Download - Perhitungan Fian
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PERANCANGAN GEOMETRIK JALAN
Rico Desrianto / D 111 10 251
LANGKAH - LANGKAH KERJA
I. Penentuan Data Perencanaan Geometrik
II. Penentuan Trase Jalan
III. Menentukan Klasifikasi Medan
IV. Perhitungan Alinemen Horisontal
1. Menghitung dan merencanakan jenis tikungan
2. Menghitung kecepatan tikungan
3. Menghitung superelevasi tikungan
4. Menghitung pelebaran perkerasan tikungan
5. Menghitung jarak pandang
6. Menggambar tikungan dan superelevasi
V. Menggambar Profil Memanjang
VI. Perhitungan Alinemen Vertikal
1. Menghitung Alinemen Vertikal Cembung
2. Menghitung Alinemen Vertikal Cekung
VII. Perhitungan Tebal Perkerasan
1. Menghitung lintas harian rata-rata (LHR) awal umur rencana
2. Menghitung lintas harian rata-rata (LHR) akhir umur rencana
3. Menghitung angka ekivalen (E)
4. Menghitung lintas ekivalen permulaan (LEP)
5. Menghitung lintas ekivalen akhir (LEA)
6. Menghitung lintas ekivalen tegah (LET)
7. Menghitung lintas ekivalen rencana (LER)
8. Menentukan index tebal perkerasan (ITP) berdasarkan LER
9. Menghitung tebal perkerasan
10. Menggambar susunan perkerasan
VIII.Perhitungan Volume Galian dan Timbunan
1. Menggambar profil melintang
2. Menghitung luas bidang galian dan timbunan
3. Menghitung volume galian dan timbunan
4. Menghitung volume total galian dan timbunan
XI. Perhitungan Volume Material Masing-masing Ruas Jalan
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PERANCANGAN GEOMETRIK JALAN
Rico Desrianto / D 111 10 251
ANALISIS DESAIN
PENENTUAN DATA PERENCANAAN GEOMETRIK(pada soal)PENENTUAN TRASE JALAN( terlampir)MENENTUKAN KLASIFIKASI MEDAN
JENIS MEDAN KEMIRINGAN MELINTANG RATA-RATADatar 0 - 2.9 %
Perbukitan 3 - 24,9 %Pegunungan > 25 %
4.31 Perhitungan ketinggian stasiun
a Tinggi Sta. = a - p x ( a - b )p 1 + 050 p + qq b
4.3.2 Perhitungan kemiringan lereng (%)
=Beda tinggi
x 100Jarak stasiun
4.3.3 Perhitungan Panjang Lintasan Tikungan
L = L360
R
Untuk Tikungan 1 Untuk Tikungan 2R = 140 R = 140
= 90 0 = 90 0
L =90
x 2 x 3.14 x 140 L =90
x 2 x 3.14 x 140360 360= 219.80 m = 219.80 m
x 2 R
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PERANCANGAN GEOMETRIK JALAN
Rico Desrianto / D 111 10 251
Untuk Tikungan 5 Untuk Tikungan 6R = 470 R = 740
= 24 0 = 15 0
L =24
x 2 x 3.14 x 470 L =15
x 2 x 3.14 x 740360 360= 196.87 m = 193.73 m
Untuk Tikungan 7 Untuk Tikungan 8R = 740 R = 120
= 15 0 = 90 0
L =15
x 2 x 3.14 x 740 L =90
x 2 x 3.14 x 120360 360= 193.73 m = 188.50 m
Untuk Tikungan 9 Untuk Tikungan 10R = 170 R = 130
= 60 0 = 77 0
L =60
x 2 x 3.14 x 170 L =77
x 2 x 3.14 x 130360 360= 178.02 m = 174.71 m
Untuk Tikungan 11 Untuk Tikungan 12R = 380 R = 140
= 30 0 = 70 0
L =30
x 2 x 3.14 x 380 L =70
x 2 x 3.14 x 140360 360= 198.97 m = 171.04 m
Untuk Tikungan 13 Untuk Tikungan 14R = 470 R = 140
= 25 0 = 70 0
L =25
x 2 x 3.14 x 470 L =70
x 2 x 3.14 x 140360 360= 205.08 m = 171.04 m
Untuk Tikungan 15 Untuk Tikungan 16R = 740 R = 550
= 17 0 = 21 0
L =17
x 2 x 3.14 x 740 L =21
x 2 x 3.14 x 550360 360= 219.56 m = 201.59 m
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PERANCANGAN GEOMETRIK JALAN
Rico Desrianto / D 111 10 251
Untuk Tikungan 17 Untuk Tikungan 18R = 550 R = 120
= 21 0 = 75 0
L =21
x 2 x 3.14 x 550 L =75
x 2 x 3.14 x 120360 360= 201.59 m = 157.08 m
Untuk Tikungan 19 Untuk Tikungan 20R = 170 R = 290
= 60 0 = 40 0
L =60
x 2 x 3.14 x 170 L =40
x 2 x 3.14 x 290360 360= 178.02 m = 202.46 m
Untuk Tikungan 21 Untuk Tikungan 22R = 210 R = 210
= 51 0 = 51 0
L =51
x 2 x 3.14 x 210 L =51
x 2 x 3.14 x 210360 360= 186.92 m = 186.92 m
Untuk Tikungan 23 Untuk Tikungan 24R = 170 R = 140
= 60 0 = 70 0
L =60
x 2 x 3.14 x 170 L =70
x 2 x 3.14 x 140360 360= 178.02 m = 171.04 m
Untuk Tikungan 25 Untuk Tikungan 26R = 120 R = 140
= 75 0 = 70 0
L =75
x 2 x 3.14 x 120 L =70
x 2 x 3.14 x 140360 360= 157.08 m = 171.04 m
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PERANCANGAN GEOMETRIK JALAN
Rico Desrianto / D 111 10 251
Rekapitulasi Panjang Tikungan
TIKUNGANR L(m)(m)
1 140 90 219.802 140 90 219.803 0 0 0.004 0 0 0.005 470 24 196.876 740 15 193.737 740 15 193.738 120 90 188.509 170 60 178.02
10 130 77 174.7111 380 30 198.9712 140 70 171.0413 470 25 205.0814 140 70 171.0415 740 17 219.5616 550 21 201.5917 550 21 201.5918 120 75 157.0819 170 60 178.0220 290 40 202.4621 210 51 186.9222 210 51 186.9223 170 60 178.0224 140 70 171.0425 120 75 157.0826 140 70 171.0427 0 0 0.0028 0 0 0.0029 0 0 0.00
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BAB IVANALISIS DATA PERHITUNGAN
4.1 Profil Memanjang
Tabel 4.1 Profil Memanjang
Nomor Stasiun Ket.
