PERHITUNGAN GEOMETRI PERHITUNGAN GEOMETRI PERHITUNGAN GEOMETRI
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
BAB III
PERHITUNGAN JALAN TRASE I
Data lalu lintas tahun 2007
Jenis kendaraan
C
LHR
EMP
SMP
Mobil penumpang 1.1
1.2
4500
1
5400
Bus 1.2
Truk ringan 1.2 L
Truk berat1 .2H
Truk 1.2.2
Trailer 1.2 + 2.2
Trailer 1.2 - 2
Trailer 1.2 – 2.2
Σ
0.9
0.9
0.9
0.9
0.9
0.9
0.9
4200
1200
450
120
45
25
0
17675
2
3
3
3
5
5
5
11340
3240
1215
324
202.5
112.5
0
21834
Satuan mobil penumpang tahun 2008
SMP 2007
= ( 1+ r )^n x SMP 2007
= ( 1+0,05)2 x 21834
= 24532.68
Satuan mobil penumpang selama umur rencana jalan 10 th ( th 2017)
SMP 2019
= ( 1+ r )^n x SMP 2008
= ( 1+ 0,065)10 x 24532.68
= 48259.49
Dari data data satuan mobil penumpang dapat ditentukan :
a. jenis jalan adalah jalan Arteri kelas 2
b. jumlah lajur = 2 lajur, 2 arah
c. kecepatan rencana adalah 60 km/jam (buku bina marga tabel 2 hal. 10)
d. lebar jalur = 3.25 m (buku bina marga tabel 3 hal. 11)
PERHITUNGAN GEOMETRI
BAB - 3 - 1
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
e. lebar bahu jalan = 1.5 m (bina marga tabel 8 hal 16)
f. lebar median = 0.5 m (bina marga tabel 9 hal. 17)
g. jari-jari minimum = 239 (bina marga tabel 10 hal. 18)
table 2
Kelas jalan
Kecp rencana
1
80
2-1
60
3
50
4-3
40
5-4
30
5
20
km/jam
4.2 Perhitugan Azimuth
Diketahui :
Koordinat titik A : ( 1000 ; 800 )
, αA = 121,258º
, d1 = 655,13 m
Koordinat titik I
: ( 1910 ; 600 )
, α1 = 90º
, d2 = 1190 m
Koordinat titik II
: ( 2660 ; 600 )
, α2 = 56,977º
, d3 = 715,612 m
, α3 = 90º
, d4 = 500 m
Koordinat titik III : ( 3400 ; 970 )
Koordinat titik B
: ( 4000 ; 900 )
a. Kontrol Alpha ( α )
(Y1 YA )
αA = arc tg
+ 90º
( X1 X A )
= arc tg
600 800
1910 1000
+ 90º = 102.39°
α1 = 90°
α2 = 90° - arc tg
α3 = arc tg
(YIII YII )
( X III X II )
= 90° - arc tg
(YIV YIII )
+ 90º
( X IV X III )
b. Kontrol Jarak ( D )
dI
= ( X I X A ) 2 (YI
=
= arc tg
970 600
3400 2660
900 970
4000 3400
= 63.45°
+ 90º = 96.65°
YA ) 2
(600 800) 2 (1910 1000) 2
= 931.72 m → Ok
d II
=
( X II X I ) 2 (YII YI ) 2
=
(600 600) 2 ( 2660 1910) 2
= 750 m → Ok
PERHITUNGAN GEOMETRI
BAB - 3 - 2
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
d III
=
( X III X II ) 2 (YIII YII ) 2
=
(970 600) 2 (3400 2660) 2
= 827.35 m → Ok
d IV =
( X IV X III ) 2 (YIV YIII ) 2
=
(900 970) 2 (4000 3400) 2
= 604.07 m → Ok
c. Perhitungan Delta ( ∆ )
Δ1 = 90°
Δ2 = 12.39°
Δ3 = 6.65°
d. Kontrol Koordinat
Koordinat titik A ( 1000 ; 1200 )
Titik 1 → X1 = XA + d1 sin αa
= 1000 + ( 931.72 x sin 102.39º )
= 1910 m
Y1 = YA + d1 sin αa
= 1200 + ( 931.72 x cos 102.39º )
= 600 m
Jadi Koordinat Titik 1 adalah ( 1910 ; 600 ) → ok
Titik 2 → X2 = X1 + d2 sin α1
= 1910 + ( 750 x sin 90º )
= 2660 m
Y2 = Y1 + d2 sin α1
= 600 + ( 750 x cos 90º )
= 600 m
Jadi Koordinat Titik 2 adalah ( 2660 ; 600 ) → ok
Titik 3 → X3 = X2 + d3 sin α2
= 2660 + ( 827.35 x sin 63.45° )
PERHITUNGAN GEOMETRI
BAB - 3 - 3
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
= 3400 m
Y3 = Y2 + d3 sin α2
= 600 + ( 827.35 x cos 63.45º )
= 970 m → 1250 m
Jadi Koordinat Titik 3 adalah ( 3400 ; 970 ) → ok
Titik B → Xb = X3 + d4 sin α3
= 3400 + ( 604.07 x sin 96.65º )
= 4000 m
Yb = Y3 + d4 sin α3
= 970 + (604.07 x cos 96.65º )
= 900 m
Jadi Koordinat Titik B adalah ( 4000 ; 900 ) → ok
Tabel : 1
TITIK
A
1
2
3
B
PERHITUNGAN GEOMETRI
KOORDINAT
X
Y
1000
800
1910
2660
3400
4000
JARAK (m)
AZIMUTH
931.72
102.39°
750
90O
827.35
63.45°
604.07
96.65O
600
600
970
900
BAB - 3 - 4
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
4.3 Perhitungan Potongan
Potongan
A - B
Elevasi Kiri
Elevasi As Jalan
Elevasi Kanan
1-1
158.06
156.91
155.76
2-2
153.71
152.94
152.17
3-3
150.41
149.455
148.5
4-4
147.04
145.855
144.67
5-5
143.7
144.78
145.85
6-6
142.38
143.57
144.75
7-7
141.78
142.87
143.96
8-8
141.81
142.64
143.46
9-9
141.58
142.19
142.8
10-10
141.84
142.22
142.6
11-11
141.1
141.28
141.46
12-12
140.1
140.1
140.1
13-13
137.77
137.59
137.4
14-14
135.5
135.03
134.56
15-15
129.81
129.72
129.62
16-16
127.37
127.35
127.38
17-17
125
125.35
125.45
18-18
126.16
125.72
125.27
19-19
126.46
125.05
125.64
20-20
126.61
126.19
124.77
PERHITUNGAN GEOMETRI
BAB - 3 - 5
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
21-21
126.88
126.495
126.11
22-22
126.15
126.53
126.91
23-23
126.09
126.49
126.88
24-24
126.06
125.54
125.02
25-25
123.4
122.8
122.2
26-26
120.74
120.11
119.48
27-27
118.18
117.69
117.2
28-28
115.34
115.27
115.19
29-29
117.82
118.075
118.33
30-30
121.13
121.36
121.58
31-31
124.47
124.61
124.75
32-32
127.39
127.39
127.39
33-33
130.31
130.59
130.78
34-34
134.22
133.78
133.33
35-35
135.55
135.17
134.78
36-36
136.18
135.71
135.24
37-37
136.71
136.075
135.44
