PERANCANGAN GEOMETRIK JALAN

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

I. PENENTUAN DATA PERENCANAAN GEOMETRIK

(pada soal)
II. PENENTUAN TRASE JALAN
( terlampir)

MUKHLIS IBRAHIM / D111 15 028 MARDIASKAH BANGKIT TULAK / D111 15 516

PERANCANGAN GEOMETRIK JALAN

III. MENENTUKAN KLASIFIKASI MEDAN

JENIS MEDAN KEMIRINGAN MELINTANG RATA-RATA

Datar 0 - 2.9 %
Perbukitan 3 - 24,9 %
Pegunungan > 25 %

# Cara perhitungan ketinggian stasiun

a Tinggi Sta. = a - p x (a-b)

p 0 + 300 p+q
q b

# Cara perhitungan kemiringan lereng (%)

Beda tinggi
= x 100
Jarak stasiun

# Perhitungan Panjang Lintasan Tikungan

L= L
x2pR
360

Untuk Tikungan I Untuk Tikungan II

R= 190 R= 185
= 77 0 = 80 0

77 80
L= x 2 x 3.14 x 190 L= x 2 x 3.14 x 185
360 360
= 255.34 m = 258.18 m

Untuk Tikungan III Untuk Tikungan IV

R= 220 R= 220
= 68 0 = 71 0

68 71
L= x 2 x 3.14 x 220 L= x 2 x 3.14 x 220
360 360
= 261.10 m = 272.62 m

Untuk Tikungan V
R= 240
= 65 0

65
L= x 2 x 3.14 x 240
360

MUKHLIS IBRAHIM / D111 15 028 MARDIASKAH BANGKIT TULAK / D111 15 516

PERANCANGAN GEOMETRIK JALAN

= 272.27 m

MUKHLIS IBRAHIM / D111 15 028 MARDIASKAH BANGKIT TULAK / D111 15 516

TABEL PROFIL MEMANJANG

LENGKUNG
JARAK BEDA
NOMOR TINGGI KEMIRINGAN TINGGI
R TINGGI Ket.
Δ (˚) L
STASIUN
STASIUN (m) As JALAN (%) RENCANA
(m) (m) (m)

P0 0 + 0 98.148 105.000
100 -6.852 -6.852 B
P1 0 + 100 105.000 114.000
100 -10.455 -10.455 B
P2 0 + 200 115.455 123.000
100 -11.163 -11.163 B
P3 0 + 300 126.618 132.000
100 -9.973 -9.973 B
P4 0 + 400 136.591 141.000
100 -10.450 -10.450 B
P5 0 + 500 147.041 150.000
100 -6.69 -6.690 B
P6 0 + 600 153.731 151.818
50 -2.329 -2.329 D
P7 0 + 650 156.060 152.727
50 -2.841 -2.841 D
P8 0 + 700 158.901 154.545
50 -2.646 -2.646 D
190 77 255
P9 0 + 750 161.547 156.364
50 -1.874 -1.874 D
P10 0 + 800 163.421 160.000
50 -1.451 -1.451 D
P11 0 + 850 164.872 156.444
100 0.378 0.378 D
P12 0 + 950 164.494 158.182
100 2.556 2.556 D
P13 1 + 50 161.938 160.000
100 8.938 8.938 B
P14 1 + 150 153.000 158.222
100 -1.800 -1.800 D
P15 1 + 250 154.800 156.444
100 2.383 2.383 D
P16 1 + 350 152.417 154.667
50 1.584 1.584 D
P17 1 + 400 150.833 153.778
50 0.666 0.666 D
P18 1 + 450 150.167 152.889
50 0.167 0.167 D
185 80 258
P19 1 + 500 150.000 152.000
50 -0.261 -0.261 D
P20 1 + 550 150.261 153.600
50 -1.090 -1.090 D
P21 1 + 600 151.351 155.200
100 -1.982 -1.982 D
P22 1 + 700 153.333 158.400
100 1.547 1.547 D
P23 1 + 800 151.786 161.600
100 -9.018 -9.018 B
P24 1 + 900 160.804 164.800
 100 -7.378 -7.378 B
P25 2 + 0 168.182 168.000
100 -11.151 -11.151 B
P26 2 + 100 179.333 175.800
100 -13.048 -13.048 B
P27 2 + 200 192.381 183.600
50 -5.098 -10.196 B
P28 2 + 250 197.479 187.500
50 -3.888 -3.888 B
P29 2 + 300 201.367 191.400
50 -3.561 -3.561 B
P30 2 + 350 204.928 195.300
50 -3.286 -3.286 B
P31 2 + 400 208.214 199.200
220 68 261
50 -3.773 -3.773 B
P32 2 + 450 211.987 203.100
50 -2.680 -2.680 D
P33 2 + 500 214.667 207.000
11 -0.133 -0.133 D
P34 2 + 511 214.800 207.516
100 -8.533 -8.533 B
P35 2 + 611 223.333 212.206
100 -1.667 -1.667 D
P36 2 + 711 225.000 216.897
50 0 0.000 D
P37 2 + 761 225.000 219.242
50 0 0.000 D
P38 2 + 811 225.000 221.587
50 -1.633 -1.633 D
P39 2 + 861 226.633 223.932
50 -1.581 -1.581 D
P40 2 + 911 220 71 272 228.214 226.278
50 -2.897 -2.897 D
P41 2 + 961 231.111 228.623
50 -4.507 -4.507 B
P42 3 + 11 235.618 230.968
22 -2.382 -2.382 D
P43 3 + 33 238.000 232.000
100 -4.588 -4.588 B
P44 3 + 133 242.588 234.000
100 -2.479 -2.479 D
P45 3 + 233 245.067 236.000
100 -0.933 -0.933 D
P46 3 + 333 246.000 238.000
100 0.758 0.758 D
P47 3 + 433 245.242 240.000
100 2.916 2.916 D
P48 3 + 533 242.326 242.000
100 -0.238 -0.238 D
P49 3 + 633 242.564 243.000
100 -5.436 -5.436 B
P50 3 + 733 248.000 244.000
100 4.667 4.667 B
P51 3 + 833 243.333 245.000
50 3.333 3.333 B