A 0 + 0 111.93350 0.498 1.00 D
1 0 + 50 111.43550 0.497 0.99 D
2 0 + 100 110.93850 2.708 5.42 B
3 0 + 150 108.2350 0.64 1.28 D
4 0 + 200 107.5950 2.097 4.19 B
5 0 + 250 105.49350 1.967 3.93 B
6 0 + 300 103.52650 1.183 2.37 D
7 0 + 350 102.34350 4.754 9.51 B
8 0 + 400 97.58950 0.689 1.38 D
9 0 + 450 96.950 1.202 2.40 D
10 0 + 500 95.69850 0.825 1.65 D
11 0 + 550 94.87350 0.696 1.39 D
12 0 + 600 94.17750 0.248 0.50 D
13 0 + 650 94.42550 -0.702 1.40 D
14 0 + 700 93.72350 -1.37 2.74 D
15 0 + 750 95.09350 -1.224 2.45 D
16 0 + 800 93.86950 4.351 8.70 B
17 0 + 850 89.51850 3.622 7.24 B
18 0 + 900 85.89650 0.367 0.73 D
19 0 + 950 86.26350 5.135 10.27 B
20 1 + 0 81.12850 0.415 0.83 D
21 1 + 50 80.713
Jarak Stasiun
(m)
Tinggi Titik (m)
Beda Tinggi (m)
Kemiringan (%)
TINGGI RENCANA
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50 1.55 3.10 D
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22 1 + 100 79.16350 -1.33 2.66 D
23 1 + 150 80.49350 5.036 10.07 B
24 1 + 200 75.45750 0.109 0.22 D
25 1 + 250 75.34850 -1.802 3.60 B
26 1 + 300 77.1550 -1.883 3.77 B
27 1 + 350 79.033
28 1 + 350 79.033100 0.79 0.79 D
29 1 + 450 78.24350 -0.19 0.38 D
30 1 + 500 78.43350 -0.305 0.61 D
31 1 + 550 78.73850 1.15 2.30 D
32 1 + 600 77.58850 0.456 0.91 D
33 1 + 650 77.132100 1.422 1.42 D
34 1 + 750 75.71100 -0.312 0.31 D
35 1 + 850 76.02250 0.234 0.47 D
36 1 + 900 75.78850 -0.23 0.46 D
37 1 + 950 76.01850 -0.32 0.64 D
38 2 + 0 76.33850 0.29 0.58 D
39 2 + 50 76.04850 1 2.00 D
40 2 + 100 75.048100 -18.95 18.95 B
Sumber : Hasil Perhitungan
Keterangan :D = DatarB = BukitG = Gunung
Maka diperoleh kesimpulan rata-rata jalan yang akan didesain memiliki keadaan datar
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PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
4.2 PERHITUNGAN GALIAN DAN TIMBUNANMenggambar Profil Melintang
Tabel Profil Melintang
Nomor StasiunSTA. Tinggi 30 meter sebelah kiri TINGGI Tinggi 30 meter sebelah kanan Kemiringan
Tinggi Titik Beda Tinggi Kemiringan Titik Tinggi Titik Beda Tinggi Kemiringan Rata-rata(m) (m) (m) (m) (m) (m) (m) (m) (m)
A 0 + 0 110.000 0.000 0.000 110 108.823 -1.177 -3.923 1.962
1 0 + 50 121.333 0.733 2.443 120.6 120.000 -0.600 -2.000 0.222
2 0 + 100 127.333 0.733 2.443 126.6 128.666 2.066 6.887 4.665
3 0 + 150 132.500 1.300 4.333 131.2 130.000 -1.200 -4.000 0.167
4 0 + 200 136.471 0.971 3.235 135.5 135.260 -0.240 -0.800 1.218
5 0 + 250 142.222 0.622 2.073 141.6 141.111 -0.489 -1.630 0.222
6 0 + 300 144.444 1.344 4.480 143.1 143.888 0.788 2.627 3.553
7 0 + 350 146.840 1.040 3.467 145.8 145.263 -0.537 -1.790 0.838
8 0 + 400 148.333 1.133 3.777 147.2 146.111 -1.089 -3.630 0.074
9 0 + 450 148.888 1.688 5.627 147.2 146.666 -0.534 -1.780 1.923
10 0 + 500 148.947 1.747 5.823 147.2 145.789 -1.411 -4.703 0.560
11 0 + 550 146.111 0.911 3.037 145.2 144.500 -0.700 -2.333 0.352
12 0 + 600 149.000 7.400 24.667 141.6 140.588 -1.012 -3.373 10.647
13 0 + 650 151.000 2.500 8.333 148.5 146.666 -1.834 -6.113 1.110
14 0 + 700 150.454 3.454 11.513 147 145.000 -2.000 -6.667 2.423
15 0 + 750 143.333 3.333 11.110 140 139.091 -0.909 -3.030 4.040
16 0 + 800 136.111 1.111 3.704 135 133.333 -1.667 -5.557 0.927
17 0 + 850 135.888 0.888 2.960 135 132.941 -2.059 -6.863 1.952
18 0 + 900 137.058 -0.442 -1.473 137.5 135.294 -2.206 -7.353 4.413
19 0 + 950 138.824 0.523 1.745 138.3 138.750 0.450 1.500 1.622
20 1 + 0 140.000 0.000 0.000 140 141.000 1.000 3.333 1.667
21 1 + 50 145.000 0.000 0.000 145 145.000 0.000 0.000 0.000
22 1 + 100 145.000 0.000 0.000 145 145.000 0.000 0.000 0.000
23 1 + 150 147.000 -0.600 -2.000 147.6 145.000 -2.600 -8.667 5.333
24 1 + 200 150.000 0.400 1.333 149.6 148.125 -1.475 -4.917 1.792
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PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
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PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
25 1 + 250 156.666 2.666 8.887 154 152.666 -1.334 -4.447 2.220
15 1 + 300 143.333 3.333 11.110 140 139.091 -0.909 -3.030 4.040
16 1 + 350 136.111 1.111 3.704 135 133.333 -1.667 -5.557 0.927
17 1 + 400 135.888 0.888 2.960 135 132.941 -2.059 -6.863 1.952
18 1 + 450 137.058 -0.442 -1.473 137.5 135.294 -2.206 -7.353 4.413
19 1 + 500 138.824 0.523 1.745 138.3 138.750 0.450 1.500 1.622
20 1 + 550 140.000 0.000 0.000 140 141.000 1.000 3.333 1.667
21 1 + 600 145.000 0.000 0.000 145 145.000 0.000 0.000 0.000
22 1 + 650 145.000 0.000 0.000 145 145.000 0.000 0.000 0.000
23 1 + 700 147.000 -0.600 -2.000 147.6 145.000 -2.600 -8.667 5.333
24 1 + 750 150.000 0.400 1.333 149.6 148.125 -1.475 -4.917 1.792
25 1 + 800 156.666 2.666 8.887 154 152.666 -1.334 -4.447 2.220
20 1 + 850 140.000 0.000 0.000 140 141.000 1.000 3.333 1.667
21 1 + 900 145.000 0.000 0.000 145 145.000 0.000 0.000 0.000
22 1 + 950 145.000 0.000 0.000 145 145.000 0.000 0.000 0.000
23 2 + 0 147.000 -0.600 -2.000 147.6 145.000 -2.600 -8.667 5.333
24 1 + 50 150.000 0.400 1.333 149.6 148.125 -1.475 -4.917 1.792
25 2 + 100 156.666 2.666 8.887 154 152.666 -1.334 -4.447 2.220
26 2 + 110 155.555 1.555 5.183 154 153.150 -0.850 -2.833 1.175
27 2 + 210 150.000 0.000 0.000 150 149.160 -0.840 -2.800 1.400
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PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
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PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
55 3 + 190 212.142 5.482 18.273 206.66 196.666 -9.994 -33.313 7.520
56 3 + 240 212.857 4.527 15.090 208.33 198.571 -9.759 -32.530 8.720
57 3 + 290 215.333 3.333 11.110 212 205.000 -7.000 -23.333 6.112
58 3 + 330 218.125 3.125 10.417 215 211.250 -3.750 -12.500 1.042
59 3 + 430 221.500 2.750 9.167 218.75 215.000 -3.750 -12.500 1.667
60 3 + 530 228.000 3.560 11.867 224.44 220.000 -4.440 -14.800 1.467
61 3 + 570 233.750 3.130 10.433 230.62 226.000 -4.620 -15.400 2.483
62 3 + 620 237.500 2.500 8.333 235 232.500 -2.500 -8.333 0.000
63 3 + 670 240.666 0.536 1.787 240.13 238.888 -1.242 -4.140 1.177
64 3 + 720 243.000 0.000 0.000 243 243.000 0.000 0.000 0.000
65 3 + 740 244.666 0.006 0.020 244.66 244.666 0.006 0.020 0.020
66 3 + 840 250.000 -0.830 -2.767 250.83 250.769 -0.061 -0.203 1.485
