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3.3. Perhitungan Stationing
Data : Perhitungan jarak dari peta dengan skala 1: 10.000 d
A-1
= 983,93 m d
1-2
= 831,04 m d
2-3
= 843,36 m
d
3-B
= 878,21 m Sungai I
= -117 ; 60 Sungai II
= -542 ; 280 Sungai III
= -1290 ; 500 Sungai IV
= -2115 ; 640 Sungai V
= -2805 ; 700
m Sungai
A Jarak
49 ,
131 60
117
2 2
1
m Sungai
Sungai Jarak
57 ,
478 60
280 117
542
2 2
2 1
m PI
Sungai Jarak
88 ,
373 280
450 542
875
2 2
1 2
m Sungai
PI Jarak
00 ,
418 450
500 875
1290
2 2
3 1
m PI
Sungai Jarak
04 ,
413 500
550 1290
1700
2 2
2 3
m Sungai
PI Jarak
65 ,
424 550
640 1700
2115
2 2
4 2
commit to user
m PI
Sungai Jarak
72 ,
418 640
725 2115
2525
2 2
3 4
m Sungai
PI Jarak
11 ,
281 725
700 2525
2805
2 2
5 3
m B
Sungai Jarak
1 ,
597 700
650 2805
3400
2 2
5
1. Tikungan PI
1
S - S Ts
1
= 89,21 m Ls
1
= 88,55 m
2. Tikungan PI
2
F - C Tc
2
= 48,65 m Lc
2
= 97,19 m
3. Tikungan PI
3
S - S Tt
3
=
36 ,
81
m Ls
3
= 80,95 m
commit to user Sta A
= 0+000 Sta PI
1
= Sta A + d
1
= 0+000 + 983,93 = 0+983,93
Sta TS
1
= Sta PI
1
- Ts
1
= 0+983,93 – 89,21
= 0+894,72 Sta SS
1
= Sta TS
1
+ Ls
1
= 0+894,72 + 88,55 = 0+983,27
Sta ST
1
= Sta SS
1
+ Ls
1
= 0+983,27 + 88,55 = 1+071,82
Sta PI
2
= Sta ST
1
+ d
2
– Ts
1
= 1+071,82 + 831,04 – 89,21
= 1+813,65 Sta TC
2
= Sta PI
2
– Tc
2
= 1+813,65 – 48,65
=1+765 Sta CT
2
= Sta TC
2
+ Lc
2
=1+765 + 97,19 = 1+862,19
commit to user Sta TS
3
= Sta CT
2
+ d
3
– Tc
2
– Ts
3
= 1+862,19 + 843,36 - 48,65 – 81,36
= 2575,54 Sta SS
3
= Sta TS
3
+ Ls
3
= 2+575,54 + 80,95 = 2+656,49
Sta ST
3
= Sta SS
3
+ Ls
3
= 2+656,49 + 80,95 = 2+737,44
Sta B = Sta ST
3
+ d
4
– Ts
3
= 2+737,44 + 878,21 – 81,36
= 3534,29 3536,54 ........................OK Sta Sungai
1
= Sta A + jarak A – Sungai
1
= 0+000 + 131,49 = 0+131,49
Sta Sungai
2
= Sta Sungai
1 +
jarak Sungai
1
- Sungai
2
= 0+131,49 + 478,57 = 0+610,05
Sta Sungai
3
= Sta PI
1
+ jarak PI
1
-Sungai
3
= 0+983,93 + 418,00 = 1+401,93
Sta Sungai
4
= Sta PI
2
+ jarak PI
2
-Sungai
4
= 1+813,65 + 424,65 = 2+238,3
commit to user Sta Sungai
5
= Sta B – jarak Sungai
5
-B = 3534,29
– 597,1 = 2+939,44
3.4 Kontrol Overlaping
Diketahui: Diketahui :
det
22 ,
22 3600
80000 80
m jam
km ren
V
Syarat overlapping
66 ,
66 22
, 22
3 3
ren
xV a
d a Aman d 66,66 m Aman
Diketahui koordinat: A
= 0 ; 0 PI
– 1 = -875 ; 450
PI – 2
= -1700 ; 550 PI
– 3 = -2525 ; 725
B = -3400 ; 650
Panjang Jembatan L = 50 m
commit to user Sehingga agar tidak overlaping d
n
66,66 m
1. A Awal proyek dengan Tikungan 1
d
1
= Jarak A - PI
1
– Ts 1 = 983,93
– 89,21 = 894,72 m 66,66 m Aman
2. Tikungan 1 dengan jembatan 2
d
2
= Sta TS
1
– Sta sungai 2 – 0,5 L = 0+894,72
– 0+610,05 – 25 = 259,67 m 66,66 m Aman
3. Tikungan 1 dengan jembatan 3
d
3
= Sta sungai 3 – 0,5L – Sta ST1
= 1+401,93 – 25 – 1+071,82
=305,11 m 66,66 m Aman 4.
Tikungan 2 dengan jembatan 3 d
4
= Sta TC2 – Sta sungai 3 – 0,5L
= 1+765 – 1+401,93 – 25
= 338,07 m 66,66 m Aman 5.
Tikungan 2 dengan jembatan 4 d
5
= Sta sungai 4 – 0,5L – Sta CT2
= 2+238,3 – 25 – 1+862,19
= 351,11 m 66,66 m Aman
commit to user 6.
Tikungan 3 dengan jembatan 4 d
6
= Sta TS3 – Sta sungai 4 – 0,5L
= 2+575,54 – 2+238,3 – 25
= 312,24 m 66,66 m Aman 7.
Tikungan 3 dengan jembatan 5 d
7
= Sta sungai 5 – 0,5L – Sta ST3
= 2+939,44 – 25 – 2+737,44
= 177 m 66,66 m Aman 8.
Akhir Proyek dengan jembatan 5 d
8
= jarak sungai
5
-B – 0,5L
= 597,1 – 25
= 572,1 m 66,66 m Aman 9.
Tikungan 1 dengan tikungan 2 d
9
= Sta TC2 - Sta ST1 = 1+765
– 1+071,82 = 693,18 m 66,66 m Aman
10. Tikungan 2 dengan tikungan 3
d
10
= Sta TS3 – Sta CT2
= 2+575,54 – 1+862,19
= 713,35 m 66,66 m Aman
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Sket stationing 3.9
commit to user Long profile gb 3.10
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3.5 Perhitungan Alinemen Vertikal
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