240 65 272
P52 3 + 883 240.000 245.500
50 0.985 0.985 D
P53 3 + 933 239.015 246.000
50 1.682 1.682 D
P54 3 + 983 240 65 272 237.333 246.500
50 -0.775 -0.775 D
P55 4 + 33 238.108 247.000
50 -1.892 -1.892 D
P56 4 + 83 240.000 249.419
22 -2.174 -2.174 D
P57 4 + 105 242.174 250.484
100 -11.576 -11.576 B
P58 4 + 205 253.750 255.323
100 -7.669 -7.669 B
P59 4 + 305 261.419 260.161
100 -4.914 -4.914 B
P60 4 + 405 266.333 265.000

4405
 JARAK DARI JARAK TINGGI BEDA TINGGI PILIH TINGGI RENCANA
PATOK AWAL
TINGGI As ASLI BEDA KEMIRINGAN
ANTAR TITIK RENCANA ASLI SETIAP 500 m

P0 0 0 98.148 105.000 -6.852 105.000 0 -45.000 -9.000

P1 100 100 105.000 114.000 -9.000 150.000 500 -10.000 -1.818
P2 200 100 115.455 123.000 -7.545 160.000 1050 8.000 1.778
P3 300 100 126.618 132.000 -5.382 152.000 1500 -16.000 -3.200
P4 400 100 136.591 141.000 -4.409 168.000 2000 -39.000 -7.800
P5 500 100 147.041 150.000 -2.959 207.000 2500 -25.000 -4.690
P6 600 100 153.731 151.818 1.913 232.000 3033 -10.000 -2.000
P7 650 50 156.060 152.727 3.333 242.000 3533 -5.000 -1.000
P8 700 50 158.901 153.636 5.265 247.000 4033 -18.000 -4.839
P9 750 50 161.547 154.545 7.002 265.000 4405
P10 800 50 163.421 155.455 7.966
P11 850 50 164.872 156.364 8.508
P12 950 100 164.494 158.182 6.312
P13 1050 100 161.938 160.000 1.938
P14 1150 100 153.000 158.222 -5.222
P15 1250 100 154.800 156.444 -1.644
P16 1350 100 152.417 154.667 -2.250
P17 1400 50 150.833 153.778 -2.945
P18 1450 50 150.167 152.889 -2.722
P19 1500 50 150.000 152.000 -2.000
P20 1550 50 150.261 153.600 -3.339
P21 1600 50 151.351 155.200 -3.849
P22 1700 100 153.333 158.400 -5.067
P23 1800 100 151.786 161.600 -9.814
P24 1900 100 160.804 164.800 -3.996
P25 2000 100 168.182 168.000 0.182
P26 2100 100 179.333 175.800 3.533
P27 2200 100 192.381 183.600 8.781
P28 2250 50 197.479 187.500 9.979
P29 2300 50 201.367 191.400 9.967
P30 2350 50 204.928 195.300 9.628
P31 2400 50 208.214 199.200 9.014
P32 2450 50 211.987 203.100 8.887
P33 2500 50 214.667 207.000 7.667
P34 2511 11 214.800 207.516 7.284
P35 2611 100 223.333 212.206 11.127 P0 105.000 -9.000 P5
P36 2711 100 225.000 216.897 8.103 P1 114.000 -9.000 P6
P37 2761 50 225.000 219.242 5.758 P2 123.000 -9.000 P7
P38 2811 50 225.000 221.587 3.413 P3 132.000 -9.000 P8
P39 2861 50 226.633 223.932 2.701 P4 141.000 -9.000 P9
P40 2911 50 228.214 226.278 1.936 P5 150.000 -9.000 P10
P41 2961 50 231.111 228.623 2.488 P11
P42 3011 50 235.618 230.968 4.650 P12
P43 3033 22 238.000 232.000 6.000 P13
P44 3133 100 242.588 234.000 8.588
P45 3233 100 245.067 236.000 9.067
P46 3333 100 246.000 238.000 8.000
P47 3433 100 245.242 240.000 5.242
P48 3533 100 242.326 242.000 0.326
P49 3633 100 242.564 243.000 -0.436
P50 3733 100 248.000 244.000 4.000
P51 3833 100 243.333 245.000 -1.667
P52 3883 50 240.000 245.500 -5.500
P53 3933 50 239.015 246.000 -6.985
P54 3983 50 237.333 246.500 -9.167
P55 4033 50 238.108 247.000 -8.892
P56 4083 50 240.000 249.419 -9.419
P57 4105 22 242.174 250.484 -8.310
P58 4205 100 253.750 255.323 -1.573
P59 4305 100 261.419 260.161 1.258
P60 4405 100 266.333 265.000 1.333
280.000

