tamorni 12.81 152 216 433 175 249 498 5-2 Thakur-1 101.17 5-3 Thakur-2 101.17 71 803 1606 82 926 1851 5-4 Thakur-3 101.17 5-5 Thakur-4 101.17 5-7 Kuruwa 3.68 193 79 158 225 92 184 5-8 Talko 5.52 175 108 215 203 124 249 5-9 Pipre 1.06 229 27 54 268 32 63 5-11 Kolta 14.05 137 214 428 159 248 495 6-1 Sukhajor 22.78 74 187 375 82 208 415 8-1 Palati 6.42 115 82 164 132 94 188 8-2 Bohore 2.54 152 43 86 175 49 99 8-3 Haluwa 9.06 112 113 225 128 129 258 8-4 Pharpu 15.93 95 168 336 108 191 382 8-5 Chatwane 7.72 96 82 165 110 94 189 9-2 Ambote 17.13 89 169 339 101 192 384 13-1 Anderi 4.56 106 54 107 113 57 115 13-6 Khalte 10.27 94 107 215 101 115 231 13-8 Tipeni 16.28 76 137 275 81 147 293 13- Mahadev 15.51 71 122 245 76 131 262 10 13- Handi 48.75 58 314 628 61 330 661 14

A8-18 8. Hydraulic Model

8.1 River Flow Simulation Model

The HEC-RAS, developed by Hydrologic Engineering Center, US Army Corps of Engineers, is a professional engineering software package for simulating flows in rivers. The HEC-RAS is a fully dynamic, one-dimensional modelling tool for the detailed analysis, design and management of both simple and complex river systems. The unsteady flow simulation module of HEC-RAS solves the Saint Venant equations for conservation of continuity and momentum. Therefore, one- dimensional river flows and water levels are generated using fully dynamic flow routing procedure. The continuity equation of conservation of mass is expressed as: ∂A ∂Q + = q (9) ∂t ∂x The momentum equation is: ∂Q ∂(Q 2 / A) ∂h + + gA( + S ) = 0 (10) ∂t ∂x dx f

The friction slope Sf is estimated by using Manning’s equation as given: n 2 | Q | Q S = (11) f A2 R 4 / 3 Where,

Q = River flow (m3/s)

A = Cross-sectional area of flow (m2)

q = Lateral inflow per unit distance (m3/s/m) x = Longitudinal distance (m)

t = Time elapsed (s)

Sf = Friction slope h = Water surface elevation (m)

R = Hydraulic radius (m)

n = Manning’s friction coefficient g = Acceleration due to gravity (m/s2)

The governing equations (Eqs. 9 & 10) are solved with initial and boundary conditions to estimates one-dimensional river flows and water levels in the river system.

Cross-Section Data: Field surveys were carried out for the river cross-sections data required for river flow simulations. River cross-sections surveys were performed at three sections of the rivers, they are: (1) U-U Section (River section U/S of road centerline), (2) C-C Section (River section at road centerline), and (3) D-D Section (River section D/S of road centerline).

8.2 Scenarios of River Flow Simulations

A8-19 Rivers flows are simulated considering three scenarios they are:

Scenario-1: River flow is simulated to determine high water level (HWL) when there is 25- year design flow in the river.

Scenario-2: River flow is simulated to determine high water level (HWL) when there is 50- year design flow in the river.

Scenario-3: River flow is simulated to determine high water level (HWL) considering debris flow in the river.

