commit to user
Sambungan dari Tabel 3.3 Elevasi Muka Tanah Asli
Stationing Elevasi Stationing Elevasi
3+300 1400.000 3+900 1450.806
3+350 1401.705 3+950 1450.752
3+400 1405.682 4+000 1450.926
3+450 1411.110 4+050 1450.446
3+500 1416.667 4+100 1453.819
3+550 1419.444 4+150 1458.681
3+600 1423.077 4+200 1463.333
3+650 1425.000 4+250 1467.083
3+700 1434.091 4+300 1471.875
3+750 1438.889 4+350 1475.000
3+800 1445.833 4+400 1482.639
3+850 1450.000 4+450 1487.500
3.5.1. Elevasi Jembatan Rencana :
• Jembatan 1
Elevasi dasar sungai = +1225
Elevasi muka air sungai = +1228
Elevasi muka air sungai saat banjir = +1230
Ruang bebas = 3 m
Tebal plat jembatan = 1,5 m
Elevasi rencana jembatan minimum = +1233,5 •
Jembatan 2 Elevasi dasar sungai
= +1421,5 Elevasi muka air sungai
= +1424 Elevasi muka air sungai saat banjir
= +1426 Ruang bebas
= 3 m Tebal plat jembatan
= 1,5 m Elevasi rencana jembatan minimum = +1432,5
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commit to user
3.5.2. Perhitungan kelandaian memanjang
Tabel 3.4 Data Titik PVI
No Titik STA Elevasi
Beda Tinggi m
Jarak Datar m
Kelandaian Memanjang
1 A 0+000
1112,5 2 PVI
1
0+300 1138 3 PVI
2
0+900 1197
4 PVI
3
1+100 1208 5 PVI
4
1+375 1235
6 PVI
5
1+500 1235
7 PVI
6
2+000 1280
8 PVI
7
2+375 1317
9 PVI
8
3+000 1370
10 PVI
9
3+500 1416
11 PVI
10
3+625 1435
12 PVI
11
3+750 1435
13 PVI
12
3+950 1450 14 PVI
13
4+150 1457,6
15 B 4+450
1487
Kelandaian Memanjang Dapat Dihitung Dengan Menggunakan Rumus : 100
× ∆
= jarak
elevasi g
n
Contoh Penghitungan :
8,5 100
300 1112,5
- 138
1 100
A -
1 PVI
Jarak A
Elevasi 1
PVI Elevasi
1
= ×
= ×
− =
g
Perhitungan kelandaian memanjang selanjutnya dapat dilihat pada tabel 3.4 di atas 25,5
300 8,50
59 11
27 45
37 53
46 11,5
15 7,6
29,4 600
200 275
125 500
375 620
500 125
125 200
200 300
9,83 5,50
9,82 0,00
9,00 9,87
8,55 9,10
9,20 0,00
7,50 3,80
9,80
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3.5.3. Penghitungan lengkung vertikal
3.4.2.1 PVI
1
Gambar 3.11 Lengkung Vertikal PV
1
Perhitungan Lv:
33 ,
1 50
, 8
83 ,
9 1
2 =
− =
− =
∆ g
g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
, =
× =
× =
Syarat drainase
m Lv
2 ,
53 33
, 1
40 40
= ×
= ∆
× =
Syarat kenyamanan
m ik
jam km
t V
Lv 33
, 33
det 3
40 =
× =
× =
Pengurangan goncangan
m V
Lv 911
, 5
360 33
, 1
40 360
2 2
= ×
= ∆
× =
PVI
1
g2=9,83
g1=8,50 a
b c
d e
x x
Lv
commit to user
Diambil Lv terbesar, yaitu = 53,2 m ~ dibulatkan 54 m
m Lv
Ev
196 ,
800 54
91 ,
2 800
= ×
= ×
∆ =
m Lv
x y
022 ,
54 200
54 33
, 1
200
2 4
1 2
= ×
× =
× ×
∆ =
Stationing lengkung vertikal PVI
1
Sta A = Sta PVI
1
–
1 2
Lv = 0 + 300 -
1 2
54 = 0 + 273 m
Sta B = Sta PVI
1
–
1 4
Lv = 0 + 300 -
1 4
54 = 0 + 286,5 m
Sta C = Sta PVI
1
= 0 + 300 m Sta D = Sta PVI
1
+
1 4
Lv = 0 + 300 +
1 4
54 = 0 + 313,5 m
Sta E = Sta PVI
1
+
1 2
Lv = 0 + 300 +
1 2
54 = 0 + 327 m
commit to user
Elevasi Lengkung vertikal: Elevasi a
= Elevasi PVI
1
- ½Lv x g1 = 1038 - ½ 54 x 8,50
= 1035,705 m Elevasi b
= Elevasi PVI
1
- ¼ Lv x g1 + y = 1038 - ¼ 54 x 8,5 + 0,022
= 1036,831 m Elevasi c
= Elevasi PVI
1
+ Ev = 1038 + 0,196
= 1038,196 m Elevasi d
= Elevasi PVI
1
+ ¼ Lv x g2 + y = 1038 + ¼ 54 x 9,83 + 0,022
= 1039,349 m Elevasi e
= Elevasi PVI
1
+ ½Lv x g2 = 1038 + ½ 54 x 9,83
= 1040,654
commit to user
3.4.2.2 PVI
2
I
.