260.000

240.000

220.000

200.000

180.000

160.000

140.000

120.000

100.000

80.000

60.000

40.000

20.000

0.000
0 100 200 300 400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 1900 2000 2100 2200 2300 2400
150.000 -1.818 P13 160.000 1.778 P19 152.000 -3.200 P25 168.000 -7.800
151.818 -1.818 P14 158.222 1.778 P20 153.600 -3.200 P26 175.800 -7.800
152.727 -1.818 P15 156.444 1.778 P21 155.200 -3.200 P27 183.600 -7.800
153.636 -1.818 P16 154.667 1.778 P22 158.400 -3.200 P28 187.500 -7.800
154.545 -1.818 P17 153.778 1.778 P23 161.600 -3.200 P29 191.400 -7.800
155.455 -1.818 P18 152.889 1.778 P24 164.800 -3.200 P30 195.300 -7.800
156.364 -1.818 P19 152.000 1.778 P25 168.000 -3.200 P31 199.200 -7.800
158.182 -1.818 P32 203.100 -7.800
160.000 -1.818 P33 207.000 -7.800
 Column D
Column E

000 2100 2200 2300 2400 2500 2600 2700 2800 2900 3000 3100 3200 3300 3400 3500 3600 3700 3800 3900 4000 4100 4200 4300 4400 4500 4600
P33 207.000 -4.690 P43 232.000 -2.000 P48 242.000 -1.000 P55 247.000 -4.839
P34 207.516 -4.690 P44 234.000 -2.000 P49 243.000 -1.000 P56 249.419 -4.839
P35 212.206 -4.690 P45 236.000 -2.000 P50 244.000 -1.000 P57 250.484 -4.839
P36 216.897 -4.690 P46 238.000 -2.000 P51 245.000 -1.000 P58 255.323 -4.839
P37 219.242 -4.690 P47 240.000 -2.000 P52 245.500 -1.000 P59 260.161 -4.839
P38 221.587 -4.690 P48 242.000 -2.000 P53 246.000 -1.000 P60 265.000 -4.839
P39 223.932 -4.690 P54 246.500 -1.000
P40 226.278 -4.690 P55 247.000 -1.000
P41 228.623 -4.690
P42 230.968 -4.690
P43 232.000 -4.690
 Column D
Column E

00 4500 4600
 8.5m KIRI (a) BATAS 8.5m KANAN (b) BATAS
TITIK BAWAH BAWAH
jrk titik(X1) jrk total(X2) intrval tinggi titik jrk titik jrk total intrval tinggi titik
P0 12 14 10 98.571 90 11 14.2 10 97.746 90
P1 4 6 10 106.667 100 2.8 5.8 10 104.828 100
P2 6 11 10 115.455 110 5.5 10.5 10 115.238 110
P3 5 6.5 10 127.692 120 4.5 7 10 126.429 120
P4 6 9 10 136.667 130 5.5 8.6 10 136.395 130
P5 7 11 10 146.364 140 6.5 9 10 147.222 140
P6 7 19.8 10 153.535 150 8 20 10 154.000 150
P7 12 19 10 156.316 150 12.2 19 10 156.421 150
P8 15 16.8 10 158.929 150 15.2 17 10 158.941 150
P9 3.5 18 10 161.944 160 2.5 18 10 161.389 160
P10 7 18.5 10 163.784 160 6 19 10 163.158 160
P11 11 21 10 165.238 160 9.5 20 10 164.750 160
P12 9.5 18 10 165.278 160 7.5 18 10 164.167 160
P13 3.5 16 10 162.188 160 2.5 16.5 10 161.515 160
P14 4.5 8 10 155.625 150 3 7.8 10 153.846 150
P15 6 12.4 10 154.839 150 5 14 10 153.571 150
P16 3.5 11.8 10 152.966 150 2.1 12 10 151.750 150
P17 2 12 10 151.667 150 0.5 12 10 150.417 150
P18 1 12 10 150.833 150 9.5 10.2 10 149.314 140
P19 1.2 12.2 10 150.984 150 8.5 9.2 10 149.239 140
P20 1.1 11.8 10 150.932 150 7.5 8 10 149.375 140
P21 2.5 11.1 10 152.252 150 0.9 11.1 10 150.811 150
P22 4.2 11.8 10 153.559 150 2.8 11.8 10 152.373 150
P23 2.2 8.1 10 152.716 150 1 8.1 10 151.235 150
P24 1.5 11 10 161.364 160 0 11.1 10 160.000 160
P25 9.5 11 10 168.636 160 8.5 11 10 167.727 160
P26 0 6 10 180.000 180 7 8 10 178.750 170
P27 4.4 11.8 10 193.729 190 4 12 10 193.333 190
P28 9.4 12 10 197.833 190 8.5 12 10 197.083 190
P29 2 13.8 10 201.449 200 2 14 10 201.429 200
P30 7 14 10 205.000 200 7 14.1 10 204.965 200
P31 11.2 13.9 10 208.058 200 11.8 14 10 208.429 200
P32 2.2 15 10 211.467 210 3 15.1 10 211.987 210
P33 6.4 14 10 214.571 210 7.5 14.8 10 215.068 210
P34 7.8 14.5 10 215.379 210 8.8 14.9 10 215.906 210
P35 3 4 5 223.750 220 4 4.5 5 224.444 220
P36 0 1 0 225.000 225 0 1 0 225.000 225
P37 0 1 0 225.000 225 0 1 0 225.000 225
P38 0 15 5 225.000 225 0 15.5 5 225.000 225
P39 4.8 14 5 226.714 225 5 15 5 226.667 225
P40 8.9 13 5 228.423 225 9.5 14 5 228.393 225
P41 0.5 9 10 230.556 230 1 8.9 10 231.124 230
P42 5 9.8 10 235.102 230 6.8 9 10 237.556 230
P43 7 10 10 237.000 230 8 9.4 10 238.511 230
P44 1.5 13.2 10 241.136 240 3 8.2 10 243.659 240
P45 3 7.8 10 243.846 240 4 7.4 10 245.405 240
P46 5 10 10 245.000 240 6.5 10 10 246.500 240
P47 6 12.5 10 244.800 240 7 12.5 10 245.600 240
P48 2.5 12 10 242.083 240 3.8 12 10 243.167 240
P49 1.7 7 10 242.429 240 2.5 7 10 243.571 240
P50 11.5 15 10 247.667 240 13 15.3 10 248.497 240
P51 3.5 12 10 242.917 240 4.5 12 10 243.750 240
P52 0 11 10 240.000 240 1 10.8 10 240.926 240
P53 10 13.2 10 237.576 230 11.6 13.4 10 238.657 230
P54 10.5 15 10 237.000 230 12 15 10 238.000 230
P55 11.2 15 10 237.467 230 12.5 14.8 10 238.446 230
P56 13.8 14 10 239.857 230 0.5 6 10 240.833 240
P57 1 5.8 10 241.724 240 2 6 10 243.333 240
P58 2.5 8 10 253.125 250 4 8 10 255.000 250
P59 2 15 10 261.333 260 3 15 10 262.000 260
P60 9.5 15 10 266.333 260 10 15 10 266.667 260
TABEL PROFIL MELINTANG