38-38
136.99
136.29
135.59
39-39
137.05
136.315
135.58
40-40
136.84
136.295
135.75
41-41
137.64
136.89
136.14
42-42
138.16
137.37
136.57
43-43
139
138.15
137.3
44-44
139.79
138.92
138.04
PERHITUNGAN GEOMETRI
BAB - 3 - 6
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
45-45
142.05
140.88
139.7
46-46
144.67
143.495
142.32
47-47
145.89
145.28
144.63
48-48
146.52
146.02
145.51
49-49
147.08
146.75
146.41
50-50
146.53
145.55
144.56
51-51
144.4
143
141.6
52-52
141.09
138.55
136
53-53
137.4
135.2
133
54-54
137.39
134.27
131.14
55-55
136.33
133.82
131.3
56-56
136.3
133.57
130.83
57-57
136.38
133.89
131.38
58-58
135.76
133.84
131.92
59-59
135.43
133.695
131.96
60-60
135
133.02
131.04
61-61
132.23
131.34
130.45
62-62
131.67
130.69
129.7
63-63
130.22
129.36
128.5
64-64
128.86
128.08
127.3
65-65
126.02
125.17
124.32
66-66
116
115.29
114.58
PERHITUNGAN GEOMETRI
BAB - 3 - 7
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
67-67
109.12
109.11
109.1
68-68
116.5
116.59
116.67
69-69
123.36
123.58
123.22
70-70
127.8
127.54
127.27
71-71
131.36
131.12
130.88
72-72
135
134.35
133.69
73-73
141.66
140.205
138.75
74-74
142.59
141.73
140.96
4.4 Data kondisi medan
160.19 157.2
x 100 % = 7.5 %
40
156.43 154.88
Potongan 2 =
x 100 % = 3.9 %
40
Potongan 1 =
Potongan 3 =
151.9 150.32
x 100 % = 3.95 %
40
Potongan 4 =
148.33 147.09
x 100 % = 3.1 %)
40
Potongan 5 =
145.5 143.7
x 100 % = 4.5 %
40
Potongan 6 =
144.75 142.39
x 100 % = 5.9 %
40
Potongan 7 =
143.96 141.79
x 100 % = 5.425 %
40
Potongan 8 =
142.64 141.91
x 100% = 3.875 %
40
Potongan 9 =
142.9 141.59
x 100% = 3.275 %
40
PERHITUNGAN GEOMETRI
BAB - 3 - 8
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Potongan 10 =
142.6 141.59
x 100% = 1.65 %
40
Potongan 11 =
141.1 141.46
x 100 % = 0.9 %
40
Potongan 12 =
140.1 140.1
x 100 % = 0 %
40
Potongan 13 =
137.77 137.4
x 100 % = 0.925 %
40
135.5 134.56
x 100 % = 2.35 %
40
129.91 129.62
Potongan 15 =
x 100 % = 0.725 %
40
Potongan 14 =
Potongan 16 =
127.37 127.3
x 100 % = 0.175 %
40
Potongan 17 =
125.46 125
x 100 % = 1.15 %
40
Potongan 18 =
126.16 125.27
x 100 % = 2.225 %
40
Potongan 19 =
126.46 125.64
x 100 % = 2.05 %
40
Potongan 20 =
126.61 125.77
x 100 % = 2.1 %
40
Potongan 21 =
126.99 126.11
x 100 % = 2.2 %
40
Potongan 22 =
126.91 126.15
x 100 % = 1.9 %
40
Potongan 23 =
126.99 126.09
x 100 % = 2.25 %
40
Potongan 24 =
126.06 125.05
x 100 % = 2,525 %
40
Potongan 25 =
125.02 123.4
x 100 % = 4.05 %
40
PERHITUNGAN GEOMETRI
BAB - 3 - 9
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Potongan 26 =
120.74 119 .49
x 100 % = 3.125 %
40
Potongan 27 =
119 .19 117 .2
x 100 % = 4.975 %
40
Potongan 28 =
115 .34 115 .19
x 100 % = 0.375 %
40
119 .33 117 .92
x 100 % = 3.525 %
40
121.59 121.13
Potongan 30 =
x 100 % = 1.15 %
40
Potongan 29 =
Potongan 31 =
124.75 124.47
x 100 % = 0.7 %
40
Potongan 32 =
127.39 127.39
x 100 % = 0 %
40
Potongan 33 =
130.96 130.13
x 100 % = 1.625 %
40
Potongan 34 =
134.22 133.33
x 100 % = 2.225 %
40
Potongan 35 =
135.55 134.19
x 100 % = 3.4 %
40
Potongan 36 =
136.19 135.24
x 100 % = 2.375 %
40
Potongan 37 =
136.71 135.44
x 100 % = 3.175 %
40
Potongan 38 =
139.59 136.99
x 100 % = 6.5 %
40
Potongan 39 =
137.05 135.59
x 100 % = 3.65 %
40
Potongan 40 =
136.75 135.75
x 100 % = 2,5 %
40
Potongan 41 =
137.64 136.14
x 100 % = 3.75 %
40
PERHITUNGAN GEOMETRI
BAB - 3 - 10
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Potongan 42 =
139.16 136.57
x 100 % = 6.475 %
40
Potongan 43 =
139 137.3
x 100 % = 4.25 %
40
Potongan 44 =
139.92 139.04
x 100 % = 2.2 %
40
Potongan 45 =
142.05 139.7
x 100 % = 5.875 %
40
Potongan 46 =
144.67 142.32
x 100 % = 5.875 %
40
Potongan 47 =
145.99 144.63
x 100 % = 3.4 %
40
Potongan 48 =
146.52 145.51
x 100 % = 2.525 %
40
Potongan 49 =
147.09 146.41
x 100 % = 1.7 %
40
Potongan 50 =
146.53 144.56
x 100 % = 4.925 %
40
144.4 141.61
x 100 % = 6.975 %
40
141.09 136
Potongan 52 =
x 100 % = 12.725 %
40
Potongan 51 =
137.4 133
x 100 % = 11 %
40
137.39 131.14
Potongan 54 =
x 100 % = 15.625 %
40
Potongan 53 =
Potongan 55 =
136.33 131.3
x 100 % = 12.575 %
40
Potongan 56 =
136.3 130.94
x 100 % = 13.4 %
40
Potongan 57 =
136.39 131.99
x 100 % = 11 %
40
PERHITUNGAN GEOMETRI
BAB - 3 - 11
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Potongan 58 =
135.76 131.92
x 100 % = 9.6 %
40
Potongan 59 =
135.43 131.96
x 100 % = 8.675 %
40
Potongan 60 =
1135 131.04
x 100 % = 9.9 %
40
Potongan 61 =
132.33 130.45
x 100 % = 4.7 %
40
Potongan 62 =
131.67 129.7
x 100 % = 4.925 %
40
Potongan 63 =
130.22 129.36
x 100 % = 2.15 %
40
Potongan 64 =
129.3 127.3
x 100 % = 5 %
40
Potongan 65 =
126.02 124.32
x 100 % = 4.25 %
40
Potongan 66 =
116 114.59
x 100 % = 3.525 %
40
