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

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3 -5 Ge Ne Ra L View O F Girg Ha K H O L a B R Id 120 3-5 GENERAL VIEW OF GIRGHA KHOLA BRIDGE 115 110 0 .00 .0+0 PROFILE No S=1:500 105 20 400 0 VCL=15 .84 70800 0 100 VCR=100 .0+7 VCL=10 3@10000=30000 No VCR=100 70000 10000 20 TYPICAL CROSS SECTION 95 3@10000=30000 400 M H 1200 H H.F.L=101.57 S=1:200 DL=90 7300 8700 800 M M PH=103.700 VCL=10 800 1000 F M VCR=100 VCL=10 GRADE 800 H VCR=100 SH=96.400 600 H Side wall 1400 M i= 100 7.4 600 Intermediate wall 103.700 L 31 SH=97.900 (Abutment) =43 % 33320 PROPOSED . 5800 600 1200 m 6800 (Pier) 00% 7100 HEIGHT i=15.0 100.460 600m L=21. 33220 5700 1000 103.393 100 600 GROUND 103.700 102.570 4500 600 101.379 HEIGHT 101.084 LEVEL i=15.000% 2250 2250 100.881 101.127 L=90.840m 103.70 L=12.000m 103.34 102.500 102.698 102.02 103.513 DELINEATOR 103.700 STATION 101.05 PH=103.700 100.86 100.45 100.45 103.700 DELINEATO % 2.000 100.50 00 % R 100.52 103.700 .0 2. 0-75.200 103.700 i=3 000% EC-2 0-71.074 100.67 00m CURVE 103.700 101.900 =15.6 0-60.000 L 100.50 945 102.368 R= BC-2 98.44 103.700 ELEMENT 0+43.976 L=4.126 0-40.000 103.700 0-31.600 0-31.439 EC-1 945 250 99.49 103.570 103.513 R= 30.000 0-20.000 900 0-18.349 BC-1 102.125 20 L= 27.098 R= 0-10.000 SUPER 102.027 R= 30.000 102.115 20 L=12.537 0+0.000 100.40 ELEVATION L= 13.090 102.368 100.42 0+20.000 100.25 100.21 100.00 100.00 0+40.000 100.23 102.39 102.42 R= 0+60.000 L=114.000 0+70.840 0+80.000 0+80.840 0+92.840 2.000% 0+95.651 BC+1 107.38 1+0.000 SH=96.400(SH=97.900) 1+8.440 1+8.651 EC+1 99.39 1100 R= 15.000 R= 100.06 100.45 L= 13.000 106.94 100.30 107.33 99.39 107.02 99.95 PLAN 107.01 100.31 107.39 S=1:500 98.21 98.41 107.69 100.23 100.24 98.17 99.17 106.93 100.13 98.15 98.00 99.02 107.38 99.75 98.18 99.40 100.33 100.42 98.23 3 99.33 107.32 1001.070.57 99.19 99.77 99.95 99.45 99.9 99.90 00 99.39 .0 99.74 99.84 107.61 100.51 +0 99.11 99.47 107.66 .0 100.19 99.62 99.49 o 99.30 99.81 100.58 N 99.63 107.32 100.24 99.31 98.30 100.26 98.25 100.17 .8 98.26 99.45 98 0 110011.3.453 20 102.7 98.32 98.22 107.37 99.89 107.44 100.35 99.27 100.03 99.47 106.20 100.68 100.53 400 99.49 99.50 99.81 0 101.91 84 106.15 100.52 100.5299.48 99.28 0. 99.41 TP1 98.31 7 105.59 70800 + 1 2 107.19 98.51 100.07 100.25 .0 10 .7 107.37 99.75 3@10000=30000 No 100.03 99.59 99.02 103.33 APPROACH ROAD 106.04 101.48 100.92 100.51 98.25 99.54 100.13 100.73 98..3336 70000 102.19 99.69 100.73 98.221 0 S=1:200 104.56 99.73 - 99.88 100.23 107.72 8 10000 20 9 0 103.68 100.6 100.85 98.41 99.35 100.04 99.54 100.32 1 5 600 0 00.3 0 98.36 99.33 3@10000=30000 99.95 400 1 4500 - - 98.37 99.72 5 102.57 2 100.482 99.936 99.74 99.80 6 99.12 600 0 . 0 99.54 107.75 104.62 103.02 100.78 0+00 99.78 8 100.38 101.10 100.55 99.83 .000 + 1 99.80 . 100.52 100.67 100.80 103.3 o 103.75 100.31 DELINEATOR 99.02 = 0+20 N N 9 102.79 0 8.36 5 R 107.6 100.23 101.00 100.71 IO C - 99.41 1 102.89 T 102.49 4 98.38 + L 103.59 98.49 C 0 99.48 E 99.41 C .3 0+40 107.94 98 4 98.38 99.41 99.34 T 0 99.87 99.33 E O 98.35 98.38 99.53 R S S 101.65 - 100.46 P K 6 101.13 100.84 99.47 99.67 R L 100.57 99.61 102.30 E O 0 0+60 O 103.21 99.86 100.88 99.67 100.54 100.15 100.03 P W 2.0% P 7.67 99.45 100.65 102.83 LO 2.0% E 98.41 99.87 S 1 6 99.85 99.89 100.56 P 02.9 0 98.32 99.64 0+80 .5 W R 9 1 0 BC+1 No.95.651 00.6 100.78 100.42 R=15.000 L= 13 104.55 :1 O 9 0 100.77 98.33 99.98 1 O T 107.76 101.13 . 