Gambar 3.12 Lengkng Vertikal PVI
2
Perhitungan Lv:
33 ,
4 83
, 9
50 ,
5 2
3 =
− =
− =
∆ g
g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
, =
× =
× =
Syarat drainase
m Lv
2 ,
173 33
, 4
40 40
= ×
= ∆
× =
Syarat kenyamanan
m ik
jam km
t V
Lv 33
, 33
det 3
40 =
× =
× =
Pengurangan goncangan
m V
Lv 24
, 19
360 33
, 4
40 360
2 2
= ×
= ∆
× =
Diambil Lv yang terbesar,yaitu = 173,2 m ~ dibulatkan 174 m
a PVI
2
b c
d e
g2=9,83 g3=5,50
x x
Lv
commit to user
m Lv
Ev
942 ,
800 174
33 ,
4 800
= ×
= ×
∆ =
m Lv
x y
235 ,
174 200
174 33
, 4
200
2 4
1 2
= ×
× =
× ×
∆ =
Stationing lengkung vertikal PVI
2
Sta A = Sta PVI
2
–
1 2
Lv =
0+900 -
1 2
174 =
0+813 m
Sta B = Sta PVI
2
–
1 4
Lv =
0+900 -
1 4
174 = 0+856,5 m
Sta C = Sta PVI
2
= 0+900m
Sta D = Sta PVI
2
+
1 4
Lv = 0+900 +
1 4
174 = 0+943,5 m
Sta E = Sta PVI
2
+
1 2
Lv = 0+900 +
1 2
174 =
0+987 m
commit to user
Elevasi Lengkung vertikal: Elevasi a
= Elevasi PVI
2
- ½Lv x g2 = 1197 - ½ 174 x 9,83
= 1188,448 m Elevasi b
= Elevasi PVI
2
- ¼ Lv x g2 - y = 1197 - ¼ 174 x 9,83 - 0,235
= 1192,959 m Elevasi c
= Elevasi PVI
2
- Ev = 1197 – 0,942
= 1196,058 m Elevasi d
= Elevasi PVI
2
+ ¼ Lv x g3 - y = 1197 + ¼ 174 x 5,50 - 0,235
= 1199,158 m Elevasi e
= Elevasi PVI
2
+ ½Lv x g3 = 1197 + ½ 174 x 5,50
= 1201,785 m
commit to user
3.4.2.3 PVI
3
Gambar 3.13 Lengkung Vertikal PV
3
Perhitungan Lv:
32 ,
4 50
, 5
82 ,
9 3
4 =
− =
− =
∆ g
g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
, =
× =
× =
Syarat drainase
m Lv
8 ,
172 32
, 4
40 40
= ×
= ∆
× =
Syarat kenyamanan
m ik
jam km
t V
Lv 33
, 33
det 3
40 =
× =
× =
Pengurangan goncangan
m V
Lv 2
, 19
360 32
, 4
40 360
2 2
= ×
= ∆
× =
Diambil Lv terbesar, yaitu = 172,8 m ~ dibulatkan 173 m PVI
3
g4=9,82
g3=5,50 a
b c
d e
x x
Lv
commit to user
m Lv
Ev
934 ,
800 173
32 ,
4 800
= ×
= ×
∆ =
m Lv
x y
234 ,
173 200
173 32
, 4
200
2 4
1 2
= ×
× =
× ×
∆ =
Stationing lengkung vertikal PVI
3
Sta A = Sta PVI
3
–
1 2
Lv = 1 + 100 -
1 2
173 = 1 + 013,5 m
Sta B = Sta PVI
3
–
1 4
Lv = 1 + 100 -
1 4
173 = 1 + 056,75 m
Sta C = Sta PVI
3
= 1 + 100 m Sta D = Sta PVI
3
+
1 4
Lv = 1 + 100 +
1 4
173 = 1 + 143,25 m
Sta E = Sta PVI
3
+
1 2
Lv = 1 + 100 +
1 2
173 = 1 + 186,50 m
commit to user
Elevasi Lengkung vertikal: Elevasi a
= Elevasi PVI
3
- ½Lv x g3 = 1208 - ½ 173 x 5,50
= 1203,243 m Elevasi b
= Elevasi PVI
3
- ¼ Lv x g3 + y = 1208 - ¼ 173 x 5,50 + 0,234
= 1205,387 m Elevasi c
= Elevasi PVI
3
+ Ev = 1208 + 0,934
= 1208,934 m Elevasi d
= Elevasi PVI
3
+ ¼ Lv x g4 + y = 1208 + ¼ 173 x 9,82 + 0,234
= 1212,481 m Elevasi e
= Elevasi PVI
3
+ ½Lv x g4 = 1208 + ½ 173 x 9,82
