1 2
3 1
2 3
56 2+800
1880 61
3+050 1900
57 2+850
1880 62
3+100 1895
58 2+900
1881.7 63
3+150 1880
59 2+950
1884 B
3+200 1860
60 3+000
1890
Gambar 3.7 Elevasi tanah asli
a. Perencanaan batas minimal fly over jembatan Data : Elevasi dasar sungai = 1813.3
Tinggi muka air banjir = 5 m Ruang bebas = 4 m
Tebal gelagar = 0.5
Tebal perkerasan = 0.2 m
Elevasi rencana jembatan = 1825 m +
Lanjutan Tabel 3.2 उ ‽ 㠱㈷〠㌬
㴉ㄠ
Gambar 3.8 Jembatan
b. Perhitungan kelandaian memanjang
data perhitungan: L
1
= 0 + 000 h
1
= 1912 L
2
= 0 + 950 h
2
= 1910 L
3
= 1 + 200 h
3
= 1890 L
4
= 1 + 550 h
4
= 1870 L
5
= 1 + 850 h
5
= 1842 L
6
= 2 + 500 h
6
= 1842 L
7
= 2 + 750 h
7
= 1862 L
8
= 2 + 850 h
8
= 1872 L
9
= 3 + 200 h
9
= 1880
Dengan menggunakan rumus:
100
1 1
n n
n n
PVI STA
PVI STA
Elv Elv
gn
Penghitungan :
21 .
100 950
1912 1910
1
g
8 100
250 1910
1890
2
g
7 .
5 100
350 1890
1870
3
g
33 .
9 100
300 1870
1842
4
g
100 650
1842 1842
5
g
8 100
250 1842
1862
6
g
10 100
100 1862
1872
7
g
29 .
2 100
350 1872
1880
8
g
3.3 Tabel Hasil Penghitungan kelandaian memanjang
No Titik
STA Elevasi
Keland aian
g 1
2 3
4 5
1 A
0 + 000 1912
-0.21 2
PVI
1
0 + 950 1910
-8 3
PVI
2
1 + 200 1890
-5.7 4
PVI
3
1 + 550 1870
-9.33 5
PVI
4
1 + 850 1842
6 PVI
5
2 + 500 1842
8 7
PVI
6
2 + 750 1862
10 8
PVI
7
2 + 850 1872
2.29 9
B 3 + 200
1880
c. Penghitungan lengkung vertical
1. PVI
1
STA A g1 =-0.21
g2 =--8 STA C
STA D STA E
STA B
Gambar 3.9 Lengkung Vertikal PVI
1
a. Perhitungan Lengkung Vertikal :
79 ,
7 21
, 8
1 2
g
g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
,
Syarat drainase
m Lv
6 ,
311 79
, 7
40 40
Syarat kenyamanan
m m
ik jam
Km t
V Lv
35 33
, 33
det 3
40
Pengurangan goncangan
m V
Lv
62 ,
34 360
79 ,
7 40
360
2 2
Diambil Lv = 35 m
m Lv
Ev
34 ,
800 35
79 ,
7 800
2 3
2 2
10 113
, 1
35 200
79 ,
7 200
X X
Lv X
Y
b. Stationing lengkung vertikal PVI
1
Sta A = Sta PVI
1
–
1 2
Lv = 0 + 950 -
1 2
35 = 0 + 932,5 m
Sta C = Sta PVI
1
–
1 4
Lv = 0 + 950 -
1 4
35 = 0 + 941,25 m
Sta D = Sta PVI
1
= 0 + 950 m
Sta E = Sta PVI
1
+
1 4
Lv = 0 + 950 +
1 4
35 = 0 + 958,75 m
Sta B = Sta PVI
1
+
1 2
Lv = 0 + 950 +
1 2
35 = 0 + 967,5 m
c. Elevasi lengkung vertikal: Elevasi A = Elevasi PVI
1
- ½ Lv x g
1
= 1910 - ½ 35 x -0,21 = 1910,367 m