Tinggi 8,5 meter sebelah kiri TINGGI Tinggi 8,5 meter sebelah kanan
STASIUN Tinggi Titik Beda Tinggi Kemiringan AS JLN Tinggi Titik Beda Tinggi Kemiringan
(m) (m) % (m) (m) (m) %

P0 0 + 0 98.571 0.423 4.982 98.148 97.746 -0.402 -4.724

P1 0 + 100 106.667 1.667 19.608 105.000 104.828 -0.172 -2.028

P2 0 + 200 115.455 0.000 -0.005 115.455 115.238 -0.217 -2.552

P3 0 + 300 127.692 1.074 12.639 126.618 126.429 -0.189 -2.229

P4 0 + 400 136.667 0.076 0.890 136.591 136.395 -0.196 -2.302

P5 0 + 500 146.364 -0.677 -7.969 147.041 147.222 0.181 2.132

P6 0 + 600 153.535 -0.196 -2.302 153.731 154.000 0.269 3.165

P7 0 + 650 156.316 0.256 3.009 156.060 156.421 0.361 4.248

P8 0 + 700 158.929 0.028 0.324 158.901 158.941 0.040 0.473

P9 0 + 750 161.944 0.397 4.676 161.547 161.389 -0.158 -1.860

P10 0 + 800 163.784 0.363 4.268 163.421 163.158 -0.263 -3.095

P11 0 + 850 165.238 0.366 4.307 164.872 164.750 -0.122 -1.435

P12 0 + 950 165.278 0.784 9.221 164.494 164.167 -0.327 -3.851

P13 1 + 50 162.188 0.250 2.935 161.938 161.515 -0.423 -4.975

P14 1 + 150 155.625 2.625 30.882 153.000 153.846 0.846 9.955

P15 1 + 250 154.839 0.039 0.455 154.800 153.571 -1.229 -14.454

P16 1 + 350 152.966 0.549 6.460 152.417 151.750 -0.667 -7.847

P17 1 + 400 151.667 0.834 9.808 150.833 150.417 -0.416 -4.898

P18 1 + 450 150.833 0.666 7.839 150.167 149.314 -0.853 -10.039

P19 1 + 500 150.984 0.984 11.572 150.000 149.239 -0.761 -8.951

P20 1 + 550 150.932 0.671 7.897 150.261 149.375 -0.886 -10.424

P21 1 + 600 152.252 0.901 10.603 151.351 150.811 -0.540 -6.355

P22 1 + 700 153.559 0.226 2.663 153.333 152.373 -0.960 -11.296

P23 1 + 800 152.716 0.930 10.942 151.786 151.235 -0.551 -6.487

P24 1 + 900 161.364 0.560 6.584 160.804 160.000 -0.804 -9.459

P25 2 + 0 168.636 0.454 5.345 168.182 167.727 -0.455 -5.350

P26 2 + 100 180.000 0.667 7.847 179.333 178.750 -0.583 -6.859

P27 2 + 200 193.729 1.348 15.857 192.381 193.333 0.952 11.204

P28 2 + 250 197.833 0.354 4.169 197.479 197.083 -0.396 -4.655

P29 2 + 300 201.449 0.082 0.968 201.367 201.429 0.062 0.724

P30 2 + 350 205.000 0.072 0.847 204.928 204.965 0.037 0.430

P31 2 + 400 208.058 -0.156 -1.841 208.214 208.429 0.215 2.524

P32 2 + 450 211.467 -0.520 -6.122 211.987 211.987 0.000 -0.003

P33 2 + 500 214.571 -0.096 -1.124 214.667 215.068 0.401 4.713

P34 2 + 511 215.379 0.579 6.815 214.800 215.906 1.106 13.012

P35 2 + 611 223.750 0.417 4.906 223.333 224.444 1.111 13.076

P36 2 + 711 225.000 0.000 0.000 225.000 225.000 0.000 0.000

P37 2 + 761 225.000 0.000 0.000 225.000 225.000 0.000 0.000

P38 2 + 811 225.000 0.000 0.000 225.000 225.000 0.000 0.000

P39 2 + 861 226.714 0.081 0.956 226.633 226.667 0.034 0.396

P40 2 + 911 228.423 0.209 2.460 228.214 228.393 0.179 2.104

P41 2 + 961 230.556 -0.555 -6.535 231.111 231.124 0.013 0.148

P42 3 + 11 235.102 -0.516 -6.070 235.618 237.556 1.938 22.795

P43 3 + 33 237.000 -1.000 -11.765 238.000 238.511 0.511 6.008

P44 3 + 133 241.136 -1.452 -17.078 242.588 243.659 1.071 12.595

P45 3 + 233 243.846 -1.221 -14.363 245.067 245.405 0.338 3.981

P46 3 + 333 245.000 -1.000 -11.765 246.000 246.500 0.500 5.882

P47 3 + 433 244.800 -0.442 -5.200 245.242 245.600 0.358 4.212

P48 3 + 533 242.083 -0.243 -2.855 242.326 243.167 0.841 9.890

P49 3 + 633 242.429 -0.135 -1.593 242.564 243.571 1.007 11.852