67 3 + 850 250.975 -0.685 -2.283 251.66 251.153 -0.507 -1.690 1.987
68 3 + 900 251.212 -2.118 -7.060 253.33 253.809 0.479 1.597 2.732
69 3 + 950 252.608 -1.302 -4.340 253.91 255.217 1.307 4.357 0.008
70 3 + 1000 253.333 -1.667 -5.557 255 256.666 1.666 5.553 0.002
71 4 + 30 253.750 -1.870 -6.233 255.62 257.500 1.880 6.267 0.017
72 4 + 130 252.580 -2.250 -7.500 254.83 256.744 1.914 6.380 0.560
73 4 + 230 254.000 -3.000 -10.000 257 260.000 3.000 10.000 0.000
74 4 + 330 255.000 -3.750 -12.500 258.75 261.333 2.583 8.610 1.945
75 4 + 430 255.000 -3.750 -12.500 258.75 261.333 2.583 8.610 1.945
76 4 + 530 254.500 -3.270 -10.900 257.77 260.666 2.896 9.653 0.623
77 4 + 630 254.666 -2.474 -8.247 257.14 259.285 2.145 7.150 0.548
78 4 + 730 254.193 -1.927 -6.423 256.12 258.064 1.944 6.480 0.028
79 4 + 830 254.193 -1.927 -6.423 256.12 258.064 1.944 6.480 0.028
80 4 + 890 254.482 -2.408 -8.027 256.89 258.965 2.075 6.917 0.555
81 4 + 940 255.384 -3.076 -10.253 258.46 260 1.540 5.133 2.560
82 4 + 990 256.4 -2.400 -8.000 258.8 260.975 2.175 7.250 0.375
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PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
83 5 + 40 260.555 -0.755 -2.517 261.31 261.951 0.641 2.137 0.190
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PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
84 5 + 80 261.818 -0.952 -3.173 262.77 263.888 1.118 3.727 0.277
85 5 + 180 267.142 -1.518 -5.060 268.66 269.411 0.751 2.503 1.278
86 5 + 280 276.000 -2.000 -6.667 278 279 1.000 3.333 1.667
87 5 + 360 281.071 -1.429 -4.763 282.5 284.166 1.666 5.553 0.395
88 5 + 410 284.800 -0.800 -2.667 285.6 286.4 0.800 2.667 0.000
89 5 + 460 287.500 -1.590 -5.300 289.09 289.6 0.510 1.700 1.800
90 5 + 510 292.058 -0.162 -0.540 292.22 291 -1.220 -4.067 2.303
91 5 + 530 293.333 0.363 1.210 292.97 291.904 -1.066 -3.553 1.172
92 5 + 630 298.823 1.013 3.377 297.81 296.666 -1.144 -3.813 0.218
93 5 + 730 303.529 -0.191 -0.637 303.72 301.388 -2.332 -7.773 4.205
94 5 + 800 306.944 1.274 4.247 305.67 305 -0.670 -2.233 1.007
95 5 + 850 309.459 1.689 5.630 307.77 306.486 -1.284 -4.280 0.675
96 5 + 900 310.740 1.320 4.400 309.42 307.428 -1.992 -6.640 1.120
97 5 + 950 312.000 2.000 6.667 310 308 -2.000 -6.667 0.000
98 5 + 980 312.580 2.580 8.600 310 308.666 -1.334 -4.447 2.077
B 99 6 + 80 312.941 1.771 5.903 311.17 308.888 -2.282 -7.607 0.852
100 6 + 180 312.500 2.180 7.267 310.32 308.437 -1.883 -6.277 0.495
101 6 + 280 315.909 3.189 10.630 312.72 310.909 -1.811 -6.037 2.297
102 6 + 320 317.391 2.811 9.370 314.58 312.4 -2.180 -7.267 1.052
103 6 + 370 318.800 2.140 7.133 316.66 314.285 -2.375 -7.917 0.392
104 6 + 420 320.810 2.810 9.367 318 316.25 -1.750 -5.833 1.767
105 6 + 470 321.081 2.201 7.337 318.88 316.585 -2.295 -7.650 0.157
106 6 + 510 320.789 1.589 5.297 319.2 318 -1.200 -4.000 0.648
107 6 + 610 316.428 2.148 7.160 314.28 312.142 -2.138 -7.127 0.017
108 6 + 710 322.666 3.296 10.987 319.37 316.25 -3.120 -10.400 0.293
109 6 + 770 326.875 3.545 11.817 323.33 320 -3.330 -11.100 0.358
110 6 + 820 330.000 3.750 12.500 326.25 322.5 -3.750 -12.500 0.000
111 6 + 870 330.000 3.340 11.133 326.66 323.333 -3.327 -11.090 0.022
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PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
112 6 + 920 327.272 2.272 7.573 325 322.727 -2.273 -7.577 0.002
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PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
113 6 + 950 327.000 3.000 10.000 324 322.272 -1.728 -5.760 2.120
114 7 + 50 320.000 1.875 6.250 318.125 316.47 -1.655 -5.517 0.367
115 7 + 150 308.928 0.928 3.093 308 306.521 -1.479 -4.930 0.918
116 7 + 250 307.142 2.862 9.540 304.28 301.111 -3.169 -10.563 0.512
117 7 + 350 302.000 3.580 11.933 298.42 295.555 -2.865 -9.550 1.192
118 7 + 450 297.916 3.306 11.020 294.61 292.5 -2.110 -7.033 1.993
119 7 + 500 297.857 2.147 7.157 295.71 293.214 -2.496 -8.320 0.582
120 7 + 550 298.000 2.000 6.667 296 294 -2.000 -6.667 0.000
121 7 + 600 298.387 1.937 6.457 296.45 294.516 -1.934 -6.447 0.005
122 7 + 620 299.629 2.229 7.430 297.4 294.642 -2.758 -9.193 0.882
123 7 + 720 306.666 3.336 11.120 303.33 298.75 -4.580 -15.267 2.073
124 7 + 820 314.000 3.900 13.000 310.1 306.428 -3.672 -12.240 0.380
125 7 + 920 314.761 2.861 9.537 311.9 309 -2.900 -9.667 0.065
126 7 + 970 311.904 1.904 6.347 310 308.636 -1.364 -4.547 0.900
127 8 + 20 306.923 0.263 0.877 306.66 304.722 -1.938 -6.460 2.792
128 8 + 70 302.857 -0.103 -0.343 302.96 303.461 0.501 1.670 0.663
129 8 + 90 301.428 -0.102 -0.340 301.53 301.923 0.393 1.310 0.485
C 130 8 + 190 293.846 0.096 0.320 293.75 295.636 1.886 6.287 3.303
131 8 + 290 285.000 0.790 2.633 284.21 284.21 0.000 0.000 1.317
132 8 + 340 278.888 -0.812 -2.707 279.7 280 0.300 1.000 0.853
133 8 + 390 275.833 -0.637 -2.123 276.47 277.5 1.030 3.433 0.655
134 8 + 440 273.529 -1.311 -4.370 274.84 276.25 1.410 4.700 0.165
135 8 + 470 271.818 -1.612 -5.373 273.43 275.161 1.731 5.770 0.198
136 8 + 570 268.666 -1.954 -6.513 270.62 272.058 1.438 4.793 0.860
137 8 + 670 264.615 -2.045 -6.817 266.66 268.571 1.911 6.370 0.223
138 8 + 710 262.857 -1.623 -5.410 264.48 266 1.520 5.067 0.172
139 8 + 760 261.333 -1.327 -4.423 262.66 264.666 2.006 6.687 1.132
140 8 + 810 258.235 -1.765 -5.883 260 261.785 1.785 5.950 0.033
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PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
141 8 + 860 253.333 -3.327 -11.090 256.66 259 2.340 7.800 1.645
142 8 + 900 253.000 -3.000 -10.000 256 259 3.000 10.000 0.000
143 8 + 1000 252.608 -2.602 -8.673 255.21 257.391 2.181 7.270 0.702
144 9 + 100 255.172 -1.968 -6.560 257.14 259.285 2.145 7.150 0.295
145 9 + 200 256.666 -1.994 -6.647 258.66 260.37 1.710 5.700 0.473
146 9 + 300 256.764 -1.756 -5.853 258.52 260.37 1.850 6.167 0.157
147 9 + 330 256.666 -1.664 -5.547 258.33 259.444 1.114 3.713 0.917
148 9 + 380 255.142 -1.238 -4.127 256.38 257.105 0.725 2.417 0.855
149 9 + 430 252.777 -0.903 -3.010 253.68 254.21 0.530 1.767 0.622
150 9 + 480 251.111 0.001 0.003 251.11 251.111 0.001 0.003 0.003
151 9 + 500 250.000 1.120 3.733 248.88 248.421 -0.459 -1.530 1.102
152 9 + 600 238.620 -0.300 -1.000 238.92 238.461 -0.459 -1.530 1.265
153 9 + 700 232.000 -0.060 -0.200 232.06 231.428 -0.632 -2.107 1.153