= 1216,494 m
commit to user
3.4.2.4 PVI
4
Gambar 3.14 Lengkung Vertikal PVI
4
Perhitungan Lv:
82 ,
9 82
, 9
4 5
= −
= −
= ∆
g g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
, =
× =
× =
Syarat drainase
m Lv
8 ,
392 82
, 9
40 40
= ×
= ∆
× =
Syarat kenyamanan
m ik
jam km
t V
Lv 33
, 33
det 3
40 =
× =
× =
Pengurangan goncangan
m V
Lv 64
, 43
360 82
, 9
40 360
2 2
= ×
= ∆
× =
Diambil Lv yang terbesar,yaitu = 43,64 m ~ dibulatkan 44 m a
b c
d e
g
5
= 0 g
4
= 9,82 PVI
4
x x Lv
commit to user
m Lv
Ev
540 ,
800 44
82 ,
9 800
= ×
= ×
∆ =
m Lv
x y
135 ,
44 200
44 82
, 9
200
2 4
1 2
= ×
× =
× ×
∆ =
Stationing lengkung vertikal PVI
4
Sta A = Sta PVI
4
–
1 2
Lv =
1+375 -
1 2
44 =
1+353 m
Sta B = Sta PVI
4
–
1 4
Lv =
1+375 -
1 4
44 =
1+364 m
Sta C = Sta PVI
4
= 1+375
m Sta D = Sta PVI
4
+
1 4
Lv = 1+375 +
1 4
44 =
1+386 m
Sta E = Sta PVI
4
+
1 2
Lv = 1+375 +
1 2
44 =
1+397 m
commit to user
Elevasi Lengkung vertikal: Elevasi a
= Elevasi PVI
4
- ½Lv x g4 = 1235 - ½ 44 x 9,82
= 1232,840 m Elevasi b
= Elevasi PVI
4
- ¼ Lv x g4 - y = 1235 - ¼ 44 x 9,82 - 0,135
= 1234,055 m Elevasi c
= Elevasi PVI
4
- Ev = 1235 – 0,540
= 1234,460 m Elevasi d
= Elevasi PVI
4
− ¼ Lv x g5 - y =
1235 − ¼ 44 x 0,00 - 0,135
= 1234,865 m Elevasi e
= Elevasi PVI
4
− ½Lv x g5 =
1235 − ½ 44 x 0,00
= 1235
m
commit to user
3.4.2.5 PVI
5
PVI
5
Gambar 3.15 Lengkung Vertikal PVI
5
Perhitungan Lv:
00 ,
9 00
, 9
5 6
= −
= −
= ∆
g g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
, =
× =
× =
Syarat drainase
m Lv
360 00
, 9
40 40
= ×
= ∆
× =
Syarat kenyamanan
m ik
jam km
t V
Lv 33
, 33
det 3
40 =
× =
× =
Pengurangan goncangan
m V
Lv 40
360 00
, 9
40 360
2 2
= ×
= ∆
× =
Diambil Lv yang terbesar,yaitu = 40 m a
b c
d
g
5
= 0 g
6
= 9,00 e
x x Lv
commit to user
m Lv
Ev
450 ,
800 40
00 ,
9 800
= ×
= ×
∆ =
m Lv
x y
113 ,
40 200
40 00
, 9
200
2 4
1 2
= ×
× =
× ×
∆ =
Stationing lengkung vertikal PVI
5
Sta A = Sta PVI
5
–
1 2
Lv =
1+500 -
1 2
40 =
1+480 m
Sta B = Sta PVI
5
–
1 4
Lv =
1+500 -
1 4
40 =
1+490 m
Sta C = Sta PVI
5
= 1+500
m Sta D = Sta PVI
5
+
1 4
Lv = 1+500 +
1 4
40 =
1+510 m
Sta E = Sta PVI
5
+
1 2
Lv = 1+500 +
1 2
40 =
1+520 m
commit to user
Elevasi Lengkung vertikal: Elevasi a
= Elevasi PVI
5
- ½Lv x g5 = 1235 - ½ 40 x 0
= 1235 m Elevasi b
= Elevasi PVI
5
- ¼ Lv x g5 + y = 1235 - ¼ 40x 0 + 0,113
= 1235,113 m Elevasi c
= Elevasi PVI
5
+ Ev = 1235 + 0,450
= 1235,450 m Elevasi d
= Elevasi PVI
5
+ ¼ Lv x g6 + y = 1235 + ¼ 40 x 9,00 + 0,113
= 1236,013 m Elevasi e
= Elevasi PVI
5
+ ½Lv x g6 = 1235 + ½ 40 x 9,00
= 1236,800 m
commit to user
3.4.2.6 PVI
6
Gambar 3.16 Lengkung Vertikal PV
