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PI 1 S-C-S 45
⁰ 3521,41
9,9 220
85 84,68
5,47 73,677
1,381 42,76
135,796 20,136
PI 2 S-C-S 16
⁰ 3342,34
7,15 450
75 74,948 2,083
55,076 0,522
37,543 103,114 5,269
PI 3 F-C
8 ⁰
2619,69 2,9
1300 75
_ _
191,47 _
_ 95,908
3,533
PI 4 S-C-S 17
⁰ 10,38
7,15 450
75 74,948 2,083
58,649 0,522
37,543 104,941 5,536
Et m
Tikungan ∆ PI 1
e tjd Rr
m Ls
m Xs
m Ys
m Lc
m p
m k
m Tt
m
Tikungan Et
m Tt
m k
m p
m Lc
m Ys
m Xs
m Ls
m Rr
m e tjd
∆ PI 2
Ec m
Tikungan ∆ PI 3
e tjd Rr
m Ls
m Xs
m Ys
m Lc
m p
m k
m Tc
m
p m
k m
Tt m
Et m
Tikungan ∆ PI 4
e tjd Rr
m Ls
m Xs
m Ys
m Lc
m
Tabel 3.3 Rekapitulasi Hasil Perhitungan Tikungan PI
1,
PI
2,
PI
3
dan PI
4
3.3. Perhitungan Stationing
Data : Perhitungan jarak dari peta dengan skala 1: 10.000 d
1
: 516,24 m d
2
: 586,00 m d
3 :
756,11 m d
4
: 774,14 m d
5 :
500,09 m
1. Tikungan PI
1
S - C - S Tt
1
= 135,796 m Ls
1
= 85 m Lc
1
= 73,677 m
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2. Tikungan PI
2
S -C- S Tt
2
= 103,114 m Ls
2
= 75 m Lc
2
= 55,076 m
3. Tikungan PI
3
F- C Tc
3
= 95,908 m Lc
3
= 191,47 m
4. Tikungan PI
4
S -C- S Tt
4
= 104,941 m Ls
4
= 75 m Lc
4
= 58,649 m
Sta A = 0+000 Awal proyek
Sta PI
1
= Sta A + d
1
= 0+000 + 516,24 = 0+516,24
Sta TS
1
= Sta PI
1
- Tt
1
= 0+516,24 – 135,796
= 0+380,444 Sta SC
1
= Sta TS
1
+ Ls
1
= 0+380,444 + 85 = 0+465,444
Sta CS
1
= Sta SC
1
+ Lc
1
= 0+465,444 + 73,677 = 0+539,121
Sta ST
1
= Sta CS
1
+ Ls
1
= 0+539,121 + 85 = 0+624,121
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Sta PI
2
= Sta ST
1
+ d
2
– Tt
1
= 0+624,121 + 586,00 – 135,796
= 1+074,325 Sta TS
2
= Sta PI
2
– Tt
2
= 1+074,325 – 103,114
= 0+971,211 Sta SC
2
= Sta TS
2
+ Ls
2
= 0+971,211 + 75 = 1+046,211
Sta CS
2
= Sta SC
2
+ Lc
2
= 1+046,211 + 55,076 = 1+101,287
Sta ST
2
= Sta CS
2
+ Ls
2
= 1+101,287 + 75 = 1+176,287
Sta PI
3
= Sta ST
2
+ d
3
– Tt
2
= 1+176,287 + 756,11 – 103,114
= 1+829,283 Sta TC
3
= Sta PI
3
- Tc
3
= 1+829,283 – 95,908
= 1+733,375 Sta CT
3
= Sta TC
3
+ Lc
3
= 1+733,375 + 191,47 = 1+924,845
Sta PI
4
= Sta CT
3
+ d
4
– Tc
3
= 1+924,845 + 774,14 – 95,908
= 2+603,077 Sta TS
4
= Sta PI
4
– Tt
4
= 2+603,077 – 104,941
= 2+498,136
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Sta SC
4
= Sta TS
4
+ Ls
4
= 2+498,136 + 75 = 2+573,136
Sta CS
4
= Sta SC
4
+ Lc
4
= 2+573,136 + 58,649 = 2+631,785
Sta ST
4
= Sta CS
4
+ Ls
4
= 2+631,785 + 75 = 2+706,785
Sta B = Sta ST
4
+ d
5
–Tt
4
= 2+706,785 + 500,09 – 104,941
= 3+101,934 = Sta B ∑ d..........ok
= 3+101,934 3135 .........ok
Gambar 3.11 Stasioning
TS
4
SC
4
CS
4
ST
4
PI
4 TS
2
SC
2
CS
2
ST
2
PI
2
A
B
TS
1
SC
1
CS
1
ST
1
PI
1
TC
3
CT
3
PI
3
d
A-1
d
1-2
d
2-3
d
3-4
d
4-B
Ls
1
Lc
1
Ls
1
Lc
3
Ls
2
Lc
2
Ls
2
Ls
4
Lc
4
Ls
4
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3.3. Kontrol Overlaping