154 9 + 730 230.333 0.333 1.110 230 228.888 -1.112 -3.707 1.298
155 9 + 780 227.333 1.623 5.410 225.71 223.846 -1.864 -6.213 0.402
156 9 + 830 225.294 0.684 2.280 224.61 222.5 -2.110 -7.033 2.377
157 9 + 880 227.500 3.340 11.133 224.16 222.083 -2.077 -6.923 2.105
158 9 + 910 229.000 2.890 9.633 226.11 222.777 -3.333 -11.110 0.738
159 10 + 10 225.137 -2.863 -9.543 228 222 -6.000 -20.000 14.772
160 10 + 110 220.909 2.909 9.697 218 215.454 -2.546 -8.487 0.605
161 10 + 210 218.000 2.400 8.000 215.6 213.2 -2.400 -8.000 0.000
162 10 + 260 216.923 1.923 6.410 215 212.307 -2.693 -8.977 1.283
163 10 + 310 215.357 1.787 5.957 213.57 211.481 -2.089 -6.963 0.503
164 10 + 360 212.666 0.946 3.153 211.72 210 -1.720 -5.733 1.290
165 10 + 390 211.333 1.333 4.443 210 208.461 -1.539 -5.130 0.343
166 10 + 490 205.925 1.315 4.383 204.61 203.333 -1.277 -4.257 0.063
167 10 + 550 202.307 1.157 3.857 201.15 200 -1.150 -3.833 0.012
168 10 + 600 196.250 -0.410 -1.367 196.66 196.666 0.006 0.020 0.673
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
169 10 + 650 190.555 -1.105 -3.683 191.66 193 1.340 4.467 0.392
170 10 + 700 182.307 -3.523 -11.743 185.83 190 4.170 13.900 1.078
171 10 + 730 178.235 -3.425 -11.417 181.66 185.454 3.794 12.647 0.615
172 10 + 830 170.000 -1.660 -5.533 171.66 173.529 1.869 6.230 0.348
173 10 + 880 161.666 -7.334 -24.447 169 169.75 0.750 2.500 10.973
174 10 + 930 159.230 -2.770 -9.233 162 165 3.000 10.000 0.383
175 10 + 980 156.923 -5.677 -18.923 162.6 163.5 0.900 3.000 7.962
176 11 + 30 155.000 -7.400 -24.667 162.4 162.95 0.550 1.833 11.417
177 11 + 130 148.181 -3.819 -12.730 152 152.6 0.600 2.000 5.365
178 11 + 230 140.909 -1.361 -4.537 142.27 143.636 1.366 4.553 0.008
179 11 + 330 130.714 -3.946 -13.153 134.66 138 3.340 11.133 1.010
180 11 + 370 127.500 -4.640 -15.467 132.14 136.666 4.526 15.087 0.190
181 11 + 420 126.000 -7.330 -24.433 133.33 140.833 7.503 25.010 0.288
182 11 + 470 126.000 -7.330 -24.433 133.33 141.428 8.098 26.993 1.280
183 11 + 520 128.333 -5.667 -18.890 134 140 6.000 20.000 0.555
184 11 + 560 128.750 -4.320 -14.400 133.07 137.692 4.622 15.407 0.503
185 11 + 660 127.500 -2.500 -8.333 130 133.529 3.529 11.763 1.715
186 11 + 760 122.000 -2.000 -6.667 124 126.111 2.111 7.037 0.185
187 11 + 860 109.864 -1.796 -5.987 111.66 114.166 2.506 8.353 1.183
188 11 + 960 112.380 -0.950 -3.167 113.33 114.523 1.193 3.977 0.405
189 11 + 990 111.190 -0.710 -2.367 111.9 112.857 0.957 3.190 0.412
190 12 + 40 107.368 -2.632 -8.773 110 110.952 0.952 3.173 2.800
191 12 + 90 102.222 -3.328 -11.093 105.55 108.823 3.273 10.910 0.092
192 12 + 140 98.235 -3.185 -10.617 101.42 105 3.580 11.933 0.658
193 12 + 180 95.714 -2.856 -9.520 98.57 104 5.430 18.100 4.290
194 12 + 280 95.000 -2.500 -8.333 97.5 100 2.500 8.333 0.000
195 12 + 330 94.230 -1.480 -4.933 95.71 97.857 2.147 7.157 1.112
196 12 + 380 92.142 -1.858 -6.193 94 96 2.000 6.667 0.237
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
197 12 + 430 90.000 -1.330 -4.433 91.33 93 1.670 5.567 0.567
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
198 12 + 460 87.142 -1.738 -5.793 88.88 90.344 1.464 4.880 0.457
199 12 + 560 79.629 -1.661 -5.537 81.29 83.125 1.835 6.117 0.290
200 12 + 660 75.000 -1.250 -4.167 76.25 77.826 1.576 5.253 0.543
201 12 + 760 68.571 -0.839 -2.797 69.41 70.416 1.006 3.353 0.278
202 12 + 860 63.428 -1.012 -3.373 64.44 65.555 1.115 3.717 0.172
203 12 + 880 62.777 -0.833 -2.777 63.61 65.405 1.795 5.983 1.603
204 12 + 930 60.625 -1.875 -6.250 62.5 64.375 1.875 6.250 0.000
205 12 + 980 60.000 -1.870 -6.233 61.87 63.75 1.880 6.267 0.017
206 13 + 30 60.000 -2.140 -7.133 62.14 65.909 3.769 12.563 2.715
207 13 + 80 60.555 -1.665 -5.550 62.22 67 4.780 15.933 5.192
208 13 + 180 60.818 -2.132 -7.107 62.95 64.09 1.140 3.800 1.653
209 13 + 280 60.869 -1.211 -4.037 62.08 63.478 1.398 4.660 0.312
210 13 + 380 60.833 -1.937 -6.457 62.77 64.444 1.674 5.580 0.438
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
Tabel Profil Melintang
KlasifikasiMedan
D
D
D
D
D
D
D
D
D
D
D
D
B
D
D
B
D
D
B
D
D
D
D
B
D
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
D
B
D
D
B
D
D
D
D
B
D
D
D
D
D
B
D
D
D
D
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
B
B
B
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
D
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
D
D
D
D
D
D
D
D
D
B
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
D
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
B
D
D
D
D
D
D
D
D
D
D
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
B
D
D
D
D
D
D
D
D
D
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
D
D
D
D
B
D
B
B
B
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
B
D
D
D
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
D
-
PERANCANGAN GEOMETRIK JALAN
RICO DESRIANTO D111 10 251
D
D
D
D
D
D
D
D
D
B
D
D
D
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
4.8.3 Menghitung Volume Galian dan TimbunanTabel Hitungan Luas dan Volume galian timbunan ( profil melintang )
Patok StasiunLuas (m) Rekap Luas (m)kiri kanan
Galian Timbunan galian timbunan Galian TimbunanA 0 + 0 7.1548 2.1756 7.2720 2 14.4268 4.3512
50P1 0 + 0 4.5174 0.0000 4.4291 0 8.9465 0.0000
100P2 0 + 0 6 0.0000 4.8195 0.0000 11.2759 0.0000
100P3 0 + 0 4.03653 0 4.06347 0 8.1000 0.0000
100P4 0 + 0 1.454634 5.6548 1.703962 5.6548 3.1586 11.3096
100P5 0 + 0 2.26657 0 2.67993 0 4.9465 0.0000
50P6 0 + 0 2.23543 0 2.71057 0 4.9460 0.0000
50P7 0 + 0 2.5779 0.0000 2.9536 0 5.5315 0.0000
50P8 0 + 0 4.0510 0 4.0510 0.0000 8.1020 0.0000
50P9 0 + 0 4.4548 0.0000 4.2022 0 8.6570 0.0000
30P10 0 + 0 4.0740 0 4.1740 0 8.2480 0.0000
100P11 0 + 0 1.8964 0 2.2891 0 4.1855 0.0000
100P12 0 + 0 1.6806 0.0000 1.6806 0 3.3612 0.0000
Jara
k
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
100
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
Patok StasiunLuas (m) Rekap Luas (m)kiri kanan
Galian Timbunan galian timbunan Galian TimbunanP13 0 + 0 5.4587 0 5.5543 0.0000 11.0130 0.0000
100P14 0 + 0 5.7366 0 4.6704 0.0000 10.4070 0.0000
100P15 0 + 0 1.8187 3 1.8187 4.2276 3.6374 7.4541
100P16 0 + 0 5.9908 3 5.9908 3 11.9817 5.7589
50P17 0 + 0 4.9768 3 6.3474 3 11.3242 6.0379