6
Perhitungan Lv:
87 ,
00 ,
9 87
, 9
6 7
= −
= −
= ∆
g g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
, =
× =
× =
Syarat drainase
m Lv
8 ,
34 87
, 40
40 =
× =
∆ ×
=
Syarat kenyamanan
m ik
jam km
t V
Lv 33
, 33
det 3
40 =
× =
× =
Pengurangan goncangan
m V
Lv 867
, 3
360 87
, 40
360
2 2
= ×
= ∆
× =
Diambil Lv terbesar, yaitu = 34,8 m ~ dibulatkan 35 m PVI
6
g7=9,87
g6=9,00 a
b c
d e
x x Lv
commit to user
m Lv
Ev
038 ,
800 35
87 ,
800
= ×
= ×
∆ =
m Lv
x y
009 ,
35 200
35 87
, 200
2 4
1 2
= ×
× =
× ×
∆ =
Stationing lengkung vertikal PVI
6
Sta A = Sta PVI
6
–
1 2
Lv = 2 + 000 -
1 2
35 = 1 + 982,5 m
Sta B = Sta PVI
6
–
1 4
Lv = 2 + 000 -
1 4
35 = 1 + 991,25 m
Sta C = Sta PVI
6
= 2 + 000 m Sta D = Sta PVI
6
+
1 4
Lv = 2 + 000 +
1 4
35 = 2 + 008,75 m
Sta E = Sta PVI
6
+
1 2
Lv = 2 + 000 +
1 2
35 = 2 + 017,5 m
commit to user
Elevasi Lengkung vertikal: Elevasi a
= Elevasi PVI
6
- ½Lv x g6 = 1280 - ½ 35 x 9,00
= 1278,425 m Elevasi b
= Elevasi PVI
6
- ¼ Lv x g6 + y = 1280 - ¼ 35 x 9,00 + 0,009
= 1279,204 m Elevasi c
= Elevasi PVI
6
+ Ev = 1280 + 0,038
= 1280,038 m Elevasi d
= Elevasi PVI
6
+ ¼ Lv x g7 + y = 1280 + ¼ 35 x 9,87 + 0,009
= 1280,873 m Elevasi e
= Elevasi PVI
6
+ ½Lv x g7 = 1280 + ½ 35 x 9,87
= 1281,727 m
commit to user
3.4.2.7 PVI
7
I
.
Gambar 3.12 Lengkng Vertikal PVI
7
Perhitungan Lv:
81 ,
1 87
, 9
06 ,
8 7
8 =
− =
− =
∆ g
g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
, =
× =
× =
Syarat drainase
m Lv
4 ,
72 81
, 1
40 40
= ×
= ∆
× =
Syarat kenyamanan
m ik
jam km
t V
Lv 33
, 33
det 3
40 =
× =
× =
Pengurangan goncangan
m V
Lv 04
, 8
360 81
, 1
40 360
2 2
= ×
= ∆
× =
Diambil Lv yang terbesar,yaitu = 72,4 m ~ dibulatkan 73 m
a PVI
7
b c
d e
g7=9,87 g8=8,06
x x
Lv
commit to user
m Lv
Ev
165 ,
800 73
81 ,
1 800
= ×
= ×
∆ =
m Lv
x y
041 ,
73 200
73 81
, 1
200
2 4
1 2
= ×
× =
× ×
∆ =
Stationing lengkung vertikal PVI
7
Sta A = Sta PVI
7
–
1 2
Lv =
2+375 -
1 2
73 = 2+338,50 m
Sta B = Sta PVI
7
–
1 4
Lv =
2+375 -
1 4
73 = 2+356,75 m
Sta C = Sta PVI
7
= 2+375
m Sta D = Sta PVI
7
+
1 4
Lv = 2+375 +
1 4
73 = 2+393,25 m
Sta E = Sta PVI
7
+
1 2
Lv = 2+375 +
1 2
73 = 2+411,50 m
commit to user
Elevasi Lengkung vertikal: Elevasi a
= Elevasi PVI
7
- ½Lv x g7 = 1317 - ½ 73 x 9,87
= 1313,397 m Elevasi b
= Elevasi PVI
7
- ¼ Lv x g7 - y = 1317 - ¼ 73 x 9,87 - 0,041
= 1315,240 m Elevasi c
= Elevasi PVI
7
- Ev = 1317 – 0,165
= 1316,835 m Elevasi d
= Elevasi PVI
7
+ ¼ Lv x g8 - y = 1317 + ¼ 73 x 8,06 - 0,041
= 1318,430 m Elevasi e
= Elevasi PVI
7
+ ½Lv x g8 = 1317 + ½ 73 x 8,06
= 1319,942 m
commit to user
3.4.2.8 PVI
8