Elevasi C = Elevasi PVI
1
- ¼ Lv x g
1
- y = 1910 - ¼ 35 x -0,21 - -1,113 x 10
-3
¼ 35
2
= 1910.268 m Elevasi D = Elevasi PVI
1
- Ev = 1910 - -0,34
= 1909,66 m
Elevasi E = Elevasi PVI
1
+ ¼Lv x g
2
- y = 1910 + ¼ 35 x -8 - -1,113 x 10
-3
¼ 35
2
= 1909.215 m Elevasi B = Elevasi PVI
1
+ ½ Lv x g
2
= 1910 + ½ 35 x -8 = 1908,6 m
2. PVI
2
STA A g2 =-8
g3 = -5.7 STA C
STA D STA E
STA B
Gambar 3.10 Lengkung Vertikal PVI
2
a. Perhitungan Lengkung Vertikal :
3 ,
2 8
7 ,
5
2 3
g g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
,
Syarat drainase
m Lv
92 3
, 2
40 40
Syarat kenyamanan
m m
ik jam
Km t
V Lv
35 33
, 33
det 3
40
Pengurangan goncangan
m V
Lv
22 ,
102 360
3 ,
2 40
360
2 2
Diambil Lv = 35 m
m Lv
Ev
1 ,
800 35
3 ,
2 800
2 4
2 2
10 286
, 3
35 200
3 ,
2 200
X X
Lv X
Y
b. Stationing lengkung vertikal PVI
2
Sta A = Sta PVI
2
–
1 2
Lv = 1 + 200 -
1 2
35 = 1 + 182,5 m
Sta C = Sta PVI
12
–
1 4
Lv = 1 + 200 -
1 4
35 = 1 + 191,25 m
Sta D = Sta PVI
12
= 1 + 200 m Sta E = Sta PVI
2
+
1 4
Lv = 1 + 200 +
1 4
35 = 1 + 208,75 m
Sta B = Sta PVI
2
+
1 2
Lv = 1 + 200 +
1 2
35 = 1 + 217,5 m
c. Elevasi lengkung vertikal: Elevasi A = Elevasi PVI
2
– ½ Lv x g
2
= 1890 - ½ 35 x -8 = 1891,4 m
Elevasi C = Elevasi PVI
2
- ¼ Lv x g
2
+ y = 1890 - ¼ 35 x -8 + 3,286 x 10
-4
¼ 35
2
= 1890,725 m
Elevasi D = Elevasi PVI
2
+ Ev = 1890 + 0,1
= 1890,1 m
Elevasi E = Elevasi PVI
2
+ ¼Lv x g
3
+ y = 1890 + ¼ 35 x -5,7 + 3,286 x 10
-4
¼ 35
2
= 1889,526 m Elevasi B = Elevasi PVI
2
+ ½ Lv x g
3
= 1890 + ½ 35 x -5,7 = 1889,002 m
3. PVI
3
STA A g3 =-5.7
STA C STA D
STA E STA B
Gambar 3.11 Lengkung Vertikal PVI
3
a.. Perhitungan Lengkung Vertikal :
63 ,
3 7
, 5
33 ,
9
3 4
g g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
,
Syarat drainase
m Lv
2 ,
145 63
, 3
40 40
Syarat kenyamanan
m m
ik jam
Km t
V Lv
35 33
, 33
det 3
40
Pengurangan goncangan
m V
Lv
13 ,
16 360
63 ,
3 40
360
2 2
Diambil Lv terbesar = 145 m
m Lv
Ev
66 ,
800 145
63 ,
3 800
2 4
2 2
10 252
, 1
145 200
63 ,
3 200
X X
Lv X
Y
b.. Stationing lengkung vertikal PVI
3
Sta A = Sta PVI
3
–
1 2
Lv = 1 + 550 -
1 2
145 = 1 + 477,5 m
Sta C = Sta PVI
3
–
1 4
Lv = 1 + 550 -
1 4
145 = 1 + 513,75 m
Sta D = Sta PVI
3
= 1 + 550 m Sta E = Sta PVI
3
+
1 4
Lv = 1 + 550 +
1 4