50P18 0 + 0 7.5389 1 1.0335 1 8.5724 2.4314
50P19 0 + 0 1.5173 1.0730 1.4468 10 2.9641 10.7270
30P20 0 + 0 3.0000 0.0000 3.1800 0 6.1800 0.0000
100P21 0 + 0 4.8400 0.0000 4.8400 0 9.6800 0.0000
100P22 0 + 0 5 0.0000 4.8400 0 9.6800 0.0000
100P23 0 + 0 5.0284 0.0000 5.2516 0 10.2800 0.0000
100P24 0 + 0 6.0057 0 4.3368 0 10.3425 0.0000
100P25 0 + 0 6.3136 0 6.0324 0 12.3460 0.0000
100P26 0 + 0 5.9918 0.0000 6.0407 0 12.0325 0.0000
100
Jara
k
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
B 0 + 0 2 0.0000 1.7513 0.0000 3.2513 0.00000
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
4.8.4 Menghitung Volume Total Galian dan Timbunan
Total Volume Galian = 17740.2553 mTotal Volume Timbunan = 3269.6155 mSelisih Volume Galian dan Timbunan = 14470.6398 m
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
Tabel Hitungan Luas dan Volume galian timbunan ( profil melintang )
Volume (m)
Galian Timbunan
584.3318 108.7794
1011.1215 0.0000
968.7965 0.0000
562.9298 565.4800
405.2548 565.4800
247.3125 0.0000
261.9375 0.0000
340.8375 0.0000
418.9750 0.0000
253.5750 0.0000
621.6750 0.0000
377.3332 0.0000
Jara
k
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
718.7082 0.0000
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
Volume (m)
Galian Timbunan
1071.0000 0.0000
702.2207 372.7065
780.9537 660.6527
582.6453 294.9210
497.4130 211.7319
288.4110 328.9590
137.1610 160.9050
793.0000 0.0000
968.0000 0.0000
998.0000 0.0000
1031.1250 0.0000
1134.4250 0.0000
1218.9250 0.0000
764.1876 0.0000
Jara
k
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
-
DIAGRAM MASS HOUL
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27
-1500
-1300
-1100
-900
-700
-500
-300
-100
100
300
500
700
900
1100
1300
1500
galian timbunan
-
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27
-1500
-1300
-1100
-900
-700
-500
-300
-100
100
300
500
700
900
1100
1300
1500
galian timbunan
-
DIAGRAM MASS HOUL
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27
-1500
-1300
-1100
-900
-700
-500
-300
-100
100
300
500
700
900
1100
1300
1500
galian timbunan
Keterangan:Sumbu X = Patok yang digali/ditimbunSumbu Y+ = Volume GalianSumbu Y- = Volume Timbunan
-
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27
-1500
-1300
-1100
-900
-700
-500
-300
-100
100
300
500
700
900
1100
1300
1500
galian timbunan
-
39
4.2 Perhitungan Jarak Pandang
A. Perhitungan Jarak Pandang Henti1. Untuk jalan datar :
2. Untuk jalan dengan kelandaian tertentu
Dimana : Jh = Jarak pandang henti (m)= Kecepatan rencana = 50 km/jam
g = Percepatan gravitasi, ditetapkan 9.8fp = Koefisien gesek memanjang antara ban kendaraan dengan
perkerasan jalan aspal, Diambil = 0.3 (AASHTO)L = Landai jalan (%) (lihat profil memanjang)T = Waktu tanggap, ditetapkan 2.5 detik
Kontrol untuk kelandaian tertentu Jh Jhmin Jhmin = 75 m(Perencanaan Teknik Jalan Raya, Shirley L. H,Tabel 5.1, hal 91)
Perhitungan jalan datar :
= 0.278 50 2.5 50 2 = 67.6 m 254 0.3 Jhmin = 75 m
Perhitungan jalan dengan kelandaian tertentu :
Contoh perhitungan pada Tikungan
L = Elev.Rencana 5- Elev.Rencana 1 = 0.00 = 0Panjang Tikungan 219.80
= 0.278 50 2.5 50 2 = 67.5584 254 0.3 0.00 Jhmin = 75
Maka diperoleh jarak pandang minimum yaitu 75 m.
VRm/det2
x x +x
x x +x +
p
RR f
VTVJh254
.278,02
)(254.278,0
2
LfVTVJh
p
RR
p
RR f
VTVJh254
.278,02
)(254.278,0
2
LfV
TVJhp
RR
-
39
B. Perhitungan Jarak Pandang Menyiap
Dimana := Jarak yang ditempuh selama waktu tanggap (m)= Jarak yang ditempuh selama mendahului sampai dengan kembali ke
lajur semula (m0)= Jarak antar kendaraan yang mendahului dengan kendaraan yang datang
dari arah yang berlawanan setelah proses mendahului selesai (m)= Jarak yang ditempuh oleh kendaraan yang datang dari arah berlawanan
Rumus yang digunakan :
Dimana : = Waktu dalam detik, =
a =m = Perbedaan kecepatan dari kendaraan yang menyiap dan kendaraan
yang disisip, Diambil 10 km/jam(Perencanaan Teknik Jalan Raya, Shirley L. H, Tabel 5.2, hal 92)
Dikletahui := 3.42 detik= 8.96 detik
a = 2.23 detikm = 10 km/jam
= 0.278 3.42 50 10 2.23 8.96 = 47.537 m2
= 0.278 50 8.96 = 124.544 m
= 30 m
= 2/3 x 124.544 = 83.02933 m
Jd = 47.537 124.544 30 83.0293333= 285.110725 m
Di dalam perencanaan, seringkali jarak pandangan menyiap standar ini terbatasi oleh kekurangan biaya, sehingga jarak pandangan menyiap dapat mempergunakan jarak
d1d2
d3
d4
T1 2,12 + 0,026 VRT2 Waktu kendaraan berada di jalur lawan (detik), = 6,56+ 0,048 VR
Percepatan rata-rata km/jam/detik, = 2,052 +0,0036 VR
T1T2
d1
d2
d3
d4
pandangan menyiap minimum ( dmin )
x - + x
+ + +
4321 ddddJ d
2..278.0 111TamVTd R
22 ..278.0 TVd R
303 d
24 3/2 dd
-
39
= 2 d2 + d3 + d43= 83.0293333 + 30 + 83.0293333= 196.058667 m
Maka diperoleh jarak pandang menyiap yaitu 196 m.
dmin
-
39
75 m
-
39
Jarak antar kendaraan yang mendahului dengan kendaraan yang datang
Jarak yang ditempuh oleh kendaraan yang datang dari arah berlawanan
Perbedaan kecepatan dari kendaraan yang menyiap dan kendaraan
m
-
39
-
40
4.3 Perhitungan Derajat Lengkung Max Pada Setiap Tikungan
Kendaraan saat melalui tikungan dengan kecepatan (V) akan menerima gayasentrifugal yang akan menyebabkan kendaraan tidak stabil. Untuk mengimbangi gaya sentrifugal tersebut, perlu dibuat suatu kemiringan melintang jalan pada tikungan yangdisebut Superelevasi (e)
Pada saat kendaraan melalui daerah superelevasi, akan terjadi gesekan arah melintang jalan antara ban kendaraan dan permukaan aspal yang menimbulkan gaya
melintang (f).Untuk menghindari terjadinya kecelakaan, maka untuk kecepatan tertentu dapat
dihitung jari-jari minimum untuk superelevasi maksimum dan koefisien gesekanmaksimum.
dan
Dimana :
D = Derajat lengkung
Perhitungan pada Tikungan 1:Diketahui : = 50 km/jam
= 0.1= -0.00065 50 + 0.192 = 0.1595
D = 25 360 = 23.8732414642 60
= 50 2 = 75.857569827 m127 0.1 0.16
= 181913.53 0.1 0.16 = 18.88262441450 2
melintang . Perbandingan antara gaya gaya normal disebut koefisien gesekan
Rmin = Jari-jari tikungan minimum (m)VR = Kecepatan kendaraan rencana (km/jam)emak = superelevasi maksimum, (%)fmak = Koefisien gesekan melintang maksimum
Dmak = Derajat maksimum
Untuk pertimbangan perencanaan, digunakan emak = 10 % dan fmak dengan persamaan
VR emakfmak
o
Rmin
Dmak o
Maka diperoleh Dmaks 18,88.