Gambar 3.18 Lengkung Vertikal PV
8
Perhitungan Lv:
04 ,
1 06
, 8
10 ,
9 8
9 =
− =
− =
∆ g
g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
, =
× =
× =
Syarat drainase
m Lv
6 ,
45 04
, 1
40 40
= ×
= ∆
× =
Syarat kenyamanan
m ik
jam km
t V
Lv 33
, 33
det 3
40 =
× =
× =
Pengurangan goncangan
m V
Lv 067
, 5
360 04
, 1
40 360
2 2
= ×
= ∆
× =
Diambil Lv terbesar, yaitu = 45,6 m ~ dibulatkan 46 m PVI
8
g9=9,10
g8=8,06 a
b c
d e
x x
Lv
commit to user
m Lv
Ev
060 ,
800 46
04 ,
1 800
= ×
= ×
∆ =
m Lv
x y
016 ,
46 200
46 04
, 1
200
2 4
1 2
= ×
× =
× ×
∆ =
Stationing lengkung vertikal PVI
8
Sta A = Sta PVI
8
–
1 2
Lv = 3 + 000 -
1 2
46 = 2 + 977 m
Sta B = Sta PVI
8
–
1 4
Lv = 3 + 000 -
1 4
46 = 2 + 988,5 m
Sta C = Sta PVI
8
= 3 + 000 m Sta D = Sta PVI
8
+
1 4
Lv = 3 + 000 +
1 4
46 = 3 + 011,5 m
Sta E = Sta PVI
8
+
1 2
Lv = 3 + 000 +
1 2
46 = 3 + 023 m
commit to user
Elevasi Lengkung vertikal: Elevasi a
= Elevasi PVI
8
- ½Lv x g8 = 1370 - ½ 46 x 8,06
= 1368,146 m Elevasi b
= Elevasi PVI
8
- ¼ Lv x g8 + y = 1370 - ¼ 46 x 8,06 + 0,016
= 1369,057 m Elevasi c
= Elevasi PVI
8
+ Ev = 1370 + 0,066
= 1370,066 m Elevasi d
= Elevasi PVI
8
+ ¼ Lv x g9 + y = 1370 + ¼ 46 x 9,10 + 0,016
= 1371,074 m Elevasi e
= Elevasi PVI
8
+ ½Lv x g9 = 1370 + ½ 46 x 9,10
= 1372,116 m
commit to user
3.4.2.9 PVI
9
Gambar 3.19 Lengkung Vertikal PV
9
Perhitungan Lv:
10 ,
10 ,
9 20
, 9
9 10
= −
= −
= ∆
g g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
, =
× =
× =
Syarat drainase
m Lv
4 10
, 40
40 =
× =
∆ ×
=
Syarat kenyamanan
m ik
jam km
t V
Lv 33
, 33
det 3
40 =
× =
× =
Pengurangan goncangan
m V
Lv 44
, 360
10 ,
40 360
2 2
= ×
= ∆
× =
Diambil Lv terbesar, yaitu = 33,33 m ~ dibulatkan 34 m PVI
9
g10=9,20
g9=9,10 a
b c
d e
x x
Lv
commit to user
m Lv
Ev
004 ,
800 34
1 ,
800
= ×
= ×
∆ =
m Lv
x y
001 ,
34 200
34 1
, 200
2 4
1 2
= ×
× =
× ×
∆ =
Stationing lengkung vertikal PVI
9
Sta A = Sta PVI
9
–
1 2
Lv = 3 + 500 -
1 2
34 = 3 + 483 m
Sta B = Sta PVI
9
–
1 4
Lv = 3 + 500 -
1 4
34 = 3 + 491,5 m
Sta C = Sta PVI
9
= 3 + 500 m Sta D = Sta PVI
9
+
1 4
Lv = 3 + 500 +
1 4
34 = 3 + 508,5 m
Sta E = Sta PVI
9
+
1 2
Lv = 3 + 500 +
1 2
34 = 3 + 517 m
commit to user
Elevasi Lengkung vertikal: Elevasi a
= Elevasi PVI
9
- ½Lv x g9 = 1416 - ½ 34 x 9,10
= 1414,436 m Elevasi b
= Elevasi PVI
9
- ¼ Lv x g9 + y = 1416 - ¼ 34 x 9,10 + 0,001
= 1415,218 m Elevasi c
= Elevasi PVI
9
+ Ev = 1416 + 0,004
= 1416 m Elevasi d
= Elevasi PVI
9
+ ¼ Lv x g10 + y = 1416 + ¼ 34 x 9,20 + 0,001
= 1416,782 m Elevasi e
= Elevasi PVI
9
+ ½Lv x g10 = 1416 + ½ 34 x 9,20
= 1417,564 m
commit to user
3.4.2.10 PVI
10