99.71 100.53 100.15 9 0 5 R 99.84 10 .2 1 102.34 E 3 3 99.65 K C + 1 100.36 100.15 101.35 4 S T 100. 81 . 0 . 99 45 100.69 99.35 9 .96 1 I = 99.58 99.85 9 O 100.150 100.40 1 98.39 100.17 101.42 :1 L 100.73 N 3 100.47 . - 5 1 0.62 98.06 0 0 100.14 0 100.48 . 98.32 101.69 101.33 0 101.38 o 0 . N 99.78 99.52 99.92 0 100.67 100.73 G 99.84 99.80 105.31 3 1 100.39 101.03 i 100.50 SUBGRADE (t=30cm) - r 99.82 = 100.80 g 99.36 C 99.89 100.34 R h 99.29 100.28 100.47 BC-1 No.0-18.34 R= L= 114.000 100.24 100.71 101. 9 101.12 E a 100.51 106 MECHANICAL STABLE SUBBASE (t=30cm) 2 K 100.72 101.22 h 99.64 o 100.54 l 100.44 a 99.88 100.29 99.99 98.37 Level Bank 100.80 100.33 106.47 100.75 98.10 99.37 99.71 98.38 108.54 101.36 101.08 100.88 100.90 100.16 100.37 100.69 99.73 100.64 99.85 100.75 110 100.32 98.45 98.53 Note:The details around abutments including the lengths 99.97 98.31 100.34 1 0 3 1 101.07 0 .8 100.98 will be determined based on the actual site condition. 101.13 99.88 99.77 100.35 100.58 101.53 99.90 99.76 112.23 99.91 100.50 The contractor has to prepare the shop drawings for OUTLINE DESIGN OF RIVER CROSSING STRUCTURES 99.69 113.47 109.61 100.57 the shape and dimension of embankment slopes, THE PROJECT FOR THE IMPROVEMENT 99.95 99.81 100.69 108.21 retaining walls and other structures necessary to 111.60 OF COMMUNITY ACCESS IN NEPAL 108.63 109.21 DRAWING TITLE: 100.58 complete the works based on the site condition for 103.39 109.48 112.81 LOT - 10 110.36 approval of the engineer. No claim except adjustment PROVINCE 114.33 114.04 3-5 GENERAL VIEW OF GIRGHA KHOLA BRIDGE of quantities shall be made by this adjustment. ROAD NAME Sindhuli SITE NO. Sindhulimadi-Bhimsthan SCALE RIVER NAME 3-5 DRAWING NO: GIRGHA KHOLA AS SHOWN 31 215 210 205 3-2 GENERAL VIEW OF BASERA KHOLA BRIDGE 200 195 No.0+0.000 PROFILE DL=190 350 GRADE S=1:400 21700 PROPOSED 3@7000=21000 HEIGHT 6800 1.700 6000 700 No.0+2 PH=203.400 GROUND 100 800 600 H.F.L=201.73 350 HEIGHT 600 STATION 203.400 SH=197.400 700 CURVE 21700 ELEMENT 203.400 SUPER LEVEL VCR=100 ELEVATION L=41.840m VCL=10 203.400 TYPICAL CROSS SECTION 0-14.016 201.15 0+0.000 203.400 203.400 R= 203.400 2.000% L=32.861 199.73 i =- L 10 S=1:200 199.89 203.275 =2 .0 9. 00 60 % 203.044 0m N 202.584 0+20.000 BC+1 200.28 202.03 200.31 PLAN R= 10.000 200.440 202.52 202.02 0+31.840 L= 12.419 EC+1 201.14 S=1:400 200.584 202.51 0+40.000 200.440 203.26 200.21 200.96 200.05 R= 200.50 L=26.160 200.50 203.29 202.57 200.13 0+60.000 0+61.440 203.58 200.25 199.61 204.18 204.26 206.36 203.21 199.27 206.27 .000 205.56 206.20 No.0+0 204.17 199.77 206.30 la 201.12 o 0 4 206.28 199.71 199.19 h 220011..949 204.91 + 205.44 204.17 K 60 204.68 202.52 ra 350 e 200.45 204.70 204.17 s 205.56 204.15 200.26 a 204.53 205.02 B 203.77 199.31 204.91 204.47 21700199.19 199.31 YELLOW 203.69 202.97 3@7000=21000 201.19 OUTLINE DESIGN OF RIVER CROSSING STRUCTURES 201.72 200.31 199.75 204.44 700 200.55 204.44 199.81 o.0+21.
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