Peak discharge of large sized debris flow:

QDF = 4.7QP (12)

Peak discharge of normal debris flow:

QDF = (1+ β )QP (13)

Where,

3 QDF = Peak discharge for debris flow (m /s)

3 QP = Peak discharge of 50-year normal flood flow (m /s) The value of β is based on gradient of river as presented below:

Value River Gradient β = 0.3 > 1/20 β = 0.2 1/60 - 1/20

Further, nature of flow in the river is also determined by the gradient of the river as given below:

Type of Flow River Gradient Normal flood flow 1/100 – 1/60 (1o) Normal debris flow 1/60 (1o) – 1/20 (3o) Stopping section of debris flow 1/20 (3o) – 1/5 (10o) Large sized debris flow 1/5 (10o) - 1/3 (15o)

8.3 Flow Distributions in Branches of Thakur Khola

Thakur Khola is divided into 4 branches before it confluence with the Kamala River. The branches are named as: Thakur Khola-1 (5-2), Thakur Khola-2 (5-3), Thakur Khola-3 (5-4) and Thakur Khola-4 (5-5). The flow areas distribution pattern in the branches of Thakur Khola is analyzed to distribute total discharge coming from the catchment. For this, flow areas of the branches at water level 499.00 m are determined and flow distribution factors are established. The flow distribution factors of total flow coming from the catchment for branches 1, 2, 3 and 4 are 0.222, 0.321, 0.391 and 0.065, respectively (Table 19).

A8-20 Table 19 Flow Distribution Factor of Thakur Khola

Water Level Flow Area Flow Distribution Site No. River (m) (m2) Factor 5-2 Thakur Khola-1 499 137 0.222 5-3 Thakur Khola-2 499 198 0.321 5-4 Thakur Khola-3 499 241 0.391 5-5 Thakur Khola-4 499 40 0.065

The 25-year flow, 50-year Flow and debris flow of each branch of Thakur Khola are estimated and presented below (Table 20).

Table 20 Design Flow in the Branches of Thakur Khola

Thakur Thakur Thakur Thakur Thakur Item Khola Khola-1 Khola-2 Khola-3 Khola-4 25-year flow 1606 357 516 628 104 (m3/s) 50-year flow 1851 411 594 724 120 (m3/s) Debris flow 2221 493 713 868 144 (m3/s)

8.4 Bridge Modeling

The bridge modeling module of HEC-RAS has been used for simulating flow through the bridge. The module uses the momentum balance method for simulation of the flow through bridge. The momentum method is based on performing a momentum balance from cross section downstream of bridge to cross section upstream of bridge. The bridge routines in HEC-RAS allow the modeler to analyze a bridge with several different methods without changing the bridge geometry. Hence, the bridge routines have ability to model different types of flows through the bridge.

A8-21 8.5 Design HWLs in Rivers

The high water levels (HWLs) are estimated at 35 bridges sites in different rivers employing HEC-RAS river flow simulation model. The estimated HWLs at bridges sites of the rivers are presented in Table 21.