Gambar 3.20 Lengkung Vertikal PVI
10
Perhitungan Lv:
20 ,
9 20
, 9
10 11
= −
= −
= ∆
g g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
, =
× =
× =
Syarat drainase
m Lv
368 20
, 9
40 40
= ×
= ∆
× =
Syarat kenyamanan
m ik
jam km
t V
Lv 33
, 33
det 3
40 =
× =
× =
Pengurangan goncangan
m V
Lv 89
, 40
360 20
, 9
40 360
2 2
= ×
= ∆
× =
Diambil Lv yang terbesar,yaitu = 40,89 m ~ dibulatkan 41 m a
b c
d e
g
11
= 0 g
10
= 9,20 PVI
10
x x
Lv
commit to user
m Lv
Ev
472 ,
800 41
20 ,
9 800
= ×
= ×
∆ =
m Lv
x y
118 ,
41 200
41 20
, 9
200
2 4
1 2
= ×
× =
× ×
∆ =
Stationing lengkung vertikal PVI
10
Sta A = Sta PVI
10
–
1 2
Lv =
3+625 -
1 2
41 = 3+604,5 m
Sta B = Sta PVI
10
–
1 4
Lv =
3+625 -
1 4
41 = 3+614,75 m
Sta C = Sta PVI
10
= 3+625m
Sta D = Sta PVI
10
+
1 4
Lv = 3+625 +
1 4
41 = 3+635,25 m
Sta E = Sta PVI
10
+
1 2
Lv = 3+625 +
1 2
41 = 3+645,5 m
commit to user
Elevasi Lengkung vertikal: Elevasi a
= Elevasi PVI
10
- ½Lv x g10 = 1435 - ½ 41 x 9,20
= 1433,11m
Elevasi b = Elevasi PVI
10
- ¼ Lv x g10 - y = 1435 - ¼ 41 x 9,20 - 0,118
= 1434,18
m Elevasi c
= Elevasi PVI
10
- Ev = 1435 – 0,472
= 1434,53m Elevasi d
= Elevasi PVI
10
− ¼ Lv x g11 - y =
1435 − ¼ 41 x 0 - 0,118
= 1434,88
m Elevasi e
= Elevasi PVI
10
− ½Lv x g11 =
1435 − ½ 41 x 0
= 1435
m
commit to user
3.4.2.11 PVI
11
PVI
11
Gambar 3.21 Lengkung Vertikal PVI
11
Perhitungan Lv:
5 ,
7 5
, 7
11 12
= −
= −
= ∆
g g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
, =
× =
× =
Syarat drainase
m Lv
300 5
, 7
40 40
= ×
= ∆
× =
Syarat kenyamanan
m ik
jam km
t V
Lv 33
, 33
det 3
40 =
× =
× =
Pengurangan goncangan
m V
Lv 33
, 33
360 5
, 7
40 360
2 2
= ×
= ∆
× =
Diambil Lv yang terbesar,yaitu = 33,33 m ~ dibulatkan 34 m a
b c
d
g
11
= 0 g
12
= 7,5
x x
Lv
commit to user
m Lv
Ev
319 ,
800 34
5 ,
7 800
= ×
= ×
∆ =
m Lv
x y
080 ,
34 200
34 5
, 7
200
2 4
1 2
= ×
× =
× ×
∆ =
Stationing lengkung vertikal PVI
11
Sta A = Sta PVI
11
–
1 2
Lv =
3+750 -
1 2
34 =
3+733 m
Sta B = Sta PVI
11
–
1 4
Lv =
3+750 -
1 4
34 = 3+741,5 m
Sta C = Sta PVI
11
= 3+750m
Sta D = Sta PVI
11
+
1 4
Lv = 3+750 +
1 4
34 = 3+758,5 m
Sta E = Sta PVI
11
+
1 2
Lv = 3+750 +
1 2
34 =
3+767 m
commit to user
Elevasi Lengkung vertikal: Elevasi a
= Elevasi PVI
11
- ½Lv x g11 = 1435 - ½ 34 x 0
= 1435,000 m Elevasi b
= Elevasi PVI
11
- ¼ Lv x g11 + y = 1435 - ¼ 34x 0 + 0,080
= 1434,92
m Elevasi c
= Elevasi PVI
11
+ Ev = 1435 + 0,319
= 1435,319 m Elevasi d
= Elevasi PVI
11
+ ¼ Lv x g12 + y = 1435 + ¼ 34 x 7,5 + 0,080
= 1441,455 m Elevasi e
= Elevasi PVI
11
+ ½Lv x g12 = 1435 + ½ 34 x 7,5
= 1447,75
m
commit to user
3.4.2.12 PVI
12
I
.
