Perhitungan Fian

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



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




= 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


= 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


= 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


= 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


= 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


= 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




= 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


= 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


= 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


= 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


= 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



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

37

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

37

50 1.55 3.10 D

37

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


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



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



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



83 5 + 40 260.555 -0.755 -2.517 261.31 261.951 0.641 2.137 0.190



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



112 6 + 920 327.272 2.272 7.573 325 322.727 -2.273 -7.577 0.002



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



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



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



197 12 + 430 90.000 -1.330 -4.433 91.33 93 1.670 5.567 0.567



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



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



D

B

D

D

B

D

D

D

D

B

D

D

D

D

D

B

D

D

D

D



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



D



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



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

D



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



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



D



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



100



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



B 0 + 0 2 0.0000 1.7513 0.0000 3.2513 0.00000



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



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



718.7082 0.0000



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

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

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

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


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


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


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


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


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


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

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


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


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


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


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


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


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

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



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



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

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

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

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

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

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

Perhitungan Fian

Documents

Transcript of Perhitungan Fian