145 = 1 + 586,25 m
Sta B = Sta PVI
3
+
1 2
Lv = 1 + 550 +
1 2
145 = 1 + 622,5 m
c.. Elevasi lengkung vertikal: Elevasi A = Elevasi PVI
3
– ½ Lv x g
3
= 1870 - ½ 145 x -5,7
= 1874,13 m Elevasi C = Elevasi PVI
3
- ¼ Lv x g
3
- y = 1870 - ¼ 145 x -5,7 - 1,252 x 10
-4
¼ 145
2
= 1871,9 m Elevasi D = Elevasi PVI
3
- Ev = 1870
– 0,66 = 1869,34 m
Elevasi E = Elevasi PVI
3
+ ¼Lv x g
4
- y = 1870 + ¼ 145 x -9,33 - 1,252 x 10
-4
¼ 145
2
= 1866,453 m Elevasi B = Elevasi PVI
3
+ ½ Lv x g
4
= 1870 + ½ 145 x -9,33 = 1863,23 m
4. PVI
4
g4 =-9.33 STA A
STA C STA D
STA E STA B
Gambar 3.12 Lengkung Vertikal PVI
4
a. Perhitungan Lengkung Vertikal :
33 ,
9 33
, 9
4 5
g
g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
,
Syarat drainase
m Lv
2 ,
373 33
, 9
40 40
Syarat kenyamanan
m m
ik jam
Km t
V Lv
35 33
, 33
det 3
40
Pengurangan goncangan
m V
Lv
47 ,
41 360
33 ,
9 40
360
2 2
Diambil Lv = 41,47 dibulatkan = 45 m
m Lv
Ev
525 ,
800 45
33 ,
9 800
2 3
2 2
10 037
, 1
45 200
33 ,
9 200
X X
Lv X
Y
b.. Stationing lengkung vertikal PVI
4
Sta A = Sta PVI
4
–
1 2
Lv = 1 + 850 -
1 2
45 = 1 + 827,5 m
Sta C = Sta PVI
4
–
1 4
Lv = 1 + 850 -
1 4
45 = 1 + 838,75 m
Sta D = Sta PVI
4
= 1 + 850 m Sta E = Sta PVI
4
+
1 4
Lv = 1 + 850 +
1 4
45 = 1 + 861,25 m
Sta B = Sta PVI
4
+
1 2
Lv = 1 + 850 +
1 2
45 = 1 + 872,5 m
c. Elevasi lengkung vertikal: Elevasi A = Elevasi PVI
4
– ½ Lv x g
4
= 1842 - ½ 45 x -9,33
= 1844,1 m Elevasi C = Elevasi PVI
4
- ¼ Lv x g
4
+ y = 1842 - ¼ 45 x -9,33 + 1,037 x 10
-3
¼ 45
2
= 1843.181 m Elevasi D = Elevasi PVI
4
+ Ev = 1842 + 0,525
= 1842,525 m Elevasi E = Elevasi PVI
4
+ ¼Lv x g
5
+ y = 1842 + ¼ 45 x 0 + 1,037 x 10
-4
¼ 45
2
= 1842,13 m Elevasi B = Elevasi PVI
4
+ ½ Lv x g
5
= 1842 + ½ 45 x 0 = 1842 m
5. PVI
5
g7 = 8 STA A
g6 = 0 STA C
STA D STA E
STA B
Gambar 3.13 Lengkung Vertikal PVI
5
a. Perhitungan Lv:
8 8
3 4
g g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
,
Syarat drainase
m Lv
240 8
40 40
Syarat kenyamanan
m m
ik jam
Km t
V Lv
35 33
, 33
det 3
40
Pengurangan goncangan
m V
Lv
56 ,
35 360
8 40
360
2 2
Diambil Lv = 35
m Lv
Ev
35 ,
800 35
8 800
2 3
2 2
10 143
, 1
35 200
8 200
X X
Lv X
Y
b. Stationing lengkung vertikal PVI
5
Sta A = Sta PVI
5
–
1 2
Lv = 2 + 500 -
1 2
35 = 2 + 482,5 m