Gambar 3.22 Lengkng Vertikal PVI
12
Perhitungan Lv:
7 ,
3 5
, 7
8 ,
3 12
13 =
− =
− =
∆ g
g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
, =
× =
× =
Syarat drainase
m Lv
148 7
, 3
40 40
= ×
= ∆
× =
Syarat kenyamanan
m ik
jam km
t V
Lv 33
, 33
det 3
40 =
× =
× =
Pengurangan goncangan
m V
Lv 44
, 16
360 7
, 3
40 360
2 2
= ×
= ∆
× =
Diambil Lv yang terbesar,yaitu = 33,33 m dibulatkan = 34 m
a PVI
12
b c
d e
g
12
=7,5 g
13
=3,80
x x
Lv
commit to user
m Lv
Ev
157 ,
800 34
7 ,
3 800
= ×
= ×
∆ =
m Lv
x y
039 ,
34 200
34 7
, 3
200
2 4
1 2
= ×
× =
× ×
∆ =
Stationing lengkung vertikal PVI
12
Sta A = Sta PVI
12
–
1 2
Lv =
3+950 -
1 2
34 =
3+933 m
Sta B = Sta PVI
12
–
1 4
Lv =
3+950 -
1 4
34 = 3+941,5 m
Sta C = Sta PVI
12
= 3+950
m Sta D = Sta PVI
12
+
1 4
Lv = 3+950 +
1 4
34 = 3+958,5 m
Sta E = Sta PVI
12
+
1 2
Lv = 3+950 +
1 2
34 =
3+967 m
commit to user
Elevasi Lengkung vertikal: Elevasi a
= Elevasi PVI
12
- ½Lv x g12 = 1450 - ½ 34 x 7,5
= 1437,25
m Elevasi b
= Elevasi PVI
12
- ¼ Lv x g12 - y = 1450 - ¼ 34 x 7,5 - 0,039
= 1443,664 m Elevasi c
= Elevasi PVI
12
- Ev = 1450 – 0,157
= 1449,843 m Elevasi d
= Elevasi PVI
12
+ ¼ Lv x g13 - y = 1450 + ¼ 34 x 3,8 - 0,039
= 1450,004 m Elevasi e
= Elevasi PVI
12
+ ½Lv x g13 = 1450 + ½ 34 x 3,8
= 1450,646 m
commit to user
3.4.2.13 PVI
13
Gambar 3.23 Lengkung Vertikal PV
13
Perhitungan Lv:
6 8
, 3
8 ,
9 13
14 =
− =
− =
∆ g
g
Syarat keluwesan bentuk
m V
Lv 24
40 6
, 6
, =
× =
× =
Syarat drainase
m Lv
240 00
, 6
40 40
= ×
= ∆
× =
Syarat kenyamanan
Pengurangan goncangan
m V
Lv 67
, 26
360 00
, 6
40 360
2 2
= ×
= ∆
× =
PVI
13
g
14
=9,8
g
13
=3,8 a
b c
d e
m ik
jam km
t V
Lv 33
, 33
det 3
40 =
× =
× =
x x Lv
commit to user
Diambil Lv terbesar, yaitu = 26,67 m dibulatkan = 27 m
m Lv
Ev
203 ,
800 27
00 ,
6 800
= ×
= ×
∆ =
m Lv
x y
051 ,
27 200
27 00
, 6
200
2 4
1 2
= ×
× =
× ×
∆ =
Stationing lengkung vertikal PVI
13
Sta A = Sta PVI
13
–
1 2
Lv =
4+150 -
1 2
27 = 4 + 136,5 m
Sta B = Sta PVI
13
–
1 4
Lv =
4+150 -
1 4
27 = 4 + 143,25m
Sta C = Sta PVI
13
= 4+150m
Sta D = Sta PVI
13
+
1 4
Lv = 4+150 +
1 4
27 = 4 + 156,75 m
Sta E = Sta PVI
13
+
1 2
Lv = 4+150 +
1 2
27 = 4 +163,5 m
commit to user
Elevasi Lengkung vertikal:
Elevasi a = Elevasi PVI
13
- ½Lv x g13 = 1457,6 - ½ 27 x 3,80
= 1457,09
m Elevasi b
= Elevasi PVI
13
- ¼ Lv x g13 + y = 1457,6 - ¼ 27 x 3,80 +0,051
= 1457,29
m Elevasi c
= Elevasi PVI
13
+ Ev = 1457,6 + 0,203
= 1457,80 m Elevasi d
= Elevasi PVI
13
+ ¼ Lv x g14 + y = 1457,6 + ¼ 27 x 9,80 + 0,051
= 1458,31
m Elevasi e
= Elevasi PVI
13
+ ½Lv x g14 = 1457,6 + ½ 27 x 9,80
= 1458,92 m
commit to user
Tabel 3.5 Elevasi Tanah Asli dan Elevasi Tanah Rencana
NO STA Elevasi
Tanah Asli
Elevasi Tanah
Rencana NO STA
Elevasi Tanah
Asli Elevasi
Tanah Rencana
1 0+000 1112.500
1112.500 b 1+364 1230.926 1234.055
2 0+050 1117.500
1116.750 25 c 1+375 1229.234 1234.460
3 0+100 1123.106
1121.000 d 2+398,25 1325.000 1318.430
4 0+150 1125.000
1125.250 e 2+416,5 1326.665 1319.942
5 0+200 1126.316
1129.500 46 2+450 1330.000 1323.360
6 0+250 1129.167
1133.750 47 2+500 1336.250 1327.600
a 0+273 1133.515 1035.705
48 2+550 1335.119 1331.840
b 0+286,5 1135.506 1036.831
49 2+600 1335.294 1336.080
7 c 0+300 1137.500 1038.196
50 2+650 1339.527 1340.320