Potongan 67 =
109.12 109.1
x 100 % = 0.05 %
40
Potongan 68 =
116 .67 116 .5
x 100 % = 0.425 %
40
Potongan 69 =
123.36 123.22
x 100 % = 0.35 %
40
Potongan 70 =
127.9 127.27
x 100 % = 1.575 %
40
Potongan 71 =
131.36 130.99
x 100 % = 0.925 %
40
Potongan 72 =
135 133.69
x 100 % = 3.275 %
40
PERHITUNGAN GEOMETRI
BAB - 3 - 12
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Potongan 73 =
141.66 139.75
x 100 % = 4.775 %
40
Potongan 74 =
142.59 140.96
x 100 % = 4.075 %
40
4.4 PERHITUNGAN ALINYEMEN HORISONTAL
a) Tikungan 1
Dipakai Rmin = 112.04 m (denagn Vr 60 km/jam, teknik
perencanaan jalan raya hal 95)
Rc
= 358 m (ditentukan sendiri)
E
=
Ls
= 50 m ( Tabel Bina Marga )
Vr
=
∆1
=
0,054
60 km/jam
12.39°
Perhitungan Tikungan 1
Cek rumus modified short form
Qs
=
28.648 Ls
R
=
28.648 50
358
= 4º
Qc
= Δ – 2Qs
= 12.39 – (2x4º)
= 4.39
PERHITUNGAN GEOMETRI
BAB - 3 - 13
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Lc
=
Qc
2πR
360
=
4.39
2xπx358
360
= 27.43 m >20 m, maka digunakan S-C-S
Xc
Ls 2
= Ls 1
40 Rc 2
50 2
1
= 50
40 358 2
= 49.97m
Yc
=
Ls 2
6 Rc
=
50 2
6 358
= 1.16 m
P
= Yc Rc1 cos Qs = 1.16 – 358 ( 1 – cos 4° ) = 0.29 m
K
= Xc – Rc sin Qs = 49.97 – 358 sin 4° = 25 m
Ts
= Rc P tg
1
1
K = 358 0.29 tg 12.39 25
2
2
= 63.86 m
Rc P
Es
=
L
= 2
=
cos 12 1
Rc
358 0.29
cos 12 12.39
358 2.39m
Ls + Lc
2 50 + 27.43
= 127.43 m
b) Tikungan 2
Dipakai Rmin = 112.04 m (denagn Vr 60 km/jam, teknik
perencanaan jalan raya hal 95)
Rc
= 286 m (ditentukan sendiri)
E
=
Ls
= 50 m ( Tabel Bina Marga )
PERHITUNGAN GEOMETRI
0,064
BAB - 3 - 14
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Vr
=
∆1
=
60 km/jam
26.55°
Perhitungan Tikungan 2
Cek rumus modified short form
Qs
=
28.648 Ls
R
=
28.648 50
286
= 5º
Qc
= Δ – 2Qs
= 26.55º – (2x5º)
= 16.55º
Lc
=
Qc
2πR
360
=
16.55
2xπx286
360
= 82.61m >25 m, maka digunakan S-C-S
Xc
Ls 2
1
= Ls
40 Rc 2
50 2
40 286 2
= 50 1
= 49.96 m
Yc
=
Ls 2
6 Rc
=
50 2
6 286
= 1.46 m
P
= Yc Rc1 cos Qs = 1.46 – 286 ( 1 – cos 5° ) = 0.37m
K
= Xc – Rc sin Qs = 49.96 – 286 sin 5° = 25.03 m
Ts
= Rc P tg
PERHITUNGAN GEOMETRI
1
1
K = 286 0.37 tg 26.55 25.03
2
2
BAB - 3 - 15
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
= 92.59 m
Rc P
Es
=
L
= 2
cos 12 1
Rc
286 0.37
cos 12 26.55
286 8.23.m
Ls + Lc
2 50 + 82.61
=
= 182.61 m
c) Tikungan 3
Dipakai Rmin = 112.04 m (denagn Vr 60 km/jam, teknik
perencanaan jalan raya hal 95)
Rc
= 205 m (ditentukan sendiri)
E
=
Ls
= 50 m ( Tabel Bina Marga )
Vr
=
∆1
=
0,08
60 km/jam
39.85°
Perhitungan Tikungan 3
Cek rumus modified short form
Qs
=
28.648 Ls
R
=
28.648 50
205
= 6.99º
Qc
= Δ – 2Qs
= 39.85º – (2x6.99º)
= 25.87º
Lc
=
Qc
2πR
360
=
25.87
2xπx205
360
= 92.58 m >25 m, maka digunakan S-C-S
PERHITUNGAN GEOMETRI
BAB - 3 - 16
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Xc
Ls 2
= Ls 1
40 Rc 2
50 2
1
= 50
40 205 2
= 49.93 m
Yc
=
Ls 2
6 Rc
=
50 2
6 205
= 2.03 m
P
= Yc Rc1 cos Qs = 2.03 – 205 ( 1 – cos 6.99° ) = 0.51m
K
= Xc – Rc sin Qs = 69,933 – 205 sin 6.99° = 24.98 m
Ts
= Rc P tg
1
1
K = 205 0.51 tg 39.85 24.98
2
2
= 99.48 m
Rc P
Es
=
L
= 2
=
cos 1 2 1
Rc
205 0.51
cos 12 39.85
205 13.59.m
Ls + Lc
2 50 + 92.58
= 192.58 m
d) Perhitungan stationing
Diketahui : Sta
= 0 + 000
D1
D2
D3
D4
= 931.72 m
= 750 m
= 827.35 m
= 604.07 m
Perhitungan :
- Sta A
= 0 + 000
- Sta A-I
= Sta A + d1
= ( 0 + 00 ) + 931.72
= 0 + 931.72
- Sta TS1
PERHITUNGAN GEOMETRI
= Sta A-I - Ts
BAB - 3 - 17
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
= ( 0+ 931.72 ) - 63.86
= 0+ 867.86
- Sta Sc1
= Sta TS1 + LS
= (0+ 867.86) + 50
= 0 + 917.86
- Sta Cs1
= Sta Sc1 +Lc
= (0+ 917.86) + 27.43
= 0+ 945.29
-Sta St1
= Sta Cs1 +Ls
= (0+ 945.29) + 50
= 0+ 995.29
- Sta II
= Sta ST1 + D2 – Ts
= (0+995.29) + 750 – 63.86
= 1 + 681.43
- Sta Ts2
= Sta II + Ts
=(1 + 681.43) - 92.59
= 2 + 338.84
-Sta SC2
= Sta Ts2 +Ls
= (2 + 338.84) + 50
= 2 + 388.84
- Sta CS2
= Sta SC2 + Lc
= (2 + 388.84) + 82.61
= 2 + 471.45
- Sta ST2
= Sta CS2 + Ls
= (2+ 471.45) + 50
= 2+521.45
- Sta III
= Sta ST2 – Ts + D3
= (2+ 459,385) – 92.59 + 827.35
= 3 + 256.21
- Sta III-B
= Sta III + D3
= (3 + 256.21) + 827.35
= 4 + 083.56
PERHITUNGAN GEOMETRI
BAB - 3 - 18
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
- Sta TS3
= Sta III-B – Ts3
= (4 + 083.56) – 99.48
= 4 + 183.04
- Sta Sc3
= Sta TS3 + Ls
= (4 + 183.04) + 50
= 4 + 233.04
- Sta CS
= Sta SC3+ Lc
= (4 + 233.04) + 92.58
= 4 + 325.62
- Sta ST4
= Sta CS + LS
= ( 4+ 325.692 ) + 50
= 4 + 375.62
- Sta B
= Sta ST+ D4 – Ts
= (4 + 375.62)+604.07 – 99.48
= 4 + 880.21
4.5 Perhitungan jarak pandang henti ( JPH = D)
Diketahui :
VR = 60 Km/jam
T = 2.5 s
g = 9.81 m/s
f = 0.33 koefisien friksi mengerem
1. Jika kelandaian 5.4 % ,
JPH
=
VR
V
3
.