Sta C = Sta PVI
5
–
1 4
Lv = 2 + 500 -
1 4
35 = 2 + 491,25 m
Sta D = Sta PVI
5
= 2 + 500 m Sta E = Sta PVI
5
+
1 4
Lv = 2 + 500 +
1 4
35 = 2 + 508,75 m
Sta B = Sta PVI
5
+
1 2
Lv = 2 + 500 +
1 2
35 = 2 + 517,5 m
c. Elevasi lengkung vertikal: Elevasi A = Elevasi PVI
5
- ½Lv x g
5
= 1842 - ½ 35 x -0
= 1842 m Elevasi C = Elevasi PVI
5
- ¼ Lv x g
5
+ y = 1880 - ¼ 35 x 0 + 1,143x 10
-3
¼ 35
2
= 1842,01 m Elevasi D = Elevasi PVI
5
+ Ev = 1842 + 0,35
= 1842,35 m Elevasi E = Elevasi PVI
5
+ ¼ Lv x g
6
+ y = 1842 + ¼ 35 x 8 + 1,143 x 10
-3
¼ 35
2
= 1842,79 m Elevasi B = Elevasi PVI
5
+ ½Lv x g
6
= 1842 + ½ 35 x 8 = 1843,4 m
6. PVI
6
g7 = 8 STA A
STA C STA D
STA E
Gambar 3.14 Lengkung Vertikal PVI
6
a. Perhitungan Lv:
2 8
10
5 6
g g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
,
Syarat drainase
m Lv
80 2
40 40
Syarat kenyamanan
m m
ik jam
Km t
V Lv
35 33
, 33
det 3
40
Pengurangan goncangan
m V
Lv
89 ,
8 360
2 40
360
2 2
Diambil Lv = 80
m Lv
Ev
2 ,
800 8
2 800
2 4
2 2
10 25
, 1
80 200
2 200
X X
Lv X
Y
b. Stationing lengkung vertikal PVI
6
Sta A = Sta PVI
6
–
1 2
Lv = 2 + 750 -
1 2
80 = 2 + 710 m
Sta C = Sta PVI
6
–
1 4
Lv = 2 + 750 -
1 4
80 = 2 + 730 m
Sta D = Sta PVI
6
= 2 + 750 m Sta E = Sta PVI
6
+
1 4
Lv = 2 + 750 +
1 4
80 = 2 + 770 m
Sta B = Sta PVI
6
+
1 2
Lv = 2 + 750 +
1 2
80 = 2 + 790 m
c. Elevasi lengkung vertikal: Elevasi A = Elevasi PVI
6
- ½Lv x g
6
= 1862 - ½ 80 x 8
= 1858,8 m Elevasi C = Elevasi PVI
6
- ¼ Lv x g
6
+ y = 1862 - ¼ 80 x 8 +1,25 x 10
-4
¼ 80
2
= 1860,45 m Elevasi D = Elevasi PVI
6
+ Ev = 1862 + 0,2
= 1862,2 m Elevasi E = Elevasi PVI
6
+ ¼ Lv x g
7
+ y = 1862 + ¼ 80 x 10 + 1,25 x 10
-4
¼ 80
2
= 1864.05 m Elevasi B = Elevasi PVI
6
+ ½Lv x g
7
= 1862 + ½ 80 x 10 = 1866 m
7. PVI
7
STA A STA C
g8 = 10
Gambar 3.15 Lengkung Vertikal PVI
7
a. Perhitungan Lv:
72 ,
7 10
28 ,
2
7 8
g g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
,
Syarat drainase
m Lv
8 ,
308 72
, 7
40 40
Syarat kenyamanan
m m
ik jam
Km t
V Lv
35 33
, 33
det 3
40
Pengurangan goncangan
m V
Lv
31 ,
34 360
72 ,
7 40
360
2 2
Diambil Lv = 35 karena lv terbesar overlap
m Lv
Ev
338 ,
800 35
72 ,
7 800
2 3
2 2
10 103
, 1
35 200
72 ,
7 200
X X
Lv X
Y
b. Stationing lengkung vertikal PVI
7
Sta A = Sta PVI