P50 3 + 733 247.667 -0.333 -3.922 248.000 248.497 0.497 5.844

P51 3 + 833 242.917 -0.416 -4.898 243.333 243.750 0.417 4.906

P52 3 + 883 240.000 0.000 0.000 240.000 240.926 0.926 10.893

P53 3 + 933 237.576 -1.439 -16.932 239.015 238.657 -0.358 -4.215

P54 3 + 983 237.000 -0.333 -3.918 237.333 238.000 0.667 7.847

P55 4 + 33 237.467 -0.641 -7.545 238.108 238.446 0.338 3.976

P56 4 + 83 239.857 -0.143 -1.681 240.000 240.833 0.833 9.804

P57 4 + 105 241.724 -0.450 -5.292 242.174 243.333 1.159 13.639

P58 4 + 205 253.125 -0.625 -7.353 253.750 255.000 1.250 14.706

P59 4 + 305 261.333 -0.086 -1.008 261.419 262.000 0.581 6.835

P60 4 + 405 266.333 0.000 0.004 266.333 266.667 0.334 3.925

Keterangan :
Datar = X<3
Bukit = 3 ≤ X < 25
Gunung = X ≥ 25
Kemiringan Klasifikasi
Rata-rata Medan
%

4.853 B

10.818 B

1.273 D

7.434 B

1.596 D

-5.051 B

-2.733 D

-0.619 D

-0.074 D

3.268 D

3.682 B

2.871 D

6.536 B

3.955 B

10.464 B

7.455 B

7.154 B

7.353 B

8.939 B

10.262 B

9.160 B

8.479 B

6.979 B

8.715 B
8.021 B

5.348 B

7.353 B

2.326 D

4.412 B

0.122 D

0.209 D

-2.182 D

-3.059 D

-2.918 D

-3.098 D

-4.085 B

0.000 D

0.000 D

0.000 D

0.280 D

0.178 D

-3.341 B

-14.432 B

-8.886 B

-14.836 B

-9.172 B

-8.824 B

-4.706 B

-6.373 B

-6.723 B

-4.883 B
-4.902 B

-5.447 B

-6.359 B

-5.882 B

-5.760 B

-5.742 B

-9.466 B

-11.029 B

-3.922 B

-1.961 D
PERHITUNGAN DERAJAT LENGKUNG MAX PADA SETIAP TIKUNGAN

Kendaraan saat melalui tikungan dengan kecepatan (V) akan menerima gaya
sentrifugal yang akan menyebabkan kendaraan tidak stabil. Untuk mengimbangi gaya
sentrifugal tersebut, perlu dibuat suatu kemiringan melintang jalan pada tikungan yang
disebut Superelevasi (e)
Pada saat kendaraan melalui daerah superelevasi, akan terjadi gesekan arah
melintang jalan antara ban kendaraan dan permukaan aspal yang menimbulkan gaya
melintang . Perbandingan antara gaya gaya normal disebut koefisien gesekan
melintang (f).
Untuk menghindari terjadinya kecelakaan, maka untuk kecepatan tertentu dapat
dihitung jari-jari minimum untuk superelevasi maksimum dan koefisien gesekan
maksimum.
f mak   0 . 00065 V R  0 . 192
2
VR
R min 
127 ( e mak  f mak )

25 181913,53(emak  f mak )
D 360 o dan Dmak 
2pR
2
VR

Dimana : Rmin = Jari-jari tikungan minimum (m)

VR = Kecepatan kendaraan rencana (km/jam)
emak = superelevasi maksimum, (%)
fmak = Koefisien gesekan melintang maksimum
D = Derajat lengkung
Dmak = Derajat maksimum

Untuk pertimbangan perencanaan, digunakan emak = 10 % dan fmak dengan persamaan

 Contoh perhitungan pada Tikungan 1: Tikungan 2
Diketahui : VR = 60 km/jam Diketahui : VR = 60 km/jam
emak = 0.1 emak = 0.1
fmak = -0.00065 60 + 0.192 = 0.15 fmak = -0.00065 60 + 0.192 = 0.153

25 25
D= 360 = 7.53892 o
D= 360 = 7.74267 o
2 π 190 2 π 185
60 2 60 2
Rmin = = 112.041 m Rmin = = 112.041 m
127 (0.1 + 0.153) 127 ( 0.1+ 0.153)
181913.53 ( 0.1 +0.153) 181913.53 ( 0.1 +0.153)
Dmak = = 12.7845 o Dmak = = 12.7845 o
60 2 60 2
VR R
Tikungan D Rmin Dmak
(km/jam) (m)
Tikungan 1 60 190 7.539 112.041 12.784 tikungan fmak rmin
Tikungan 2 60 185 7.743 112.041 12.784 1 0.153 112.041
Tikungan 3 60 220 6.511 112.041 12.784 2 0.153 112.041
Tikungan 4 60 220 6.511 112.041 12.784 3 0.153 112.041
Tikungan 5 60 240 5.968 112.041 12.784 4 0.153 112.041
5 0.153 112.041