Table 21 Design HWLs in Rivers

Discharge (m3/s) HWL (m) Bridge Bed Level Bed Slope 25- 50- Debris Debris No. (m) (%) 25-yr 50-yr yr yr Flow Flow 1-1 98.20 0.823 180 204 245 100.02 100.11 100.24 1-2 93.49 0.183 25 29 35 95.48 95.61 95.82 2-1 401.8 0.012 2529 2837 3404 406.44 406.73 407.22 2-4 694.38 6.45 103 121 568.7 695.58 695.69 696.94 2-5 491.67 3.96 540 618 741.6 495.86 496.07 496.36 2-6 197.07 1.99 559 636 763.2 199.56 199.67 199.85 2-7 197.8 1.17 712 817 980 200.77 200.96 201.24 3-1 498.2 1.85 592 674 809 500.75 500.87 501.06 3-2 199.1 0.463 212 244 293 201.57 201.73 201.96 3-5 98.36 1.27 1013 1153 1384 101.44 101.57 101.76 4-43 93.79 1.26 128 148 177.6 95.79 95.91 96.10 5-1 297.84 0.259 433 498 597.6 300.62 300.80 301.08 5-2 497.18 0.739 357 411 493 499.16 499.24 499.35 5-3 497.03 0.109 516 594 713 499.79 499.99 500.29 5-4 494.60 1.48 628 724 868 497.96 498.19 498.43 5-5 497.37 0.922 104 120 144 499.46 499.70 500.06 5-7 97.85 2.31 158 184 221 99.50 99.59 99.73 5-8 198.57 1.02 215 249 299 200.08 200.18 200.31 5-9 397.06 3.32 54 63 75.6 398.15 398.21 398.29 5-11 298.24 0.609 428 495 594 301.51 301.72 302.03 6-1 497.47 3.81 375 415 540 499.24 499.31 499.52 8-1 485.87 29.88 164 188 884 489.10 489.26 491.73 8-2 495.41 19.69 86 99 465 496.69 496.76 497.98 8-3 493.73 19.61 225 258 1213 497.00 497.12 499.09 8-4 495.31 8.76 336 382 1795 498.34 498.53 501.41 8-5 499.22 10.96 165 189 888 501.03 501.15 503.12 9-1 1097.28 1.53 590 690 828 1099.92 1100.10 1100.32 9-2 1194.61 6.71 339 384 1807 1197.49 1197.62 1199.78 10-1 998.95 1.10 647 757 908 1002.31 1002.57 1002.91 11-3 898.65 1.23 899 1052 1262 901.74 901.93 902.16 13-1 993.34 9.87 107 115 541 995.09 995.15 996.66 13-6 995.49 8.44 215 231 1086 997.01 997.07 998.83 13-8 1043.44 11.98 275 293 1377 1046.21 1046.29 1048.46 13-10 1098.39 6.19 245 262 1231 1100.37 1100.44 1102.68 13-14 1189.70 10.9 628 661 3107 1193.24 1193.31 1196.37

A8-22 8.6 Simulation Result of Marin Khola Bridge (2-1)

For reference, the result of flow simulation through the proposed bridge of Marin Khola is presented. The river cross-sections presented in DOR report and proposed bridge design with total length of 141.96 m and 5 piers of 1.5 m width each at 23.6 m intervals are used for flow simulation through the bridge. The simulated figures of water surface profile and high water level (HWL) during 50-year design flow in the river are presented in Figures 10 and 11. The simulated 50-year design HWL of Marin Khola Bridge is 406.73 m.

412 Le ge nd

WS Max WS 410 Ground

408

406 Elevation (m)

404

402

400 0 10 20 30 40 50 60 Main Channel Di stance (m)

Fig. 10 Water Surface Profile of 50-year Design Flow of Marin Khola Bridge

416 Le ge nd

414 WS Max WS 412 Ground

410 Bank Sta

408

Elevation (m) Elevation 406

404

402

400 0 50 100 150 200 250 300 Stati on (m) Fig. 11 HWL of 50-year Design Flow of Marin Khola Bridge

9. Conclusions

A8-23 The conclusions drawn from the study are as follows:

1. The peak discharges in all rivers except Roshi Khola of the project site are estimated by employing Rational method. For securing good accuracy on the estimated peak discharges of rivers, rainfall intensity duration frequency (IDF) curves of 9 stations, time of concentration of flow in rivers and basin area of rivers at bridges sites are determined. Basin rainfall intensities for the duration of time of concentration of flow in the rivers are computed and then peak discharges in rivers are determined also using basin area and runoff coefficient.

2. Design discharge of Roshi Khola at bridges sites are determined based on the specific discharge of the river at Panauti. Because the basin area of Roshi Khola at Panauti is 87 km2, whereas basin areas of the river at proposed bridges sites 9-1, 10-1 and 11-3 are 357 km2, 392 km2 and 545 km2, respectively. Due to having the basin areas of the Roshi Khola at bridges sites larger than at Panauti, the specific discharge of the river at Panauti is used for design discharge estimation in the river. Because in this situation the estimated design discharges of the river at bridges sites will not be underestimated and are considered reasonable.