6
R xT
3. 6
2 xgx( f l )
=
60
3.6
2
60
3.6
x 2.5
2 x9.81x (0.33 0.054)
2
= 78.57 m
2. Jika kelandaian 6.4 % ,
PERHITUNGAN GEOMETRI
BAB - 3 - 19
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
JPH
=
VR
3. 6
V R xT
3. 6
2 xgx( f l )
=
60
3.6
2
60
3.6
x 2.5
2 x9.81x (0.33 0.064)
2
= 77.64 m
3. Jika kelandaian 8 % ,
JPH
=
VR
3. 6
V R xT
3. 6
2 xgx( f l )
=
60
3.6
2
60
3.6
x 2.5
2 x9.81x (0.33 0.08)
2
= 76.23 m
4.6 Perhitungan jarak pandang menyiap
Diketahui :
VR = 60 Km/jam
M = Beda kecepatan
= 11 Km/jam
t1 = 2.12 + 0.026 x VR
= 2.12 + 0.026 x 60
= 3.68 s
a = 2.052 + 0.0036 x V
= 2.052 + 0.0036 x 60
= 2.268 s
axt1
d1 = 0.278 xt `1 x V R m
2
= 0.278 x3.68 x 60 11
2.268 x3.68
2
= 54.398 m
PERHITUNGAN GEOMETRI
BAB - 3 - 20
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
t2 = 6.56 + 0.048 x VR
= 6.56 + 0.048 x 60
= 9.44 s
d2 = 0.278 x VRx t2
= 0.278 x 60 x 9.44
= 157.456 m
d3 = 30 – 100 m ( direncanakan 30 m )
d4 =
2
2
D2 157.456 104.971
3
3
Jd = d1+d2+d3+d4
= 54.398 + 157.456 + 30 + 104.971
= 346.825
4.7 Pelebaran pada tikungan
Tikungan I
b = 2.5 m
Ri = Rrencana – b
= 358 – 2.5 = 355.5 m
Rc = Ri + ½ b
= 355.5 + ½ 2.5
= 356.75 m
B=
1
Rc 2 ( P A) 2 xb 2
2
2 ( P A) 2
1
Rc 2 ( p A) 2 xb
2
B=
355.5 2 (6.5 2.5) 2
1
x 2.5 2
2
2 (6.5 2.5) 2
355.5 2 (6.5 2.5) 2
1
x 2.5
2
B = 358.62 – 355.41
B = 3.21 m
ε=
B–b
= 3.21 – 2.5 = 0.71 m
Tikungan II
PERHITUNGAN GEOMETRI
BAB - 3 - 21
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
b = 2.5 m
Ri = Rrencana – b
= 386 – 2.5 = 283.5 m
Rc = Ri + ½ b
= 283.5 + ½ x 2.5
= 284.75 m
B=
1
Rc 2 ( P A) 2 xb 2
2
2 ( P A) 2
1
Rc 2 ( p A) 2 xb
2
B=
284.75 2 (6.5 1.5) 2
1
x 2.5 2
2
2 (6.5 2.5) 2
284.75 2 (6.5 2.5) 2
1
x 2.5
2
B = 287.87 – 284.64
B = 3.23 m
ε=
B–b
= 3.23– 2.5 = 0.73 m
Tikungan III
b = 2.5 m
Ri = Rrencana – b
= 205 – 2.5 = 202.5m
Rc = Ri + ½ b
= 202.5 + ½ x 2.5
= 203.75 m
B=
1
Rc 2 ( P A) 2 xb 2
2
2 ( P A) 2
1
Rc 2 ( p A) 2 xb
2
B=
203.752 (6.5 1.5) 2
1
x 2.5 2
2
2 (6.5 2.5) 2
203.75 2 (6.5 2.5) 2
1
x 2.5
2
B = 206.87– 203.59
B = 3.28 m
ε=
B–b
= 3.28 – 2.5 = 0.78 m
PERHITUNGAN GEOMETRI
BAB - 3 - 22
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
4.8 Alinyemen vertikal
a. Stasioning
Perhitungan Lengkung yang dipakai :
Titik A
Sta 0 + 0
Elevasi 160 m
PPV 1
Sta 0 + 500
Elevasi 160 m
PPV 2
Sta 1 + 000
Elevasi 142 m
PPV 3
Sta 1 + 500
Elevasi 120 m
PPV 4
Sta 2 + 000
Elevasi 130 m
PPV 5
Sta 2 + 500
Elevasi 146 m
PPV 6
Sta 2 + 930
Elevasi 130 m
PPV 7
Sta 3 + 100
Elevasi 130 m
b. Perhitungan Landai
g1
=
160 142
1000% 3.6%
500
( naik )
g2
=
142 120
100% 4.4%
500
( naik )
g3
=
120 130
100% 2%
500
( turun )
g4
=
130 146
100% 3.2%
500
( turun )
g5
=
146 130
100% 3.2%
500
( naik )
g6
=
130 130
100% 0%
430
( datar )
g7
=
130 142
100% 7.06% ( turun )
170
c. Perhitungan Jarak Pandang Henti ( JPH )
Rumus yang digunakan :
JPH
= 0,278
PERHITUNGAN GEOMETRI
V t +
V
254 f G
BAB - 3 - 23
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Dengan
: V = kecepatan
t
= waktu reaksi pengemudi
f
= koefisien gesekan
G = kelandaian
Diketahui : V = 60 km/jam
1. JPH1
t
= 2,5 detik
f
= 0,33
= 0,278
60 2,5 +
60
254 0,33 0.036
= 42.35 m
2. JPH2
= 0,278
60 2,5 +
60
254 0,33 0.044
= 42.33 m
3. JPH3
= 0,278
60 2,5 +
60
254 0,33 0.02
= 42.46 m
4. JPH4
= 0,278
60 2,5 +
60
254 0,33 0.032
= 42.49 m
5. JPH5
= 0,278
60 2,5 +
60
254 0,33 0.032
= 42.35 m
6. JPH6
= 0,278
60 2,5 +
60
254 0,33 0
= 42.42 m
7. JPH7
= 0,278
60 2,5 +
60
254 0,33 0.0706
= 42.61 m
d. Perhitungan Panjang Lengkung ( Lv ) dan Tinggi Lengkung ( Ev )
Rumus yang digunakan :
Lv cembung =
PERHITUNGAN GEOMETRI
JPHn
Lv cekung
399
=
JPHn
120 3.5 xJhn
BAB - 3 - 24
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Ev =
Lvn
800
Dengan :
∆
= perbedaan landai
JPH n = panjang jarak pandang henti
Lv n
= panjang lengkung
1. Lengkung 1
∆1
= g2 – g1
= 4.4 – 3.6
= 0.8 % ( Cekung )
Lv1 =
0.8 42.35 2
120 (3.5 x 42.35)
=
5.35 m
Ev1 =
0.8 5.35
800
=
0.00535 m
2. Lengkung 2
∆2
= g3 – g2 = -2 - 4.4
= -6.4% ( Cembung )
Lv2 =
6.4 42.33 2
399
= 28.74 m
Ev2 =
6.4 28.74
800
= 0.23 m
3. Lengkung 3
∆3
4
= g4 – g3 =
-3.2 – (-2)
Lv3 =
1.2 42.46 2
399
Ev3 =
1.2 5.4
800
= -1.2 % ( Cembung )
= 5.4 m
= 0.0081 m
Lengkung 4
∆4
= g5 – g4 =
3.2 – (-3.2)
= 6.4 % ( cekung )
Lv4 =
6.4 42.49 2
120 (3.5 x 42.49)
= 42.99 m
E v4 =
6.4 42.99
800
= 0.34 m
5. Lengkung 5
PERHITUNGAN GEOMETRI
BAB - 3 - 25
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
∆5
= g6 – g5=
0 – 3.2
Lv5 =
3.2 42.35 2
399
Ev5 =
3.2 14.38
800
= -32 % ( cembung )
= 14.38 m m
=
0.05752 m
6. Lengkung 6
∆6
= g7 – g6 = -7.06 – 0
= -7.06 % ( Cembung )
Lv6 =
7.06 42.42 2
399
= 31.84 m
Ev6 =
7.06 31.84
800
= 0.28 m
7. Lengkung 7
∆7
= g8 – g7 = 0 – (-7.06)