0.58969306
Tikungan 3
Diketahui : VR = 60 km/jam
emak = 0.1
fmak = -0.00065 60 + 0.192 = 0.153

D= 25 360 = 6.51088 o
2 π 220
60 2
Rmin = = 112.041 m
127 ( 0.1 + 0.153)
181913.53 ( 0.1 +0.153)
Dmak = = 12.7845 o
60 2

Tikungan 4
Diketahui : VR = 60 km/jam
emak = 0.1
fmak = -0.00065 60 + 0.192 = 0.153

25
D= 360 = 6.51088 o
2 π 220
60 2
Rmin = = 112.041 m
127 0.1 + 0.153)
(
181913.53 ( 0.1 +0.153)
Dmak = = 12.7845 o
60 2
Tikungan 5
Diketahui : VR = 60 km/jam
emak = 0.1
fmak = -0.00065 60 + 0.192 = 0.153

25
D= 360 = 5.96831 o
2 π 240
60 2
Rmin = = 112.041 m
127 0.1 + 0.153)
(
181913.53 ( 0.1 +0.153)
Dmak = = 12.7845 o
60 2
A. Menentukan Tipe tikungan

Syarat Tikungan :

Tikungan Spiral-Spiral bila

Dimana :

Tikungan I
Rc =
∆ =
D =

e =
Ls =
P 

Lc 

s 

0.059

P 

s 
50.0
Ls 2
24 Rc

=
Dari Tabel 4.7 untuk emak =

m
Ls 2
24 Rc

90 Ls
p Rc
0,15V
(   2s )
180
90 Ls
p Rc

1432.39

=
=
190
PERENCANAAN TIKUNGAN

PENENTUAN TIPE TIKUNGAN

Tikungan Full Circle bila P < 0,25 m

Tikungan Spiral-Circle-Spiral ( S-C-S ) bila

xp xRc

24

90
P > 0,25 m
Lc < 25 m

= 7.5388947
10 % dan

2500
x 190

x
50
D =

=
Lc > 25 m
P > 0,25 m
Lc + 2Ls < 2Ts

(Ls diperoleh pada tabel 4.7 Buku Perencanaan Geometrik Jalan)

190
77
1432.39
m
o

7.5389

0.548246

= 7.5389184
, diperoleh :
 1
2
3
4
5

e
s 

Lc 

Syarat Tikungan :

Tikungan

Tikungan

1
2
3
4
5
R (m)
90 Ls
p Rc

190
185
220
220
240
180

B. Distribusi Super elevasi

D
Dmak
kontrol e < emak
02,15VR/2
=

(   2s )

Lc > 25 m
P > 0,25 m

∆ (o)
77
80
68
71
65

emak =

Rc (m)

190
185
220
220
240
3.14

xpxRc =
x

D
77

7.538895
7.742649
6.510864
6.510864
5.968292

12.784

6% <

D (O)

7.539
7.743
6.511
6.511
5.968
190

= 205.34167 m
-

10 %
2
= 7.5389184

180

205.34 m
0.5482 m

e
0.059
0.061
0.051
0.051
0.047

DISTRIBUSI SUPERELEVASI

Contoh perhitungan pada tikungan I

7.539
0.1

TABEL 5 Distribusi Superelevasi

7.5

Digunakan Tikungan Spiral - Circle - Spiral

Perhitungan selanjutnya disajikan dalam tabel :

OK

Dmak
( )
o

12.784
12.784
12.784
12.784
12.784
x

Ls (m)
50.0
50.0
50.0
50.0
50.0
3.14 x 190

> 25 m
> 0.25 m

P
0.5482
0.5631
0.4735
0.4735
0.4340

= 0.059 = 5.9 %

e (%)

5.9
6.1
5.1
5.1
4.7
θs
7.53892
7.74267
6.51088
6.51088
5.96831

Kontrol
e < 10 %
Memenuhi
Memenuhi
Memenuhi
Memenuhi
Memenuhi
Keterangan :

peralihan ).
2z
C. Perhitungan lengkung Peralihan

k
Xs

TS
Ts

Es = Jarak dari PI ke busur lingkaran

өc = Sudut lengkung circle
өs = Sudut lengkung spiral
Rc = Jari-jari lingkaran
p
k
= Pergeseran tangen terhadap spiral
SC
Ys

өs

= Absis dari p pada garis tangen spiral

o
Es

Rc өc Rc
өs

Komponen S-
C-S
PI

SC

Contoh perhitungan pada tikungan S - C - S pada tikungan I

Dik: Rc
∆
VR
Ls
=
=
=
=
190 m
77 o
60 km/jam
50 m


Xs  LS  1 
Ls 2
 40 Rc
2



ST

Xs = absis titik SC pada garis tangen, jarak dari titik TS ke SC ( jarak lurus lengkung

Ys = Ordinat titik SC pada garis tegak lurus garis tangen, jarak tegak lurus ke titik
SC pada lengkung
Ls = 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 TS atau ke titik ST
TS = Titik dari tangen ke spiral
Sc = Titik dari spiral ke lingkaran
Tikungan
I
II
III
IV
V
k  Ls 

(m)
190
185
220
220
240
=

=
Ls 3
40Rc 2

50

( 190

L tot  Lc  2 Ls
= 205.34

TdRA2p
( o)