3. The low and high rainfall pocket areas are found in the project area. The high rainfall pocket areas are: Hariharpur Gadhi (50-year daily rainfall of 475 mm), Sindhuli Gadhi (50-year daily rainfall of 423 mm), and Bahuntilpung (50-year daily rainfall of 327 mm). Similarly, the low rainfall pocket areas are: Pachuwarghat (50-year daily rainfall of 124 mm) and Dolalghat (50-year daily rainfall of 134 mm). The catchments areas of the rivers which cross the road nos. 2, 3 and 5 fall in the high rainfall pocket areas, therefore, higher amount of runoff in the rivers can be expected which is reflected in the estimated discharges of the rivers.

4. Thakur Khola is bifurcated into 4-branches with covering wide area of floodplain just before mixing it with Kamala River. Therefore, it will be difficult to divide the total discharge of Thakur Khola in each branch precisely, so the estimated high water level in each branch may not be so accurate. Because of this situation, it is recommended to ask with local residents on the observed highest water level in each branch of Thakur Khola in past to verify the estimated HWL of the branches. After interviewing the local residents, do assess the reasonable values of HWL for the branches and use them.

5. River cross-sections at road centerline, u/s of road centerline and d/s of road centerline are used for river flow simulation. For maintaining high accuracy in the estimated HWLs of the rivers, flows are simulated incorporating the cross-sections of the rivers in the widely used river flow simulation model HEC-RAS. Similarly, for modeling flow through bridge, locations and dimensions of piers and abutment are incorporated in the simulation model. Therefore, estimated HWLs by the model possess good accuracy.

6. However, the sites 1-1, 2-5, 2-6, 2-7, 3-1, 3-2, 3-5, 5-1, 5-2, 5-3, 5-4, 5-5, 5-8 and 5-11 in rivers are lying on flat floodplains, therefore, estimated HWLs in rivers on these sites are overestimated. Because, cross-sections of the rivers are not covering enough width of floodplains and the cross-sections are also almost plain thus river overflows both banks while performing simulation of river flow. To control overflow from river bank, tall levees are considered at both ends of the cross-sections and river flow simulation is

A8-24 performed. Hence, the model is overestimating HWL in the rivers. Because of these situations, construction of continuous box-bridge at the sites will not make the HWL in the rivers further higher. Therefore, it is recommended to verify and adjust the estimated HWL of the sites by field survey and asking with local residents and assess the reasonable HWL of the sites.

7. Flow through Marin Khola Bridge (2-1) is simulated using river cross-sections presented in DOR report and incorporating the proposed design of the bridge. The bridge dimensions used for the flow simulation are: 141.96 m total bridge length and 5 piers of 1.5 m width placed at 23.6 m intervals. River bed level at bridge site is 401.8 m. The design high water levels (HWLs) of bridge are: 406.44 m (25-year flood), 406.73 m (50-year flood) and 407.22 (Mud flow).

8. The river flow simulation of Hadi Khola (13-14) is carried out using river cross-sections of 6 locations which covers the long stretch of the river. Therefore, the shifted new road centerline falls within the river stretch of which cross- sections are used for flow simulation in the river. New road centerline falls along the second cross-section location (2-2), at this section river bed level is 1195.33 m and design HWLs are 1198.26 m (25- year flood), 1198.31 m (50-year flood) and 1200.77 m (Debris flow).

9. The elevation of bench mark used in topographic survey of Bohore Khola (8-2) is found different in the data given for hydrological study and for detailed design of the bridge. In the data given for hydrological study to estimate high water level in the river, the river bed elevation (at road centerline) is 495.41 m and estimated high water levels are: 496.69 m (25-year flood), 496.76 m (50-year flood) and 497.98 m (Debris flow). For converting the HWLs into the bench mark system used in topo-data for detailed design of bridge, the difference in elevations of river bed in the data given for hydrological study and for designing bridge should be added/subtracted to/from the estimated HWLs. In the topo-data given for bridge designing, the river bed elevation at road centerline is 497.61 m, therefore, there is a difference of 2.2 m in elevations between two sets of data. Hence, while designing bridge HWL should be considered as: 498.89 m (25-year flood), 498.96 m (50-year flood) and 500.18 m (Debris flow).

A8-25