= -7.06 % ( Cembung )
Lv6 =
7.06 42.42 2
399
= 31.84 m
Ev6 =
7.06 31.84
800
= 0.28 m
PERHITUNGAN GEOMETRI
BAB - 3 - 26
PT. IKDI KARYA
BAB III
PERHITUNGAN JALAN TRASE I
Data lalu lintas tahun 2007
Jenis kendaraan
C
LHR
EMP
SMP
Mobil penumpang 1.1
1.2
4500
1
5400
Bus 1.2
Truk ringan 1.2 L
Truk berat1 .2H
Truk 1.2.2
Trailer 1.2 + 2.2
Trailer 1.2 - 2
Trailer 1.2 – 2.2
Σ
0.9
0.9
0.9
0.9
0.9
0.9
0.9
4200
1200
450
120
45
25
0
17675
2
3
3
3
5
5
5
11340
3240
1215
324
202.5
112.5
0
21834
Satuan mobil penumpang tahun 2008
SMP 2007
= ( 1+ r )^n x SMP 2007
= ( 1+0,05)2 x 21834
= 24532.68
Satuan mobil penumpang selama umur rencana jalan 10 th ( th 2017)
SMP 2019
= ( 1+ r )^n x SMP 2008
= ( 1+ 0,065)10 x 24532.68
= 48259.49
Dari data data satuan mobil penumpang dapat ditentukan :
a. jenis jalan adalah jalan Arteri kelas 2
b. jumlah lajur = 2 lajur, 2 arah
c. kecepatan rencana adalah 60 km/jam (buku bina marga tabel 2 hal. 10)
d. lebar jalur = 3.25 m (buku bina marga tabel 3 hal. 11)
PERHITUNGAN GEOMETRI
BAB - 3 - 1
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
e. lebar bahu jalan = 1.5 m (bina marga tabel 8 hal 16)
f. lebar median = 0.5 m (bina marga tabel 9 hal. 17)
g. jari-jari minimum = 239 (bina marga tabel 10 hal. 18)
table 2
Kelas jalan
Kecp rencana
1
80
2-1
60
3
50
4-3
40
5-4
30
5
20
km/jam
4.2 Perhitugan Azimuth
Diketahui :
Koordinat titik A : ( 1000 ; 800 )
, αA = 121,258º
, d1 = 655,13 m
Koordinat titik I
: ( 1910 ; 600 )
, α1 = 90º
, d2 = 1190 m
Koordinat titik II
: ( 2660 ; 600 )
, α2 = 56,977º
, d3 = 715,612 m
, α3 = 90º
, d4 = 500 m
Koordinat titik III : ( 3400 ; 970 )
Koordinat titik B
: ( 4000 ; 900 )
a. Kontrol Alpha ( α )
(Y1 YA )
αA = arc tg
+ 90º
( X1 X A )
= arc tg
600 800
1910 1000
+ 90º = 102.39°
α1 = 90°
α2 = 90° - arc tg
α3 = arc tg
(YIII YII )
( X III X II )
= 90° - arc tg
(YIV YIII )
+ 90º
( X IV X III )
b. Kontrol Jarak ( D )
dI
= ( X I X A ) 2 (YI
=
= arc tg
970 600
3400 2660
900 970
4000 3400
= 63.45°
+ 90º = 96.65°
YA ) 2
(600 800) 2 (1910 1000) 2
= 931.72 m → Ok
d II
=
( X II X I ) 2 (YII YI ) 2
=
(600 600) 2 ( 2660 1910) 2
= 750 m → Ok
PERHITUNGAN GEOMETRI
BAB - 3 - 2
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
d III
=
( X III X II ) 2 (YIII YII ) 2
=
(970 600) 2 (3400 2660) 2
= 827.35 m → Ok
d IV =
( X IV X III ) 2 (YIV YIII ) 2
=
(900 970) 2 (4000 3400) 2
= 604.07 m → Ok
c. Perhitungan Delta ( ∆ )
Δ1 = 90°
Δ2 = 12.39°
Δ3 = 6.65°
d. Kontrol Koordinat
Koordinat titik A ( 1000 ; 1200 )
Titik 1 → X1 = XA + d1 sin αa
= 1000 + ( 931.72 x sin 102.39º )
= 1910 m
Y1 = YA + d1 sin αa
= 1200 + ( 931.72 x cos 102.39º )
= 600 m
Jadi Koordinat Titik 1 adalah ( 1910 ; 600 ) → ok
Titik 2 → X2 = X1 + d2 sin α1
= 1910 + ( 750 x sin 90º )
= 2660 m
Y2 = Y1 + d2 sin α1
= 600 + ( 750 x cos 90º )
= 600 m
Jadi Koordinat Titik 2 adalah ( 2660 ; 600 ) → ok
Titik 3 → X3 = X2 + d3 sin α2
= 2660 + ( 827.35 x sin 63.45° )
PERHITUNGAN GEOMETRI
BAB - 3 - 3
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
= 3400 m
Y3 = Y2 + d3 sin α2
= 600 + ( 827.35 x cos 63.45º )
= 970 m → 1250 m
Jadi Koordinat Titik 3 adalah ( 3400 ; 970 ) → ok
Titik B → Xb = X3 + d4 sin α3
= 3400 + ( 604.07 x sin 96.65º )
= 4000 m
Yb = Y3 + d4 sin α3
= 970 + (604.07 x cos 96.65º )
= 900 m
Jadi Koordinat Titik B adalah ( 4000 ; 900 ) → ok
Tabel : 1
TITIK
A
1
2
3
B
PERHITUNGAN GEOMETRI
KOORDINAT
X
Y
1000
800
1910
2660
3400
4000
JARAK (m)
AZIMUTH
931.72
102.39°
750
90O
827.35
63.45°
604.07
96.65O
600
600
970
900
BAB - 3 - 4
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
4.3 Perhitungan Potongan
Potongan
A - B
Elevasi Kiri
Elevasi As Jalan
Elevasi Kanan
1-1
158.06
156.91
155.76
2-2
153.71
152.94
152.17
3-3
150.41
149.455
148.5
4-4
147.04
145.855
144.67
5-5
143.7
144.78
145.85
6-6
142.38
143.57
144.75
7-7
141.78
142.87
143.96
8-8
141.81
142.64
143.46
9-9
141.58
142.19
142.8
10-10
141.84
142.22
142.6
11-11
141.1
141.28
141.46
12-12
140.1
140.1
140.1
13-13
137.77
137.59
137.4
14-14
135.5
135.03
134.56
15-15
129.81
129.72
129.62
16-16
127.37
127.35
127.38
17-17
125
125.35
125.45
18-18
126.16
125.72
125.27
19-19
126.46
125.05
125.64
20-20
126.61
126.19
124.77
PERHITUNGAN GEOMETRI
BAB - 3 - 5
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
21-21
126.88
126.495
126.11
22-22
126.15
126.53
126.91
23-23
126.09
126.49
126.88
24-24
126.06
125.54
125.02
25-25
123.4
122.8
122.2
26-26
120.74
120.11
119.48
27-27
118.18
117.69
117.2
28-28
115.34
115.27
115.19
29-29
117.82
118.075
118.33
30-30
121.13
121.36
121.58
31-31
124.47
124.61
124.75
32-32
127.39
127.39
127.39
33-33
130.31
130.59
130.78
34-34
134.22
133.78
133.33
35-35
135.55
135.17
134.78
36-36
136.18
135.71
135.24
37-37
136.71
136.075
