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Tabel 3.2 Rekapitulasi hasil perhitungan tikungan PI
1
dan PI
2
Tikungan
∆PI
1
e
tjd
Rr Ls Xs Ys Lc p k Tt Et meter
PI
1
S-C-S
59 10’ 4,6”
9,57 140 80 79
7,62 64,50
1,939 39,87
120,45 23,21
Tikungan
∆PI
2
e
tjd
Rr Ls Xs Ys Lc p k Tt Et meter
PI
2
S-C-S
58 19’
55,56” 9,95 120 85 83,93 1,03 37,11 2,579 42,31
110,72 20,37
3.3. Perhitungan Stationing
Data : Perhitungan jarak dari peta dengan skala 1: 10.000 d
1
: 984,94 m d
2
: 1067,94 m d
3 :
960,46 m 1. Tikungan PI
1
S - C - S Tt
1
= 120,45
m Ls
1
= 80
m Lc
1
= 64,50m 2. Tikungan PI
2
S- C-S Tt
1
= 110,72
m Ls
1
= 85
m Lc
1
= 37,11 m
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Sta A = 0+000
Sta Sungai 1 = 0+984,94 –0+ 436,81 =
0+548,13 Sta TS
1
= Sta PI
1
– Tt
1
= 0+984,94 – 120,45 = 0+864,49
Sta SC
1
= Sta TS
1
+ Ls
1
= 0+864,49 + 80 = 0+944,49
Sta PI
1
= Sta A + d
1
= 0+000 + 0+984,94 = 0+984,94
Sta CS
1
= Sta SC
1
+ Lc
1
= 0+984,94 + 64,50 = 1+008,99
Sta ST
1
= Sta CS
1
+ Ls
1
= 1+008,99 + 80 = 1+088,99
Sta Sungai 2 = Sta PI
1
+ Sta Sungai 2 = 0+984,94 +0+626,49
= 1+611,43
Sta PI
2
= Sta ST
1
+ d
2
– Tt
1
= 0+1088,99 + 1067,94 – 120,45 = 2+036,48
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Sta TS
2
= Sta PI
2
– Tt
2
= 2+036,48 – 110,72 = 1+925,76
Sta SC
2
= Sta TS
2
+ Ls
2
= 1+925,76 + 85 = 2+010,76
Sta CS
2
= Sta SC
2
+ Lc
2
= 2+010,76 + 37,11 = 2+047,87
Sta ST
2
= Sta CS
2
+ Ls
2
= 2+047,87 + 85 = 2+132,87
Sta Jalan Kolektor 2 = Sta PI
2
+ Sta Jalan Kolektor 2 = 2+036,48 + 361,38
= 2+3987,86
Sta Sungai 3 = Sta PI
2
+ Sta Sungai 3 =
2+036,48 +0+582,40
= 2+618,88
Sta B = Sta ST
2
+ d
3
–Tt
2
= 2+132,87+ 960,46 – 110,72 = 2+982,61
∑ d..........ok = 2983 3013.........ok
76
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3.4 Kontrol Overlaping
Diketahui: Diketahui
:
det
67 ,
16 3600
60000 60
m jam
km ren
V
= =
=
Syarat overlapping
m xV
a
ren
50 67
, 16
3 3
= ×
= =
d a Î Aman
d 50 m Î Aman
Koordinat : A
= 0 ; 480 PI – 1 = 950 ; 740
PI – 2 = 1720 ; 0 B
= 2650 ; 240 Sungai 1
= 530 ; 620 Jalan Kolektor 1
= 1140 ; 630 Sungai 2
= 1500 ; 440 Jalan Kolektor 2
= 2070 ; 90 Sungai 3
= 2330 ; 160 Jarak PI
1
– Sungai 1 =
m 81
, 436
480 740
530 950
2 2
= −
+ −
Jarak Jalan Kolektor 1– PI
1
= m
54 ,
219 740
630 950
1140
2 2
= −
+ −
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Jarak Sungai 2 – PI
1
= m
49 ,
626 740
440 950
1500
2 2
= −
+ −
Jarak Jalan Kolektor 2– PI
2
= m
38 ,
361 90
1720 2070
2 2
= −
+ −
Jarak Sungai 3– PI
2
= m
40 ,
582 160
1720 2330
2 2
= −
+ −
Sehingga agar tidak over laping d
n
50 m 1.
Awal Tikungan 1 dengan Sungai 1
d
1
= Jarak TS
1
– Jarak Sungai
1
- ½ Asumsi Panjang Jembatan = 864,49 – 548,13 – ½ x 50
= 291,36 m 50m Î Aman
2. Akhir Tikungan 1
dengan Jalan Kolektor 1 d
2
= Jarak Jalan Kolektor
1
– Jarak ST
1
– ½ lebar jalan Kolektor = 1204,48 – 1088,99 – ½ x 6
= 112,49 m 50 m Î Aman
3. Awal Tikungan 2
dengan Sungai 2 d
3
= Jarak TS
2
– Jarak Sungai
2
- ½ Asumsi Panjang Jembatan = 1925,76
–
1611,43 – ½ x 50 = 289,33 m 50 m
Î Aman 4.
Akhir Tikungan 2 dengan Jalan Kolektor 2
d
2
= Jarak Jalan Kolektor
2
– Jarak ST
2
– ½ lebar jalan Kolektor = 2397,86 – 2132,87 – ½ x 6
= 261,99 m 50 m Î Aman
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5. Sungai 3
dengan B akhir proyek d
10
= Jarak Akihr proyek – Jarak Sungai 3 – ½ Asumsi Panjang Jembatan
= 2982,61 - 2618,88 – ½ x 50 = 338,73 m 50 m
Î Aman
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3.5 Perhitungan Alinemen Vertikal
