Tabel 3.3 Rekapitulasi hasil perhitungan tikungan PI
1
s.d PI
3
Tikungan
ΔPI
1
e
tjd
Rr Ls
Xs Ys
Lc p
k Tc
Ec meter
PI
1
FC
10 44
’ 21,8” 3,448 1000 80
- -
187,34 -
- 93,994
4,407
Tikungan
ΔPI
2
e
tjd
Rr Ls
Xs Ys
Lc p
k Tt
Et meter
PI
2
S-C-S 28
7 ’12,05”
9,744 250
85 84,754
4,81 37,677
1,21 42,459 105,37
8,972
Tikungan
ΔPI
3
e
tjd
Rr Ls
Xs Ys
Lc p
k Tt
Et meter
PI
3
S-C-S
22 16
’29,36”
9,1 300
80 79,86
3,56 36,616
0,89 39,978
99,214 18,94
3.3. Perhitungan Stationing
Data : Perhitungan jarak dari peta dengan skala 1: 10.000 d
1
: 708,37 m d
2
: 834,08 m d
3 :
841,72 m d
4
: 776,98 m
1. Tikungan PI
1
F - C Lc
1
= 187,34 m Tc
1
= 93,994 m
2. Tikungan PI
2
S - C - S Tt
1
= 105,37 m Ls
1
= 80 m Lc
2
= 37,677 m
3. Tikungan PI
3
S - C - S Tt
2
= 99,214 m Ls
2
= 80 m Lc
3
= 36,616 m perpustakaan.uns.ac.id
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Sta A = 0+000
Sta PI
1
= Sta A + d
1
= 0+000 + 708,37 = 0+708,37
Sta TC
1
= Sta PI
1
- Tc
1
= 0+708,37 – 93,994
= 0+614,376 Sta CT
1
= Sta TC
1
+ Lc
1
= 0+614,376 + 187,34 = 0+801,716
Sta PI
2
= Sta CT
1
+ d
2
– Tc
1
= 0+801,716 + 834,08 – 93,994
= 1+541,80 Sta TS
1
= Sta PI
2
– Tt
1
= 1+541,80 – 105,37
= 1+432,43 Sta SC
1
= Sta TS
1
+ Ls
1
= 1+436,43 + 80 = 1+516,43
Sta CS
1
= Sta SC
1
+ Lc
2
= 1+516,43 + 37,677 = 1+554,10
Sta ST
1
= Sta CS
1
+ Ls
1
= 1+554,10 + 80 = 1+634,10
Sta PI
3
= Sta ST
1
+ d
3
– Tt
1
= 1+634,10 + 841,72 – 105,37
= 2+370,45 Sta TS
2
= Sta PI
3
– Tt
2
= 2+370,45 – 99,21
= 2+271,24 perpustakaan.uns.ac.id
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Sta SC
2
= Sta TS
2
+ Ls
2
= 2+271,24 + 80 = 2+351,24
Sta CS
2
= Sta SC + Lc
3
= 2+351,24 + 36,616 = 2+387,86
Sta ST
2
= Sta CS
2
+ Ls
2
= 2+387,87 + 80 = 2+467,86
Sta B = Sta ST
3
+ d
4
–Tt
2
= 2+467,86 + 776,98 – 99,214
= 3+145,62 ∑ d..........ok
= 3+145,62 3161,15 .........ok perpustakaan.uns.ac.id
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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
Koordinat : A
= 0 ; 0 PI 1
= -530 ; 470 PI 2
= -1040 ; 1130 PI 3
= -1180 ; 1960 B
= -1590 ; 2620 Sungai I
= -640 ; 610
Jarak PI
1
– Sungai I =
m 045
, 178
470 610
530 640
2 2
Jarak Sungai I – PI
2
= m
048 ,
656 610
1130 640
1040
2 2
Tc
1
= 93,994 m Tt
1
= 105,370 m Tt
2
= 99,214 m
Sehingga agar tidak overlaping d
n
66,66 m
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1. A Awal proyek dengan Tikungan 1 d
1
= Jarak A - PI
1
– Tc
1
= 1085,58 – 93,994
= 991,58 m 66,66 m Aman
2. Tikungan 1 dengan Sungai I
d
2
= JarakPI
1
– Sungai I – ½ panjang jembatan
– Tc
1
= 178,045 - ½ x 50 – 93,994
= 69,051 m 66,66 m Aman
3. Sungai I dengan Tikungan 2 d
3
= Jarak jembatan – PI
2
– Tt
1
– ½ panjang jembatan
= 656,048 - 105,370
– ½ x 30 = 535 m 66,66m Aman
4. Tikungan 2 dengan Tikungan 3 d
4
= Jarak PI
2
– PI
3
– Tt
1
– Tt
2
= 841,72
–
105,370 - 99,214 = 637,136 m 66,66 m Aman
5. Jalan Tikungan 3 dengan dengan B Akhir Proyek d
5
= Jarak PI
3
- B – Tt
2
= 341,32 – 145,74
= 776,98 m 66,66 m Aman perpustakaan.uns.ac.id
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3.5 Perhitungan Alinemen Vertikal