E. Pelebaran Pada Tikungan

77
80
68
71
65
-

Perhitungan selanjutnya ditabelkan

Rc ∆

B  n(b' c )  ( n  1)Td  z
Dimana : B
Ys 

 RcSins

Ls
50 3
40 190 2
Ts  ( Rc  p ) tan 1 / 2   k

(m)
Xs
50 49.913
50 49.909
50 49.935
50 49.935
50 49.946

Xs  LS  1 

6 Rc

p

( 190 + 0.55 ) 0.7954

Es  ( Rc  p) sec1/ 2  Rc
0.55)
Ls 2
 40 Rc
Ls 2

Ls 2
6 Rc

Ys
2

2.193
2.2523
1.8939
1.8939
1.7361
=

1.278 - 190

100 =

θs



190

2500
1140

 Rc (1  coss )

24.99

305.34

7.54
7.74
6.51
6.51
5.97
=

0.131 =

0.551
0.566
0.475
0.475
0.435
p

= Lebar total pada perkerasan di tikungan (m)

m
50

= 2.19298

k
24.99
24.98
24.99
24.99
24.99
=
(1-

24.99
m

176.56

53.48

Ts
176.56
180.69
173.70
182.25
178.17
m

m
50 2
40- 190 2

50 2
6 . 190

Es
)

-190 1 -

53.48
57.24
45.94
50.82
45.08
=

Lc
205.34
208.31
211.10
222.62
222.27
B
B
=
=
n
b'

c
Td

Untuk Tikungan 1

Diketahui :

Maka :
= Jumlah lajur

b'

z 

Z
=

n(b'+c)+(n-1)Td+z
2 ( 2.51 + 0.8 )
B > Lebar jalan lurus

2.4
=

Td  R 2  A 2 p  A
Td =

0 ,105 V

0.105
R
+
2

R
= Lebar lintasan truk di tikungan

b '  2, 4  {R  ( R 2  p 2 ) 2
p = Jarak as belakang dan as muka truk (jarak antar gandar)
= Kebebasan samping ( 0.4 m - 0.8 m ), diambil
= Lebar melintang akibat tonjolan depan (m)


Td  R 2  A 2 p  A
A = Tonjolan depan kendaraan

{ 36100 + 1.5

x
190
R

60

+ ( 2 - 1) 0.057 + 0.45705 =

Jadi dibutuhkan pelebaran sebesar = B - Bn

= 0.137 m
(
=

= 0.457 m
1.5 m
= Lebar tambahan akibat kelainan dalam mengemudi (m)

R =
VR =
z

Lebar jalan
190
60


=
0 ,105 V

b'  2,4  {R  ( R  p )
m
R

km/jam
7 m

{ 190
2
R

1/ 2

13
1
2

0.8 m

1/ 2

( 36100

R
+
R

1.5 )}
-
1

42.25 )

1/2

7.137
-
}

190 =

Bn = Lebar jalan =
= 2.5

0.057
F. Perhitungan Landai Relatif
Kemiringan 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.

1

e  en  B
m Ls
Dimana : 1/m = Landai relatif, (%)
e = Superelevasi Tikungan
en = kemiringan melintang normal = 2% = 0.02
B = Lebar lajur = 3.5 m

Contoh Tikungan I Contoh Tikungan 2

Ls = 50 Ls
e = 0.0590 e
1 0.059 0.02 3.5 1
= = 0.005528 = 0.55 %
m 50 m

Perhitungan Selanjutnya Ditabelkan

Tikungan Ls (m) e en B (m) 1/m (%)

1 50 0.05897 0.55
2 50 0.06056 0.56
3 50 0.05093 0.02 3.5 0.50
 0.02 3.5
4 50 0.05093 0.50
5 50 0.04668 0.47

G. Panjang Pencapaian Superelevasi

Panjang lengkung peralihan (Ls), menurut, Menurut tata cara Perencanaan Geometrik
Jalan 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 :
V R
Ls  T (Perencanaan Teknik Jalan Raya, Shirley L. H,Tabel 5.1, hal 97)
3 ,6
b. Berdasarkan antisipasi gaya sentrifugal, Digunakan rumus Modifikasi Shortt, sbb:
3
V V .e
Ls  0.022 R  2.727 R
RxC C
c. Berdasarkan tingkat pencapaian perubahan kelandaian

(em  en )
Ls  VR
3,6e
Dimana : T = Waktu tempuh = 3 detik
Rc = Jari-jari busur lingkaran,(m)
C = Perubahan percepatan, ( 0,3 - 1,0 ) diambil 0.4 m/det3
Γe = Tingkat pencapaian perubahan kelandaian melinyang jalan, sbb:
Untuk VR ≤ 60 km/jam
Γe = 0.035
en = kemiringan melintang normal = 2% = 0.02
emak = 0.1
D
e = emak
Dmak
Untuk Tikungan I
VR = 60 Km/jam
RC = 190 m
e = 0.059
V R 60
a. Ls  T = x 3 = 50 m
3,6 3.6
3
VR V .e
b. Ls  0.022  2.727 R
RxC C
216000 60 x 0.059
= 0.022 - 2.727 = 38.40 m
76 0.4
 ( em  en ) 0.1 - 0.02
c. Ls  VR = x 60 = 38.10 m
3, 6 e 3.6 x 0.035

H. Jarak Pandangan Pada Lengkung Horisontal

Jika Jh < Lt :