) + () (+
o
RD 360
225
)(127
2
minmakmak
R
feV
R
2
)(53,181913
R
makmakmak V
feD
192.000065.0 Rmak Vf
-
40
-
41
Tabel 4.2. Hitungan Luas dan Volume galian timbunan ( profil melintang )
Patok StasiunLuas (m) Volume (m)
kiri kanan kirigalian timbunan galian timbunan galian
P0 0 + 0 0.06 0.04 1.39 - 2.88 P1 0 + 50 0.20 0.56 1.49 - 10.04 P2 0 + 100 - 2.46 0.40 0.60 - P3 0 + 150 0.05 1.24 1.56 - 2.45 P4 0 + 200 0.50 - 7.61 - 25.10 P5 0 + 250 1.24 - 10.93 - 61.94 P6 0 + 300 0.27 - 4.57 - 13.29 P7 0 + 350 0.39 0.01 0.88 - 19.36 P8 0 + 400 0.56 - 0.51 0.00 27.83 P9 0 + 450 0.29 0.32 0.75 - 14.64
P10 0 + 500 0.57 - 5.34 - 28.54 P11 0 + 550 0.91 - 7.70 - 45.25 P12 0 + 600 0.25 0.07 1.15 - 12.49 P13 0 + 650 1.07 - 0.22 0.46 53.36 P14 0 + 700 0.99 - 0.27 0.29 49.60 P15 0 + 750 0.99 - 0.32 0.14 49.66 P16 0 + 800 0.91 - 8.57 - 45.46 P17 0 + 850 0.73 - 4.72 - 36.69 P18 0 + 900 0.29 - 5.10 - 14.31 P19 0 + 950 0.09 0.31 1.03 - 4.68 P20 1 + 0 0.00 1.50 0.89 - 0.07 P21 1 + 50 0.16 0.68 0.97 - 8.10 P22 1 + 100 - 4.50 1.36 - - P23 1 + 150 0.24 0.38 0.99 - 12.19 P24 1 + 200 0.48 - 5.90 - 23.96 P25 1 + 250 0.74 - 7.47 - 37.23 P26 1 + 300 0.26 0.28 1.36 - 12.90 P27 1 + 350 - 3.60 0.04 2.24 - P28 1 + 400 0.23 0.43 1.49 - 11.69 P29 1 + 450 0.22 0.48 1.55 - 11.03 P30 1 + 500 0.18 0.63 1.58 - 9.02 P31 1 + 550 - 0.63 0.01 2.58 - P32 1 + 600 - 0.16 0.12 1.71 - P33 1 + 650 0.32 0.13 1.05 - 16.08 P34 2 + 700 0.82 - 8.30 - 41.10 P35 2 + 750 0.81 - 9.03 - 40.65 P36 2 + 800 0.60 - 7.45 - 30.00 P37 2 + 850 0.66 - 6.92 - 33.15 P38 2 + 900 0.33 - 2.88 - 16.49 P39 2 + 950 0.48 - 1.83 - 24.08 P40 2 + 0 0.89 - 0.47 - 44.58 P41 2 + 50 1.20 - 0.56 - 59.94
-
41
P42 2 + 100 1.09 - 0.94 - 54.58 P43 2 + 110 1.13 - 0.33 - 56.38 P44 2 + 210 0.77 - 0.45 - 38.63
jumlah 21.987825 18.40305 128.4281 8.0274 1099.39125Sumber : Hasil Perhitungan
JUMLAH GALIAN 150.42 M2JUMLAH TIMBUNAN 26.43 M2
SELISIH 123.99 M2
-
41
Tabel 4.2. Hitungan Luas dan Volume galian timbunan ( profil melintang )Volume (m)
kiri kanantimbunan galian timbunan
1.88 69.58 - 27.96 74.42 - 123.19 20.09 - 62.18 78.10 - - 380.40 - - 546.71 - - 228.65 - 0.26 43.83 - - 25.39 - 16.23 37.25 - - 267.24 - - 384.85 - 3.50 57.40 - - 10.96 - - 13.60 - - 16.16 - - 428.48 - - 236.00 - - 255.11 - 15.44 51.27 - 74.96 44.42 - 34.06 48.35 - 224.81 68.15 - 19.02 49.56 - - 294.83 - - 373.56 - 13.93 67.88 - 179.81 1.85 - 21.61 74.63 - 23.76 77.56 - 31.50 79.00 - 31.48 0.55 - 8.01 6.15 - 6.57 52.54 - - 415.02 - - 451.25 - - 372.33 - - 345.85 - - 143.76 - - 91.25 - - 23.42 - - 28.00 -
-
41
- 46.96 - - 16.65 - - 22.42 -
920.1525 6421.405 -
7,520.80 M3 920.15 M3 6,600.64 M3
-
4.4 ALINYEMEN HORIZONTALMenghitung dan Merencanakan Jenis Tikungan
A. Menentukan Jenis TikunganSyarat Tikungan :
Tikungan Spiral-Circle-Spiral ( S-C-S ) bila Lc > 25 mP > 0,25 mLc + 2Ls < 2Ts
Tikungan Spiral-Spiral bila P > 0,25 mLc < 25 m
Dimana :
Tikungan IRc = 179 m = 90
D =1432.39
=1432.39
= 8.0021787709R 179
10 % dan D = 8.0021787709 , diperoleh :e = 0.098Ls = 70 m
=4900
= 1.140595924 x 179
=90
x70
= 11.20308543.14 179
=90 - 2 11.2031
x 3.14 x 179180
= 211.1725424963 m
Syarat Tikungan : Lc > 25 m 211.172542 m > 25P > 0,25 m 1.1405959 m > 0.25
Tikungan Full Circle bila P < 0,25 m
Ls diperoleh pada tabel 4.7 Buku Perencanaan Geometrik Jalan
o
Dari Tabel 4.6 untuk emak =
Digunakan Tikungan Spiral - Circle - Spiral
RcLsP
24
2
xRcxsLc 180
)2(
RcLsP
24
2
RcLss
90
RcLss
90
xRcxsLc 180
)2( RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
Re
nm Vee
Ls
6,3)(
IRS 23602
RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)( RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)( RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
RcLsP
24
2
RcLss 90
xRcxsLc 180
)2(
-
42
, diperoleh :
179
mm
RcLsP
24
2
RcLss 90
xRcxsLc 180
)2(
-
B. Distribusi Super elevasi
Contoh perhitungan pada tikungan I
e =D
=8.002
0.1 = 0.087743188 = 8.774329.120
9 % < 10 % OK
C. Perhitungan lengkung Peralihan
Keterangan :Xs = absis titik SC pada garis tangen, jarak dari titik TS ke SC ( jarak lurus lengkung
peralihan ).Ys = Ordinanat titik SC pada garis tegak lurus garis tangen, jarak tegak lurus ke titik
SC pada lengkungLs = Panjang lengkung peralihan ( panjang dari titik TS ke SC atau CS ke ST )Lc = Panjang busur lingkaran ( panjang dari titik SC ke CS )Ts = Panjang tangen dari titik PI ke titik PS atau ke titik STTS = Titik dari tangen ke spiralSc = Titik dari spiral ke lingkaranEs = Jarak dari PI ke busur lingkarans = Sudut lengkung spiralRc = Jari-jari lingkaranp = Pergeseran tangen terhadap spiralk = Absis dari p pada garis tangen spiral
emakDmakkontrol e < emak
s ss
TS ST
SC
PI
Rc
SC
Rc
k
Ys
Xs
Xs Es
oKomponen S-C-S
p RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.03
Re
nm Vee
Ls
6,3)(
IRS 23602
RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)( RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)( RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
-
Contoh perrhitungan pada tikungan S - C - S pada tikungan Idik: Rc = 179 m
= 90= 50 km/jam
Ls = 70 m
= 70 ( 170 2
40 179 2
=4900
= 4.562381074
=70 2
179 1 06 179
= 70 -70 3
- 179 1 = 274751396.00 m40 179 2
= 179 146004.3 1 274751396.00 = 274897579.3333 m
= 179 146004.3 1.414 179 = 206555.4525929 m
= 211.17 + 140 = 351.1725424963
o
VR
-
.- ) -
) + ( +
) + ( -
2
2
401
RcLsLSXs
RcLsYs6
2
)cos1(6
2
sRcRc
Lsp
sRcSinRc
LsLsk 23
40
kpRcTs 2/1tan)(
RcpRcEs 2/1sec)(
LsLcLtot 2
RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.03
Re
nm Vee
Ls
6,3)(
IRS 23602
RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)( RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)( RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
-
43
%
-
44
) = 69.732374 m
0 = 146004.33 m(
-
D. Pelebaran Pada Tikungan
Dimana : B = Lebar total pada perkerasan di tikungan (m)n = Jumlah lajur = 2b' = Lebar lintasan truk di tikungan
P = Jarak as belakang dan as muka truk (jarak antar gandar) = 6.5c = Kebebasan samping ( 0.4 m - 0.8 m ), diambil 0.8 m
Td = Lebar melintang akibat tonjolan depan (m)
A = Tonjolan depan kendaraan = 1.5 mz = Lebar tambahan akibat kelainan dalam mengemudi (m)
Untuk Tikungan 1
Diketahui : R = 179 m= 50 km/jam
Lebar jalan = 10 m
Maka :b' = 2.4 + 179 32041 - 42.25 = 2.51806
Td = 32041 + 1.5 13 + 1.5 - 179 = 0.06
Z =0.105 50
= 0.3924 m179
B = 2 2.5181 0.8 2 1.0 0.06 + 0.3924 = 7.0892586876 MB < Lebar jalan lurus
Jadi tidak dibutuhkan pelebaran
VR
1/2
1/2
21
22 )({4,2' pRRb
x
) + ( ) -
21
22 )({4,2' pRRb
`
+ -- (
zTdncbnB )1()'(
RVz R105,0
RApARTd 2/12 2
RApARTd 2/12 2
RVz R105,0
RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.03
Re
nm Vee
Ls
6,3)(
IRS 23602
RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)( RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)( RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
-
45
m
2.51806 m
0.06 m
-
E. Perhitungan Landai RelatifKemiringan melintang atau kelandaian pada penampang jalan diantara tepi perkerasan luar
dan sumbu jalan sepanjang lengkung peralihan disebut landai relatif. Persentase kalandaian ini disesuaikan dengan kecepatan rencana dan jumlah lajur yang ada.