7
–
1 2
Lv = 2 + 850 -
1 2
35 = 2 + 832,5 m
Sta C = Sta PVI
7
–
1 4
Lv = 2 + 850 -
1 4
35 = 2 + 841,25 m
Sta D = Sta PVI
7
= 2 + 850 m Sta E = Sta PVI
7
+
1 4
Lv = 2 + 850 +
1 4
35 = 2 + 858,75 m
Sta B = Sta PVI
7
+
1 2
Lv = 2 + 850 +
1 2
35 = 2 + 867,5 m
c. Elevasi lengkung vertikal: Elevasi A = Elevasi PVI
7
- ½Lv x g
7
= 1872 - ½ 35 x 10 = 1870,25 m
Elevasi C = Elevasi PVI
7
- ¼ Lv x g
7
- y = 1872 - ¼ 35 x 10 - 1,103 x 10
-3
¼ 35
2
= 1871,04 m Elevasi D = Elevasi PVI
7
- Ev = 1872 + 0,338
= 1871.662 m Elevasi E = Elevasi PVI
7
+ ¼ Lv x g
8
- y = 1872 + ¼ 35 x 2,28 - 1,103 x 10
-3
¼ 35
2
= 1872,115 m Elevasi B = Elevasi PVI
7
+ ½Lv x g
8
= 1872 + ½ 35 x 2,28 = 1872,4 m
Tabel 3.4 hasil elevasi tanah asli, rencana dan beda tinggi
NO Stationing
Elevasi Tanah Asli
Elevasi Jalan Rencana
Beda Tinggi 1
2 3
4
5
A 0 + 000
1900
1912 12
1 0 + 050
1910
1911,895 1,895
2 0 + 100
1910
1911,79 1,79
3 0 + 150
1912,5
1911,685 -0,815
4 0 + 200
1920
1911,58 -8,42
5 0 + 250
1923,3
1911,475 -11,825
6 0 + 300
1921
1911,37 -9,63
7 0 + 350
1916,2
1911,265 -4,935
8 0 + 400
1908
1911,16 3,16
9 0 + 450
1901,4
1911,055 9,655
10 0 + 500
1903
1910,95 7,95
11 0 + 550
1906,7
1910,845 4,145
Bersambung
Lanjuitan Tabel 3.4
1 2
3
4
5
12 0 + 600
1910
1910,74 0,74
13 0 + 650
1915
1910,635 -4,365
14 0 + 700
1920
1910,53 -9,47
15 0 + 750
1921,7
1910,425 -11,275
16 0 + 800
1922,5
1910,32 -12,18
17 0 + 850
1920
1910,215 -9,785
18 0 + 900
1917
1910,11 -6,89
19 0 + 932,5
1914,67
1910,367 -4,303
20 0 + 941,25
1912,34
1910,268 -2,072
21 0 + 950
1910
1910
22 0 + 958,75
1906,67
1909,215 2,545
23 0 + 967,5
1093,33
1908,6 815,27
24 1 + 000
1900
1906 6
25 1 + 050
1890
1902 12
26 1 + 100
1884,4
1898 13,6
27 1 + 150
1880
1894 14
28 1 + 182,5
1879,67
1891,4 11,73
29 1 + 191,25
1879,33
1890,725 11,395
30 1 + 200
1879
1890 11
31 1 + 208,75
1879,33
1889,526 10,196
32 1 + 217,5
1879,67
1889,002 9,332
33 1 + 250
1880
1887,15 7,15
34 1 + 300
1880
1884,3 4,3
35 1 + 350
1878,2
1881,45 3,25
36 1 + 400
1875
1878,6 3,6
37 1 + 450
1870
1875,75 5,75
38 1 + 477,5
1866,65
1874,13 7,48
39 1 + 500
1863,3
1872,9 9,6
40 1 + 513,75
1858,1
1871,9 13,8
41 1 + 550
1852,9
1870 17,1
42 1 + 586,25
1849,15
1886,453 37,303
43 1 + 600
1845,4
1865,335 19,935