135.44
38-38
136.99
136.29
135.59
39-39
137.05
136.315
135.58
40-40
136.84
136.295
135.75
41-41
137.64
136.89
136.14
42-42
138.16
137.37
136.57
43-43
139
138.15
137.3
44-44
139.79
138.92
138.04
PERHITUNGAN GEOMETRI
BAB - 3 - 6
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
45-45
142.05
140.88
139.7
46-46
144.67
143.495
142.32
47-47
145.89
145.28
144.63
48-48
146.52
146.02
145.51
49-49
147.08
146.75
146.41
50-50
146.53
145.55
144.56
51-51
144.4
143
141.6
52-52
141.09
138.55
136
53-53
137.4
135.2
133
54-54
137.39
134.27
131.14
55-55
136.33
133.82
131.3
56-56
136.3
133.57
130.83
57-57
136.38
133.89
131.38
58-58
135.76
133.84
131.92
59-59
135.43
133.695
131.96
60-60
135
133.02
131.04
61-61
132.23
131.34
130.45
62-62
131.67
130.69
129.7
63-63
130.22
129.36
128.5
64-64
128.86
128.08
127.3
65-65
126.02
125.17
124.32
66-66
116
115.29
114.58
PERHITUNGAN GEOMETRI
BAB - 3 - 7
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
67-67
109.12
109.11
109.1
68-68
116.5
116.59
116.67
69-69
123.36
123.58
123.22
70-70
127.8
127.54
127.27
71-71
131.36
131.12
130.88
72-72
135
134.35
133.69
73-73
141.66
140.205
138.75
74-74
142.59
141.73
140.96
4.4 Data kondisi medan
160.19 157.2
x 100 % = 7.5 %
40
156.43 154.88
Potongan 2 =
x 100 % = 3.9 %
40
Potongan 1 =
Potongan 3 =
151.9 150.32
x 100 % = 3.95 %
40
Potongan 4 =
148.33 147.09
x 100 % = 3.1 %)
40
Potongan 5 =
145.5 143.7
x 100 % = 4.5 %
40
Potongan 6 =
144.75 142.39
x 100 % = 5.9 %
40
Potongan 7 =
143.96 141.79
x 100 % = 5.425 %
40
Potongan 8 =
142.64 141.91
x 100% = 3.875 %
40
Potongan 9 =
142.9 141.59
x 100% = 3.275 %
40
PERHITUNGAN GEOMETRI
BAB - 3 - 8
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Potongan 10 =
142.6 141.59
x 100% = 1.65 %
40
Potongan 11 =
141.1 141.46
x 100 % = 0.9 %
40
Potongan 12 =
140.1 140.1
x 100 % = 0 %
40
Potongan 13 =
137.77 137.4
x 100 % = 0.925 %
40
135.5 134.56
x 100 % = 2.35 %
40
129.91 129.62
Potongan 15 =
x 100 % = 0.725 %
40
Potongan 14 =
Potongan 16 =
127.37 127.3
x 100 % = 0.175 %
40
Potongan 17 =
125.46 125
x 100 % = 1.15 %
40
Potongan 18 =
126.16 125.27
x 100 % = 2.225 %
40
Potongan 19 =
126.46 125.64
x 100 % = 2.05 %
40
Potongan 20 =
126.61 125.77
x 100 % = 2.1 %
40
Potongan 21 =
126.99 126.11
x 100 % = 2.2 %
40
Potongan 22 =
126.91 126.15
x 100 % = 1.9 %
40
Potongan 23 =
126.99 126.09
x 100 % = 2.25 %
40
Potongan 24 =
126.06 125.05
x 100 % = 2,525 %
40
Potongan 25 =
125.02 123.4
x 100 % = 4.05 %
40
PERHITUNGAN GEOMETRI
BAB - 3 - 9
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Potongan 26 =
120.74 119 .49
x 100 % = 3.125 %
40
Potongan 27 =
119 .19 117 .2
x 100 % = 4.975 %
40
Potongan 28 =
115 .34 115 .19
x 100 % = 0.375 %
40
119 .33 117 .92
x 100 % = 3.525 %
40
121.59 121.13
Potongan 30 =
x 100 % = 1.15 %
40
Potongan 29 =
Potongan 31 =
124.75 124.47
x 100 % = 0.7 %
40
Potongan 32 =
127.39 127.39
x 100 % = 0 %
40
Potongan 33 =
130.96 130.13
x 100 % = 1.625 %
40
Potongan 34 =
134.22 133.33
x 100 % = 2.225 %
40
Potongan 35 =
135.55 134.19
x 100 % = 3.4 %
40
Potongan 36 =
136.19 135.24
x 100 % = 2.375 %
40
Potongan 37 =
136.71 135.44
x 100 % = 3.175 %
40
Potongan 38 =
139.59 136.99
x 100 % = 6.5 %
40
Potongan 39 =
137.05 135.59
x 100 % = 3.65 %
40
Potongan 40 =
136.75 135.75
x 100 % = 2,5 %
40
Potongan 41 =
137.64 136.14
x 100 % = 3.75 %
40
PERHITUNGAN GEOMETRI
BAB - 3 - 10
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Potongan 42 =
139.16 136.57
x 100 % = 6.475 %
40
Potongan 43 =
139 137.3
x 100 % = 4.25 %
40
Potongan 44 =
139.92 139.04
x 100 % = 2.2 %
40
Potongan 45 =
142.05 139.7
x 100 % = 5.875 %
40
Potongan 46 =
144.67 142.32
x 100 % = 5.875 %
40
Potongan 47 =
145.99 144.63
x 100 % = 3.4 %
40
Potongan 48 =
146.52 145.51
x 100 % = 2.525 %
40
Potongan 49 =
147.09 146.41
x 100 % = 1.7 %
40
Potongan 50 =
146.53 144.56
x 100 % = 4.925 %
40
144.4 141.61
x 100 % = 6.975 %
40
141.09 136
Potongan 52 =
x 100 % = 12.725 %
40
Potongan 51 =
137.4 133
x 100 % = 11 %
40
137.39 131.14
Potongan 54 =
x 100 % = 15.625 %
40
Potongan 53 =
Potongan 55 =
136.33 131.3
x 100 % = 12.575 %
40
Potongan 56 =
136.3 130.94
x 100 % = 13.4 %
40
Potongan 57 =
136.39 131.99
x 100 % = 11 %
40
PERHITUNGAN GEOMETRI
BAB - 3 - 11
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Potongan 58 =
135.76 131.92
x 100 % = 9.6 %
40
Potongan 59 =
135.43 131.96
x 100 % = 8.675 %
40
Potongan 60 =
1135 131.04
x 100 % = 9.9 %
40
Potongan 61 =
132.33 130.45
x 100 % = 4.7 %
40
Potongan 62 =
131.67 129.7
x 100 % = 4.925 %
40
Potongan 63 =
130.22 129.36
x 100 % = 2.15 %
40
Potongan 64 =
129.3 127.3
x 100 % = 5 %
40
Potongan 65 =
126.02 124.32
x 100 % = 4.25 %
40
Potongan 66 =
116 114.59
x 100 % = 3.525 %