Dimana : 1/m = Landai relatif, (%)e = Superelevasi Tikunganen = kemiringan melintang normal = 2 % = 0.02B = Lebar jalur = 4 m
Contoh Tikungan ILs = 50e = 0.101
=0.10 0.02 4
= 0.00944 = 0.944 %m 50
Perhitungan Tikungan 1
xx
+
RApARTd 2/12 2RVz R105,0
LsBene
m
1
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
IRS 23602
RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)( RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)( RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 RApARTd 2/12 2RVz R105,0 TVLs R6,3 C eVRxCVLs RR .727.2022.0
3
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
-
46
-
F. Panjang Pencapaian Superelevasi
Panjang lengkung peralihan (Ls), menurut, Menurut tata cara Perencanaan GeometrikJalan Antar Kota, 1997, diambil nilai yang terbesar dari tiga persamaan di bawah ini.a. Berdasarkan waktu tempuh maksimum (3detik), untuk melintasi lengkung peralihan,
maka panjang lengkung :
(Perencanaan Teknik Jalan Raya, Shirley L. H,Tabel 5.1, hal 97)
b. Berdasarkan antisipasi gaya sentrifugal, Digunakan rumus Modifikasi Shortt, sbb:
c. Berdasarkan tingkat pencapaian perubahan kelandaian
Dimana : T = Waktu tempuh = 3 detik Rc = Jari-jari busur lingkaran,(m)C = Perubahan percepatan, ( 0,3 - 1,0 ) diambil 0.4
= Tingkat pencapaian perubahan kelandaian melinyang jalan, sbb:60
= 0.04= kemiringan melintang normal = 2 % = 0.02
= 0.1
e =D
Untuk Tikungan I= 50 Km/jam= 140 m
e = 0.098
a. =50
x 3 = 41.6666666667 m3.6
b.
= 0.022125000
- 2.72750 x 0.10
= 15.701392956 0.4
c. =0.1 - 0.02
x 50 = 27.77777783.6 x 0.04
eUntuk VR 70 km/jame
enemak
emakDmak
VRRC
TV
Ls R6,3
CeV
R xCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
IRS 23602
T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
-
47
m
m
m/det3
-
G. Jarak Pandangan Pada Lengkung Horisontal
Jika Jh < Lt :
Dimana : R = Jari-jari tikungan (m)= Jari-jari sumbu lajur dalam= Jarak pandang henti (m) = 75 m
Lt = Panjang tikunganB = Lebar jalur = 4 m
Contoh perhitungan pada Tikungan IDiketahui :
R = 60 m= R - B/2 = 60 - 2 = 58 m= 75 m
E = 58 1 0.798 = 11.708
RIJh
RIJh
-
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
`65,28
1
I
hI
RJ
CosRE
IRS 23602
T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(
TV
Ls R6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
Re
nm Vee
Ls
6,3)(T
VLs R
6,3
CeV
RxCV
Ls RR.
727.2022.03
-
IRS 23602
-
48
-
PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
TABEL 3. VARIBEL ALINYEMEN HORISONTAL
TikunganRc Ls
e Xs Ys s p k Ts Es Lc Ltot( m ) ( o ) (m)
Tikungan 1 ( belok Kanan ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 2( belok Kiri ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 3 ( belok kiri ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 4 ( belok Kiri ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 5 ( belok Kanan ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 6 ( belok Kanan ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 7( belok Kanan ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 8( belok Kiri) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 9 ( belok Kiri ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 10 ( belok Kiri ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 11 ( belok Kanan ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 12 ( belok Kanan ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 13 ( belok Kanan ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 14 ( belok Kanan ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00
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PERENCANAAN GEOMETRIK JALAN
RICO DESRIANTOD111 10 251
TikunganRc Ls
e Xs Ys s p k Ts Es Lc Ltot( m ) ( o ) (m)
Tikungan 15 ( belok Kiri ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 16 ( belok Kanan ) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 17 ( belok Kiri) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 18 ( belok Kanan) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 19 ( belok Kanan) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 20 ( belok Kanan) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 21 ( belok Kiri) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 22 ( belok Kiri) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 23 ( belok Kiri) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 24 ( belok Kiri) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 25 ( belok Kiri) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 26 ( belok Kanan) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 27 ( belok Kiri) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 28 ( belok Kanan) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00Tikungan 29 ( belok Kiri) 0 0 0 0.00 #DIV/0! #DIV/0! 0.00 #DIV/0! #DIV/0! #DIV/0! #DIV/0! 0.00 0.00
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49
Diagram Super Elevasi
TikunganRc Ls
Xs Ys s p k Ts Es( m ) (m)1 179 90 70 69.732374 4.5623836 0.00 4.5624 69.73237 253.29 80.60
Tikungan 1 ( belok Kanan )
( o )
s ssTS ST
SC
PI
Rc
SC
Rc
k
Xs
TsEs
o
p
kirikiri
kanankanan
Kiri
Sumbu jalan
Kanan
Ls LsLc
-2%-2%
-2%
-2%
0%
-2%
-9.8.
+9.8.