d 0+313,5 1137.806 1039.349
51 2+700 1342.650 1344.560
e 0+327 1140.601 1040.054
52 2+750 1347.297 1348.693
8 0+350 1142.500
1142.917 53 2+800 1350.000 1353.040
9 0+400 1149.138
1147.833 54 2+850 1354.167 1357.271
10 0+450 1154.044
1152.750 55 2+900 1362.500 1361.520
11 0+500 1159.868
1157.667 56 2+950 1367.391 1365.760
12 0+550 1164.674
1162.583 a 2+977 1370.852 1368.146
13 0+600 1169.565
1167.500 b 2+988,5 1372.395 1369.057
14 0+650 1174.405
1172.417 57 c 3+000 1373.750 1370.066
15 0+700 1179.902
1177.333 d 3+011,5 1375.000 1371.074
16 0+750 1184.375
1182.250 e 3+023 1375.846 1372.116
17 0+800 1188.859
1187.167 58 3+050 1377.885 1374.600
a 0+813 1190.000 1188.448
59 3+100 1381.250 1379.200
b 0+856,5 1193.883 1192.959
60 3+150 1383.654 1383.800
18 c 0+900 1197.500 1196.058
61 3+200 1387.500 1388.391
d 0+943,5 1197.526 1199.158
62 3+250 1392.279 1393.000
e 0+987 1197.122 1201.785
63 3+300 1400.000 1397.600
19 1+000 1197.360
1202.491 64 3+350 1401.705 1402.200
a 1+013,5 1197.977 1203.243
65 3+400 1405.682 1406.791
b 1+056,75 1202.309 1205.387
66 3+450 1411.110 1411.382
20 c 1+100 1207.622 1208.934
a 3+483 1415.000 1414.436 d 1+143,25 1212.291
1212.481 b 3+491,5 1415.630 1415.218
e 1+186,5 1216.706 1216.494
67 c 3+500 1416.667 1416.000
21 1+200 1218.137
1217.818 d 3+508,5 1417.116 1416.782
22 1+250 1223.039
1222.727 e 3+517 1417.297 1417.564
23 1+300 1226.758
1227.636 68 3+550 1425.000 1425.218
24 1+350 1230.603
1232.545 69 3+600 1431.728 1434.431
a 1+353 1231.909 1232.840
a 3+604,5 1432.551 1433.110
commit to user
Sambungan Tabel 3.5 Elevasi Tanah Asli dan Elevasi Tanah Rencana
NO STA Elevasi
Tanah Asli
Elevasi Tanah Rencana
b 3+614,75 1430.416 1434.180
70 c 3+625 1427.958 1434.530
d 3+635,25 1425.663 1434.880
e 3+645,5 1423.970 1435.000
71 3+650 1436.176
1434.431 72 3+700
1434.091 1434.431
a 3+733 1437.450 1435.000
b 3+741,5 1437.961 1434.920
73 c 3+750 1438.889 1435.319
d 3+758,5 1440.000 1441.455
e 3+767 1440.936 1447.750
74 3+800 1445.833
1441.365 75 3+850
1450.000 1445.381
76 3+900 1450.806
1449.401 a 3+933 1450.739
1437.250 b 3+941,5 1450.736
1443.664 77 c 3+950 1450.752
1449.843 d 3+958,5 1450.804
1450.004 e 3+967 1450.869
1450.646 78 4+000
1450.926 1453.942
79 4+050 1450.446
1455.480 80 4+100
1453.819 1456.991
a 4+136,5 1457.391 1457.090
b 4+143,25 1458.253 1457.290
81 c 4+150 1458.681 1457.800
d 4+156,75 1459.395 1458.310
e 4+163,5 1459.673 1458.920
82 4+200 1463.333
1467.167 83 4+250
1467.083 1472.241
84 4+300 1471.875
1472.250 85 4+350
1475.000 1477.333
86 4+400 1482.639
1482.417 87 4+450
1487.500 1487.500
commit to user
133
BAB IV PERENCANAAN TEBAL PERKERASAN
4.1 Data Perencanaan Tebal Perkerasan
• Tebal perkerasan untuk 2 lajur dan 2 arah
• Pelaksanaan konstruksi jalan dimulai pada tahun 2011
• Jalan dibuka pada tahun 2012
• Masa konstruksi n
1
= 1 tahun, angka pertumbuhan lalu lintas i
1
= 2 •
Umur rencana n
2
= 10 tahun, angka pertumbuhan lalu lintas i
2
= 6 •
Jalan yang direncanakan adakah jalan kelas II jalan Arteri •
Curah hujan diperkirakan 2500 – 3000
mm tahun
Tabel 4.1 Nilai LHR
S
No Jenis kendaraan
LHR
S
Kendaraan hari 2arah 1 Mobil
1420 2 Mikro
Bus 587
3 Pick-UP 520
4 Truk 2 As
293
Sumber : Survey lalu lintas daerah Kalisoro Tawangmangu 24 Juni 2010