40
Potongan 67 =
109.12 109.1
x 100 % = 0.05 %
40
Potongan 68 =
116 .67 116 .5
x 100 % = 0.425 %
40
Potongan 69 =
123.36 123.22
x 100 % = 0.35 %
40
Potongan 70 =
127.9 127.27
x 100 % = 1.575 %
40
Potongan 71 =
131.36 130.99
x 100 % = 0.925 %
40
Potongan 72 =
135 133.69
x 100 % = 3.275 %
40
PERHITUNGAN GEOMETRI
BAB - 3 - 12
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Potongan 73 =
141.66 139.75
x 100 % = 4.775 %
40
Potongan 74 =
142.59 140.96
x 100 % = 4.075 %
40
4.4 PERHITUNGAN ALINYEMEN HORISONTAL
a) Tikungan 1
Dipakai Rmin = 112.04 m (denagn Vr 60 km/jam, teknik
perencanaan jalan raya hal 95)
Rc
= 358 m (ditentukan sendiri)
E
=
Ls
= 50 m ( Tabel Bina Marga )
Vr
=
∆1
=
0,054
60 km/jam
12.39°
Perhitungan Tikungan 1
Cek rumus modified short form
Qs
=
28.648 Ls
R
=
28.648 50
358
= 4º
Qc
= Δ – 2Qs
= 12.39 – (2x4º)
= 4.39
PERHITUNGAN GEOMETRI
BAB - 3 - 13
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Lc
=
Qc
2πR
360
=
4.39
2xπx358
360
= 27.43 m >20 m, maka digunakan S-C-S
Xc
Ls 2
= Ls 1
40 Rc 2
50 2
1
= 50
40 358 2
= 49.97m
Yc
=
Ls 2
6 Rc
=
50 2
6 358
= 1.16 m
P
= Yc Rc1 cos Qs = 1.16 – 358 ( 1 – cos 4° ) = 0.29 m
K
= Xc – Rc sin Qs = 49.97 – 358 sin 4° = 25 m
Ts
= Rc P tg
1
1
K = 358 0.29 tg 12.39 25
2
2
= 63.86 m
Rc P
Es
=
L
= 2
=
cos 12 1
Rc
358 0.29
cos 12 12.39
358 2.39m
Ls + Lc
2 50 + 27.43
= 127.43 m
b) Tikungan 2
Dipakai Rmin = 112.04 m (denagn Vr 60 km/jam, teknik
perencanaan jalan raya hal 95)
Rc
= 286 m (ditentukan sendiri)
E
=
Ls
= 50 m ( Tabel Bina Marga )
PERHITUNGAN GEOMETRI
0,064
BAB - 3 - 14
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Vr
=
∆1
=
60 km/jam
26.55°
Perhitungan Tikungan 2
Cek rumus modified short form
Qs
=
28.648 Ls
R
=
28.648 50
286
= 5º
Qc
= Δ – 2Qs
= 26.55º – (2x5º)
= 16.55º
Lc
=
Qc
2πR
360
=
16.55
2xπx286
360
= 82.61m >25 m, maka digunakan S-C-S
Xc
Ls 2
1
= Ls
40 Rc 2
50 2
40 286 2
= 50 1
= 49.96 m
Yc
=
Ls 2
6 Rc
=
50 2
6 286
= 1.46 m
P
= Yc Rc1 cos Qs = 1.46 – 286 ( 1 – cos 5° ) = 0.37m
K
= Xc – Rc sin Qs = 49.96 – 286 sin 5° = 25.03 m
Ts
= Rc P tg
PERHITUNGAN GEOMETRI
1
1
K = 286 0.37 tg 26.55 25.03
2
2
BAB - 3 - 15
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
= 92.59 m
Rc P
Es
=
L
= 2
cos 12 1
Rc
286 0.37
cos 12 26.55
286 8.23.m
Ls + Lc
2 50 + 82.61
=
= 182.61 m
c) Tikungan 3
Dipakai Rmin = 112.04 m (denagn Vr 60 km/jam, teknik
perencanaan jalan raya hal 95)
Rc
= 205 m (ditentukan sendiri)
E
=
Ls
= 50 m ( Tabel Bina Marga )
Vr
=
∆1
=
0,08
60 km/jam
39.85°
Perhitungan Tikungan 3
Cek rumus modified short form
Qs
=
28.648 Ls
R
=
28.648 50
205
= 6.99º
Qc
= Δ – 2Qs
= 39.85º – (2x6.99º)
= 25.87º
Lc
=
Qc
2πR
360
=
25.87
2xπx205
360
= 92.58 m >25 m, maka digunakan S-C-S
PERHITUNGAN GEOMETRI
BAB - 3 - 16
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Xc
Ls 2
= Ls 1
40 Rc 2
50 2
1
= 50
40 205 2
= 49.93 m
Yc
=
Ls 2
6 Rc
=
50 2
6 205
= 2.03 m
P
= Yc Rc1 cos Qs = 2.03 – 205 ( 1 – cos 6.99° ) = 0.51m
K
= Xc – Rc sin Qs = 69,933 – 205 sin 6.99° = 24.98 m
Ts
= Rc P tg
1
1
K = 205 0.51 tg 39.85 24.98
2
2
= 99.48 m
Rc P
Es
=
L
= 2
=
cos 1 2 1
Rc
205 0.51
cos 12 39.85
205 13.59.m
Ls + Lc
2 50 + 92.58
= 192.58 m
d) Perhitungan stationing
Diketahui : Sta
= 0 + 000
D1
D2
D3
D4
= 931.72 m
= 750 m
= 827.35 m
= 604.07 m
Perhitungan :
- Sta A
= 0 + 000
- Sta A-I
= Sta A + d1
= ( 0 + 00 ) + 931.72
= 0 + 931.72
- Sta TS1
PERHITUNGAN GEOMETRI
= Sta A-I - Ts
BAB - 3 - 17
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
= ( 0+ 931.72 ) - 63.86
= 0+ 867.86
- Sta Sc1
= Sta TS1 + LS
= (0+ 867.86) + 50
= 0 + 917.86
- Sta Cs1
= Sta Sc1 +Lc
= (0+ 917.86) + 27.43
= 0+ 945.29
-Sta St1
= Sta Cs1 +Ls
= (0+ 945.29) + 50
= 0+ 995.29
- Sta II
= Sta ST1 + D2 – Ts
= (0+995.29) + 750 – 63.86
= 1 + 681.43
- Sta Ts2
= Sta II + Ts
=(1 + 681.43) - 92.59
= 2 + 338.84
-Sta SC2
= Sta Ts2 +Ls
= (2 + 338.84) + 50
= 2 + 388.84
- Sta CS2
= Sta SC2 + Lc
= (2 + 388.84) + 82.61
= 2 + 471.45
- Sta ST2
= Sta CS2 + Ls
= (2+ 471.45) + 50
= 2+521.45
- Sta III
= Sta ST2 – Ts + D3
= (2+ 459,385) – 92.59 + 827.35
= 3 + 256.21
- Sta III-B
= Sta III + D3
= (3 + 256.21) + 827.35
= 4 + 083.56
PERHITUNGAN GEOMETRI
BAB - 3 - 18
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
- Sta TS3
= Sta III-B – Ts3
= (4 + 083.56) – 99.48
= 4 + 183.04
- Sta Sc3
= Sta TS3 + Ls
= (4 + 183.04) + 50
= 4 + 233.04
- Sta CS
= Sta SC3+ Lc
= (4 + 233.04) + 92.58
= 4 + 325.62
- Sta ST4
= Sta CS + LS
= ( 4+ 325.692 ) + 50
= 4 + 375.62
- Sta B
= Sta ST+ D4 – Ts
= (4 + 375.62)+604.07 – 99.48
= 4 + 880.21
4.5 Perhitungan jarak pandang henti ( JPH = D)
Diketahui :
VR = 60 Km/jam
T = 2.5 s
g = 9.81 m/s
f = 0.33 koefisien friksi mengerem
1. Jika kelandaian 5.4 % ,
JPH
=
VR
V
3
.