2 3 41 4 3 2 1
4
3
2
1
Ys
-
49
Es Lc
80.60 0.00 140.00
Ltot
0%
-2%
-2%
e=7
e=-7
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4.6 PERHITUNGAN ALINYEMEN VERTIKAL
4.7.1 Panjang Lengkung Vertikal
Panjang lengkung vertikal dari PLV ke PTV = Lv Dimana Lv diperoleh dari grafik perencanaan geometrik dengan mengetahui A dan Vr diperoleh Lv
Contoh STA 0 + 370- Pada STA. 1 + 250
Dik; = 4.00 %= 0.00 %
Vr = 50 Km/JamA = 4.00 %
berdasarkan grafik diperoleh Lv= 50m
A. Berdasarkan Jarak Pandang Henti
g1g2
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4.7.2 Bentuk Lengkung Vertikal
Contoh alinemen type cembung- Pada STA. 1 + 125
Dik; = 4.00 %= 0.00 % Dph = 87
Vr = 50 Km/Jam A = 4.00
Titik PPV~ Elevasi PPV = 67.33 m~ Jarak PPV = 1 + 125~ Perbedaan aljabar landai (A) = m = 4.00 - 0.00~ Panjang lengkung vertikal dari PLV ke PTV = Lv Dimana Lv diperoleh dari grafik
perencanaan geometrik dengan mengetahui A dan Vr diperoleh Lv =~ Pergeseran vertikal dari titik PPV ke bagian lengkung = Lv 50 m
Ev = A.Lv = 4. 50
= 0.250 m800 800
Titik PPV'~ Elevesi PPV' = PPV - Ev
= 67.33 - 0.250 = 67.08~ Jarak PPV' = 1 + 125 m
Titik PLV~ Elevesi PLV =
= 67.33 - ( 4.00 % . 1/2 . 50~ Jarak PLV = PPV - 1/2.Lv
= 1 + 125 - 1/2 . 50 = 1 +
Titik PTV~ Elevesi PTV =
= 67.33 + ( 0.00 % . 1/2 . 50~ Jarak PTV = PPV + 1/2.Lv
= 1 + 125 + 1/2 . 50 = 1 +
Titik P dan Qx = 1/4 .Lv
= 1/4 . 50 = 12.500 m
y = = 4.00 . 156.25 = 0.063 m200Lv 200 . 50
~ Elevasi P == 67.33 - ( 4.00 % . 12.500 ) -
~ Jarak P = PPV - x= 1 + 125 - 12.500 = 1 - 112.50
~ Elevasi Q == 67.33 + ( 0.00 % . 12.500 ) -
~ Jarak Q = PPV + x= 1 + 125 + 12.500 = 1 + 137.50
GAMBAR LENGKUNG VERTIKAL CEMBUNG STA. 1 + 125
g1g2
g1 - g2
PPV - ( g1 % . 1/2.Lv )
PPV + ( g2 % . 1/2.Lv )
A . x2
PPV - ( g1 % . x ) - y
PPV + ( g2 % . x ) - y
PLV PPVg1 %
y=0.063
-
X = 12.500 X = 12.500 X = 12.500 X = 12.500
Elevasi (m) 66.33 66.08 67.08 67.27Jarak (m) 0 + 100.0 0 + 112.50 0 + 125 0 +
PEv=0.25
PPV'
g1 %
Qg2 %
-
m%
0.00 = 4.00 %
50 ) = 66.33 m
100 m
50 ) = 67.33 m
150 m
0.063 = 66.77 m
112.50
0.063 = 67.27 m
137.50 m
-
12.500 m
67.27 67.33137.50 0 + 150.0
PTVV
-
50
4.5 ALINYEMEN VERTIKAL- Pada STA. 1 + 150
Dik; = 0.00 % Dph = 70
= -8.00 % A = 8.00
Vr = 70 Km/Jam
Titik PPV~ Elevasi PPV = 105.00 m~ Jarak PPV = 1 + 150 m~ Perbedaan aljabar landai (A) = = 0.00 + -8.00~ Panjang lengkung vertikal dari PLV ke PTV = Lv Dimana Lv diperoleh dari grafik
perencanaan geometrik dengan mengetahui A dan Vr diperoleh Lv = 105 m~ Pergeseran vertikal dari titik PPV ke bagian lengkung = Lv
Ev =A.Lv
=8.00218 . 105
= 1.050 m800 800
Titik PPV'~ Elevesi PPV' = PPV - Ev
= 105.00 - 1.050 = 103.95~ Jarak PPV' = 1 + 150 m
Titik PLV~ Elevesi PLV =
= 105.00 - ( 0.00 % . 1/2 . 105~ Jarak PLV = PPV - 1/2.Lv
= 1 + 150 - 1/2 . 105 = 1 + 97.5
Titik PTV~ Elevesi PTV =
= 105.00 - ( 8.00 % . 1/2 . 105~ Jarak PTV = PPV + 1/2.Lv
= 1 + 150 + 1/2 . 105 = 1 + 202.5Titik P dan Q
x = 1/4 .Lv= 1/4 . 105 = 26.250 m
y = =8.00 . 689.06
= 0.263 m200Lv 200 . 105
~ Elevasi P== 105.00 - ( 0.00 % . 26.250 ) - 0.263
~ Jarak P = PPV - x= 1 + 150 - 26.250 = 1 - 123.75
~ Elevasi Q== 105.00 - ( 8.00 % . 26.250 ) - 0.263
~ Jarak Q = PPV + x= 1 + 150 + 26.250 = 1 + 176.25
GAMBAR LENGKUNG VERTIKAL CEKUNG STA. 1 + 150
g1g2
g1 - g2
PPV - ( g1 % . 1/2.Lv )
PPV + ( g2 % . 1/2.Lv )
A . x2
PPV - ( g1 % . x ) - y
PPV + ( g2 % . x ) - y
-
50
X = 26.250 X = 26.250 X = 26.250
Elevasi (m) 105.00 104.74 103.95 102.64Jarak (m) 1 + 115.0 1 + 120.00 1 + 150 1 + 130.00
PPV
Qy = -0.29
mPPV'P
g2 %
g1 %
%
Ev = -1.17 m
-
50
m
%
= 8.00 %
) = 105.00 m
97.5 m
) = 100.80 m
202.5 m
0.263 = 104.74 m
0.263 = 102.64 m
m
PTV
-
50
X = 26.250 m
102.64 100.80130.00 1 + 135.0
PTV
y = -0.29 m
PLV
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TABEL VARIBEL ALINYEMEN VERTIKAL TYPE CEMBUNG
No PATOK Vg1 g2
A PPV (m) L Ev PPV' (m)Elev Elev
x yElev Elev
% % PLV PTV P Q1 Sta ( 1 + 150 ) 60 4.6 0 4.6 85.12 62 0.357 84.76 84 85.12 15.50 0.089 84.32 85.032 Sta ( 1 + 990 ) 60 5.08 0 5.08 134.28 70 0.445 133.84 133 134.28 17.50 0.111 133.28 134.173 Sta ( 2 + 310 ) 60 10 0 10 161 140 1.750 159.25 154 161.00 35.00 0.438 157.06 160.564 Sta ( 2 + 590 ) 60 10 0 10 186 140 1.750 184.25 179 186.00 35.00 0.438 182.06 185.565 Sta ( 2 + 930 ) 60 6.5 0 6.5 203.75 90 0.731 203.02 201 203.75 22.50 0.183 202.10 203.576 Sta ( 4 + 990 ) 60 1.9 0 1.9 258.8 40 0.095 258.71 258 258.80 10.00 0.024 258.59 258.787 Sta ( 5 + 460 ) 60 6.34 0 6.34 289.09 88 0.697 288.39 286 289.09 22.00 0.174 287.52 288.928 Sta ( 5 + 950 ) 60 2.89 0 2.89 310 40 0.145 309.86 309 310.00 10.00 0.036 309.67 309.969 Sta ( 6 + 870 ) 60 3.33 0 3.33 326.66 41 0.171 326.49 326 326.66 10.25 0.043 326.28 326.6210 Sta ( 7 + 970 ) 60 0 -8.64 8.64 311.9 120 1.296 310.60 312 306.72 30.00 0.324 311.58 308.9811 Sta ( 9 + 380 ) 60 0 -7.88 7.88 258.33 110 1.084 257.25 258 254.00 27.50 0.271 258.06 255.8912 Sta ( 9 + 780 ) 60 0 -2.38 2.38 229.2 40 0.119 229.08 229 228.72 10.00 0.030 229.17 228.9313 Sta ( 11 + 520 ) 60 0.33 0 0.33 133.33 40 0.017 133.31 133 133.33 10.00 0.004 133.29 133.3314 Sta ( 12 + 330 ) 60 0 -6.63 6.63 97.5 92 0.762 96.74 98 94.45 23.00 0.191 97.31 95.78
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TABEL VARIBEL ALINYEMEN VERTIKAL TYPE CEKUNG
No Sta Vg1 g2
A PPV (m) L Ev PPV' (m)Elev Elev
x yElev Elev
% % PLV PTV P Q1 Sta ( 1 + 150 ) 70 0 8.17 -8.17 105 115 -1.174 103.83 105 109.70 28.75 -0.294 105.29 107.642 Sta ( 1 + 510 ) 60 0 5.60 -5.6 121.9 74 -0.518 121.38 121.9 123.97 18.50 -0.130 122.03 123.073 Sta ( 3 + 240 ) 60 0 8.88 -8.88 205 123 -1.365 203.63 205 210.46 30.75 -0.341 205.34 208.074 Sta ( 3 + 620 ) 60 0 8.34 -8.34 232 116 -1.209 230.79 232 236.84 29.00 -0.302 232.30 234.725 Sta ( 3 + 950 ) 60 0 4.95 -4.95 251.66 68 -0.421 251.24 251.66 253.34 17.00 -0.105 251.77 252.616 Sta ( 6 + 420 ) 60 0 5.14 -5.14 314.58 70 -0.450 314.13 314.58 316.38 17.50 -0.112 314.69 315.597 Sta ( 7 + 550 ) 60 0 3.99 -3.99 294.61 50 -0.249 294.36 294.61 295.61 12.50 -0.062 294.67 295.178 Sta ( 8 + 390 ) 60 -9.54 0.00 -9.54 276.47 130 -1.550 274.92 282.671 276.47 32.50 -0.388 279.96 276.869 Sta ( 8 + 810 ) 60 -4.48 0.00 -4.48 260 68 -0.381 259.62 261.5232 260.00 17.00 -0.095 260.86 260.1010 Sta ( 10 + 310 ) 60 -2.03 0.00 -2.03 213.57 40 -0.102 213.47 213.976 213.57 10.00 -0.025 213.80 213.6011 Sta ( 10 + 700 ) 60 -9.83 0.00 -9.83 185.66 136 -1.671 183.99 192.3444 185.66 34.00 -0.418 189.42 186.0812 Sta ( 10 + 930 ) 60 -9.66 0.00 -9.66 166 128