Diketahui: Diketahui :
det
22 ,
22 3600
80000 80
m jam
km ren
V
Syarat overlapping
m xV
a
ren
66 ,
66 22
, 22
3 3
d a Aman d 66,66 m Aman
Koordinat : A
= 0 ; 0 Jembatan 1
= 694,90 ; -57,69 PI
– 1 = 510 ; 80 Jembatan 2
= 1490,01 ; -456,77 PI
– 2 = 980 ; -270 Jembatan 3
= 2154,00 ; -782,47 PI
– 3 = 1690 ; -530 Jembatan 4
= 2678,20 ; -962,90 PI
– 4 = 2370 ; -900 B
= 2860 ; -100
Jarak PI
1
− Jembatan I =
m 54
, 230
80 69
, 57
510 90
, 694
2 2
Jarak Jembatan I – PI
2
=
m 47
, 355
69 ,
57 270
90 ,
694 980
2 2
Jarak PI
2
– Jembatan 2 =
m 13
, 543
270 77
, 456
980 01
, 1490
2 2
Jarak Jembatan 2 – PI
3
=
m 97
, 212
77 ,
456 530
01 ,
1490 1690
2 2
Jarak PI
3
– Jembatan 3 =
m 24
, 528
530 47
, 782
1690 00
, 2154
2 2
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Jarak Jembatan 3 – PI
4
=
m 91
, 245
47 ,
782 900
00 ,
2154 2370
2 2
Jarak PI
4
– Jembatan 4 =
m 55
, 314
900 90
, 962
2370 20
, 2678
2 2
Jarak Jembatan4 - B =
m 55
, 185
90 ,
962 1000
20 ,
2678 2860
2 2
Tt
1
= 135,796 m Tt
2
= 103,114 m Tc
3
= 95,908 m Tt
4
= 104,941 m
Sehingga agar tidak over laping d
n
66,66 m.
1. A Awal proyek dengan Tikungan 1 d
1
= Jarak A - PI
1
– Tt 1 = 516,24
– 135,796 = 380,444 m 66,66 m Aman
2. Tikungan 1 dengan Jembatan I
d
2
= JarakPI
1
– Jembatan – ½ panjang jembatan
– Tt
1
= 230,54 - ½ x 50 – 135,796
= 69,744 m 66,66 m Aman 3. Jembatan I dengan Tikungan 2
d
3
= Jarak jembatan – PI
2
– Tt
2
– ½ panjang jembatan
= 355,47 - 103,114
– ½ x 50 = 227,356 m 66,66m Aman
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4. Tikungan 2 dengan Jembatan 2 d
4
= Jarak PI
2
– jembatan 2 – Tt
2
- ½ Panjang Jembatan = 543,13
–
103,114 - ½ x 100 = 390,016 m 66,66 m Aman
5. Jembatan 2 dengan Tikungan 3 d
5
= Jarak Jembatan 2 – PI
3
- Tc
3
- ½ lebar Jembatan = 212,97
– 95,908 - ½ x 100 = 67,062 m 66,66 m Aman
6. Tikungan 3 dengan Jembatan 3
d
6
= JarakPI
3
– Jembatan 3 – ½ panjang jembatan
– Tc
3
= 528,24 - ½ x 50 – 95,908
=407,332 m 66,66 m Aman 7. Jembatan 3 dengan Tikungan 4
d
5
= Jarak Jembatan 3 – PI
4
– Tt
4
- ½ lebar Jembatan = 245,91
– 104,941 - ½ x 50 = 115,969 m 66,66 m Aman
8. Tikungan 4 dengan Jembatan 4
d
6
= JarakPI
4
– Jembatan 4 – ½ panjang jembatan
– Tt
4
= 314,55 - ½ x 50 – 104,941
=184,609 m 66,66 m Aman 9. Jembatan 4 dengan B Akhir Proyek
d
7
= Jarak jembatan 4 – B –
½ panjang jembatan = 185,55
– ½ x 50 = 160,55 m 66,66m Ama
Gambar 3.12 Overlaping
A
B d
1
d
2
d
3
d
4
d
5
Overlaping A - PI 1 Overlaping PI 1 - Jembatan 1
Overlaping Jembatan 1 - PI 2 Overlaping PI 2 - Jembatan 2
Overlaping Jembatan 2 - PI 3 Overlaping PI 3 - Jembatan 3
Overlaping Jembatan 3 - PI 4 Overlaping PI 4 - Jembatan 4
Overlaping Jembatan 4 - B
Jembatan 1
Jembatan 2
Jembatan 3 Jembatan 4
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Bersambung ke halaman berikutnya
3.5 Perhitungan Alinemen Vertikal