6
R xT
3. 6
2 xgx( f l )
=
60
3.6
2
60
3.6
x 2.5
2 x9.81x (0.33 0.054)
2
= 78.57 m
2. Jika kelandaian 6.4 % ,
PERHITUNGAN GEOMETRI
BAB - 3 - 19
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
JPH
=
VR
3. 6
V R xT
3. 6
2 xgx( f l )
=
60
3.6
2
60
3.6
x 2.5
2 x9.81x (0.33 0.064)
2
= 77.64 m
3. Jika kelandaian 8 % ,
JPH
=
VR
3. 6
V R xT
3. 6
2 xgx( f l )
=
60
3.6
2
60
3.6
x 2.5
2 x9.81x (0.33 0.08)
2
= 76.23 m
4.6 Perhitungan jarak pandang menyiap
Diketahui :
VR = 60 Km/jam
M = Beda kecepatan
= 11 Km/jam
t1 = 2.12 + 0.026 x VR
= 2.12 + 0.026 x 60
= 3.68 s
a = 2.052 + 0.0036 x V
= 2.052 + 0.0036 x 60
= 2.268 s
axt1
d1 = 0.278 xt `1 x V R m
2
= 0.278 x3.68 x 60 11
2.268 x3.68
2
= 54.398 m
PERHITUNGAN GEOMETRI
BAB - 3 - 20
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
t2 = 6.56 + 0.048 x VR
= 6.56 + 0.048 x 60
= 9.44 s
d2 = 0.278 x VRx t2
= 0.278 x 60 x 9.44
= 157.456 m
d3 = 30 – 100 m ( direncanakan 30 m )
d4 =
2
2
D2 157.456 104.971
3
3
Jd = d1+d2+d3+d4
= 54.398 + 157.456 + 30 + 104.971
= 346.825
4.7 Pelebaran pada tikungan
Tikungan I
b = 2.5 m
Ri = Rrencana – b
= 358 – 2.5 = 355.5 m
Rc = Ri + ½ b
= 355.5 + ½ 2.5
= 356.75 m
B=
1
Rc 2 ( P A) 2 xb 2
2
2 ( P A) 2
1
Rc 2 ( p A) 2 xb
2
B=
355.5 2 (6.5 2.5) 2
1
x 2.5 2
2
2 (6.5 2.5) 2
355.5 2 (6.5 2.5) 2
1
x 2.5
2
B = 358.62 – 355.41
B = 3.21 m
ε=
B–b
= 3.21 – 2.5 = 0.71 m
Tikungan II
PERHITUNGAN GEOMETRI
BAB - 3 - 21
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
b = 2.5 m
Ri = Rrencana – b
= 386 – 2.5 = 283.5 m
Rc = Ri + ½ b
= 283.5 + ½ x 2.5
= 284.75 m
B=
1
Rc 2 ( P A) 2 xb 2
2
2 ( P A) 2
1
Rc 2 ( p A) 2 xb
2
B=
284.75 2 (6.5 1.5) 2
1
x 2.5 2
2
2 (6.5 2.5) 2
284.75 2 (6.5 2.5) 2
1
x 2.5
2
B = 287.87 – 284.64
B = 3.23 m
ε=
B–b
= 3.23– 2.5 = 0.73 m
Tikungan III
b = 2.5 m
Ri = Rrencana – b
= 205 – 2.5 = 202.5m
Rc = Ri + ½ b
= 202.5 + ½ x 2.5
= 203.75 m
B=
1
Rc 2 ( P A) 2 xb 2
2
2 ( P A) 2
1
Rc 2 ( p A) 2 xb
2
B=
203.752 (6.5 1.5) 2
1
x 2.5 2
2
2 (6.5 2.5) 2
203.75 2 (6.5 2.5) 2
1
x 2.5
2
B = 206.87– 203.59
B = 3.28 m
ε=
B–b
= 3.28 – 2.5 = 0.78 m
PERHITUNGAN GEOMETRI
BAB - 3 - 22
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
4.8 Alinyemen vertikal
a. Stasioning
Perhitungan Lengkung yang dipakai :
Titik A
Sta 0 + 0
Elevasi 160 m
PPV 1
Sta 0 + 500
Elevasi 160 m
PPV 2
Sta 1 + 000
Elevasi 142 m
PPV 3
Sta 1 + 500
Elevasi 120 m
PPV 4
Sta 2 + 000
Elevasi 130 m
PPV 5
Sta 2 + 500
Elevasi 146 m
PPV 6
Sta 2 + 930
Elevasi 130 m
PPV 7
Sta 3 + 100
Elevasi 130 m
b. Perhitungan Landai
g1
=
160 142
1000% 3.6%
500
( naik )
g2
=
142 120
100% 4.4%
500
( naik )
g3
=
120 130
100% 2%
500
( turun )
g4
=
130 146
100% 3.2%
500
( turun )
g5
=
146 130
100% 3.2%
500
( naik )
g6
=
130 130
100% 0%
430
( datar )
g7
=
130 142
100% 7.06% ( turun )
170
c. Perhitungan Jarak Pandang Henti ( JPH )
Rumus yang digunakan :
JPH
= 0,278
PERHITUNGAN GEOMETRI
V t +
V
254 f G
BAB - 3 - 23
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Dengan
: V = kecepatan
t
= waktu reaksi pengemudi
f
= koefisien gesekan
G = kelandaian
Diketahui : V = 60 km/jam
1. JPH1
t
= 2,5 detik
f
= 0,33
= 0,278
60 2,5 +
60
254 0,33 0.036
= 42.35 m
2. JPH2
= 0,278
60 2,5 +
60
254 0,33 0.044
= 42.33 m
3. JPH3
= 0,278
60 2,5 +
60
254 0,33 0.02
= 42.46 m
4. JPH4
= 0,278
60 2,5 +
60
254 0,33 0.032
= 42.49 m
5. JPH5
= 0,278
60 2,5 +
60
254 0,33 0.032
= 42.35 m
6. JPH6
= 0,278
60 2,5 +
60
254 0,33 0
= 42.42 m
7. JPH7
= 0,278
60 2,5 +
60
254 0,33 0.0706
= 42.61 m
d. Perhitungan Panjang Lengkung ( Lv ) dan Tinggi Lengkung ( Ev )
Rumus yang digunakan :
Lv cembung =
PERHITUNGAN GEOMETRI
JPHn
Lv cekung
399
=
JPHn
120 3.5 xJhn
BAB - 3 - 24
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
Ev =
Lvn
800
Dengan :
∆
= perbedaan landai
JPH n = panjang jarak pandang henti
Lv n
= panjang lengkung
1. Lengkung 1
∆1
= g2 – g1
= 4.4 – 3.6
= 0.8 % ( Cekung )
Lv1 =
0.8 42.35 2
120 (3.5 x 42.35)
=
5.35 m
Ev1 =
0.8 5.35
800
=
0.00535 m
2. Lengkung 2
∆2
= g3 – g2 = -2 - 4.4
= -6.4% ( Cembung )
Lv2 =
6.4 42.33 2
399
= 28.74 m
Ev2 =
6.4 28.74
800
= 0.23 m
3. Lengkung 3
∆3
4
= g4 – g3 =
-3.2 – (-2)
Lv3 =
1.2 42.46 2
399
Ev3 =
1.2 5.4
800
= -1.2 % ( Cembung )
= 5.4 m
= 0.0081 m
Lengkung 4
∆4
= g5 – g4 =
3.2 – (-3.2)
= 6.4 % ( cekung )
Lv4 =
6.4 42.49 2
120 (3.5 x 42.49)
= 42.99 m
E v4 =
6.4 42.99
800
= 0.34 m
5. Lengkung 5
PERHITUNGAN GEOMETRI
BAB - 3 - 25
PROYEK PERANCANGAN JALAN BARU ANTAR KOTA DALAM PROPINSI KARSA PRIMA
PT. IKDI KARYA
∆5
= g6 – g5=
0 – 3.2
Lv5 =
3.2 42.35 2
399
Ev5 =
3.2 14.38
800
= -32 % ( cembung )
= 14.38 m m
=
0.05752 m
6. Lengkung 6
∆6
= g7 – g6 = -7.06 – 0
= -7.06 % ( Cembung )
Lv6 =
7.06 42.42 2
399
= 31.84 m
Ev6 =
7.06 31.84
800
= 0.28 m
7. Lengkung 7
∆7
= g8 – g7 = 0 – (-7.06)
= -7.06 % ( Cembung )
Lv6 =
7.06 42.42 2
399
= 31.84 m
Ev6 =
7.06 31.84
800
= 0.28 m
PERHITUNGAN GEOMETRI
BAB - 3 - 26