44 1 + 622,5
1840,5 1863,23
22,73
45 1 + 650
1835,6
1860,67 25,07
46 1 + 700
1840
1856,005 16,005
47 1 + 750
1841,8
1851,34 9,54
48 1 + 800
1843
1846,675 3,675
Bersambung
Lanjuitan Tabel 3.4
1 2
3
4
5
49 1 + 827,5
1842
1844,1 2,1
50 1 + 838,75
1841
1843,181 2,181
51 1 + 850
1840
1842.55 2.55
52 1 + 861,25
1836,67
1842.13 5.46
53 1 + 872,5
1833,33
1842 6.67
54 1 + 900
1830
1842 12
55 1 + 950
1830
1842 12
56 2 + 000
1840
1842 2
57 2 + 050
1840
1842 2
58 2 + 100
1836
1842 6
59 2 + 150
1830
1842 12
60 2 + 200
1820
1842 22
61 2 + 250
1805,6
1842 36,4
62 2 + 300
1803,3
1842 38,7
63 2 + 350
1822
1842 20
64 2 + 400
1830
1842 12
65 2 + 450
1820
1842 22
66 2 + 482,5
1818,9
1842 23,1
67 2 + 491,25
1817,8
1842 24,21
68 2 + 500
1816,7
1842 25,3
69 2 + 508,75
1816,7
1842,79 26,09
70 2 + 517,5
1816,7
1843,4 26,7
71 2 + 550
1816,7
1846 29,3
72 2 + 600
1830
1850 20
73 2 + 650
1855
1854 -1
74 2 + 700
1880
1858 -22
75 2 + 710
1880
1858,8 -21,2
76 2 + 730
1880
1860,45 -19,55
77 2 + 750
1880
1862 -18
78 2 + 770
1880
1864,05 -15,95
79 2 + 790
1880
1866 -14
80 2 + 800
1880
1867 -13
81 2 + 832,5
1880
1870,25 -9,75
82 2 + 841,25
1880
1871,04 -8,96
83 2 + 850
1880
1872 -8
84 2 + 858,75
1880,57
1872,115 -8,455
85 2 + 867,5
1881,33
1872,4 -8,93
Bersambung
Lanjuitan Tabel 3.4
1 2
3
4
5
86 2 + 900
1881,7
1873,14 -8,56
87 2 + 950
1884
1874,28 -9,72
88 3 + 000
1890
1875,42 -14,58
89 3 + 050
1900
1876,56 -23,44
90 3 + 100
1895
1877,7 -17,3
91 3 + 150
1880
1878,84 -1,16
B 3 + 200
1860
1879,98 19,98
105
BAB 4 PERENCANAAN TEBAL PERKERASAN
4.1 Data Perencanaan Tebal Perkerasan:
1.. Data Lalu Lintas tahun 2008 a. Kendaraan ringan 2 ton1+1 = 252 kendaraan
b. Bus besar 8 ton 3+5 = 24 kendaraan
c. Truk 2 as 10 ton5+5 = 78 kendaraan +
LHR
S
= 354 kendaraan hari 2 jalur
2. Jalan dibuka pada tahun = 2008.
3. pertumbuhan lalu lintas I
1
selama pelaksaaan = 2
4. pertumbuhan lalu lintas I
2
selama umur rencana = 7
5. Umur rencana UR = 15 tahun
6. Curah hujan rata-rata = 3550 mmth
7. Kelandaian = 6 9,38
8. Susunan lapis perkerasan Surface course = Laston MS 590
Base course = Batu pecahkelas A
Sub base course = Sirtu kelas C
4.2 Menetapkan Perencanaan Tebal Perkerasan:
1. LHR
2007
awal umur rencana, i = 2 Rumus : LHR 2008 1 + i
n