 28,65 J h 
E  R I 1  Cos I

 R 
Dimana : R
= Jari-jari tikungan (m)
RI
= Jari-jari sumbu lajur dalam
Jh
= Jarak pandang henti (m)
Lt = Panjang tikungan
B = Lebar lajur = 3.5 m
Contoh perhitungan pada Tikungan I Tikungan 2
Diketahui : Diketahui :
R = 190 m
R I
= R - B/2 = 190 - 1.75 = 188.25 m
Jh = 75 m

E = 188.25 1 0.980 = 3.723 E

Perhitungan selanjutnya ditabelkan

Tikungan R (m) RI (m) Jh (m) Lt (m) E (m)

 1 190 188.25 75 255 3.723
2 185 183.25 75 258 3.824
3 220 218.25 75 261 3.214
4 220 218.25 75 272 3.214
5 240 238.25 75 272 2.946

Rumus Jarak pandang

Untuk Tikungan 1 Untuk Tikungan 2

2 2
S  2p R I
S  2
360 360
15.08
= 2 3.14 188.25 = 49.539 m
360
Perhitungan selanjutnya lihat tabel
RI S Untuk Tikungan 4
Tikungan өs
(m) (m)
2
1
2
188.25
183.25
7.54
7.74
49.539
49.527
S  2
3 218.25 6.51 49.602
360
4 218.25 6.51 49.602
5 238.25 5.97 49.635

D. Diagram Super Elevasi

DIAGRAM SUPERELEVASI
Tikungan 1 ( belok Kanan )

Rc ∆ Ls
Tikungan Xs Ys өs p k Ts Es
(m) ( o) (m)
1 190 77 50 49.913 2.193 7.54 0.5506 24.99 176.56 53.48

PI
 PI

Ts
E
s
Ys

Xs

p SC CS
k

R R
kiri TS c өc c ST
ө өs kiri
kanan s ∆ kan
an

Kiri

Sumbu
jalan

Ka
na
n
Ls Lc L
s

-2% -2% 1

0% -2%
2

-2% 3

+5,9%

-5,9% 4

1 3 4 2 1
2

Tikungan 3 ( belok Kiri)

Rc ∆ Ls
Tikungan Xs Ys өs p k Ts Es
(m) ( o) (m)
3 220 68 50 49.935 1.8939 6.51 0.475 24.99 173.70 45.94
 PI

Ts
E
s
Y
s

Xs

SC SC
k
p
R R
kana TS өsc ∆s c ST
n
kiri
ө
∆ k
s i
r
i
o

Kanan

Sumbu
jalan

Kiri

Ls Lc Ls

-2% -2%
1

0
%2

- +2
2 %3
%
+5
.1
%
4
-
5.
41 4
1 2 3 3 2 1
%

Tikungan 5 ( belok Kanan)

Rc ∆ Ls
Tikungan Xs Ys өs p k Ts Es
Tikungan Xs Ys өs p k Ts Es
(m) ( o) (m)
5 240 65 50 49.946 1.7361 5.97 0.4352 24.99 178.17 45.08

PI

Ts
E
s
Ys

Xs

p SC CS
k

R R
kiri TS c өc c ST
ө өs kiri
kanan s ∆ kan
an

Kiri

Sumbu
jalan

Ka
na
n
Ls Lc L
s

-2% -2% 1

0% -2%
2

-2% 3

+4.7%

-4.7% 4

1 3 4 2 1
2
 01 NOVEMBER 2016 CREATOR96 - CIVIL ENGINEERIN

Xs

p SC CS
k

R
kiri TS c өc ө ST
ө kiri
s ∆ s kan
an

Kiri

Sumbu jalan

Ka
nan
Ls Lc L
s

-2% -2% 1

0% -2%
2

-2% 3

+5,9%

-5,9% 4

1 3 4 2 1
2
 PI

Ts
E
s
Y
s

Xs

SC SC
k
p
R R
kiri TS өsc ∆s c ST kiri
ө
∆ kan
s an

Kiri
e
=
Sumbu 8
,
jalan 2
-
2
%
Kana
n
Ls Lc Ls

-2% -
1
2
%
0%
-
2 2
%
-2% -
2 3
%
-
8,2
%
-8,2%
4

4 4
1 2 3 3 2 1
 PI

Ts
E
s
Y
s

Xs

SC SC
k
p
R R
kiri TS өsc ∆s c ST kiri
ө
∆ kan
s an

Kiri
e
=
Sumbu 8,
2
jalan %
-
2
%
Kana
n
Ls Lc Ls

-2% -
1
2
%
0%
-
2 2
%
-2% -
2 3
%
-
8,2
%
-8,2%
4

4 4
1 2 3 3 2 1
 PI

Ts
E
s
Y
s

Xs

SC SC
k
p
R R
kana TS өsc ∆s c ST kanan
n ө
∆ k
s i
r
i
o

Kanan
e
=
Sumbu 8.
2
jalan %
-
2
%
Kir
i
Ls Lc Ls

-2% -
1
2
%
0
%2

- -
2 2%3
%
-
8.
2
4%
-
8.
4 2 4
1 2 3 3 2 1
%
 PI

Ts
E
s
Y
s

Xs

SC SC
k
p
R R
kiri TS өsc ∆s c ST kiri
ө
∆ kan
s an

Kiri
e
=
Sumbu 5
,
jalan 6
-
2
%
Kana
n
Ls Lc Ls

-2% -
1
2
%
0%
-
2 2
%
-2% -
2 3
%
+5,6
%
-5,6%
4

4 4
1 2 3 3 2 1
 PI

E
s
Y
s

Xs

k
p
R R
kiri TS өsc ∆s c ST kiri
ө
∆ kan
s an

Kiri
e
=
Sumbu 5
.
jalan 9
-
2
%
Kana
n
Ls Lc Ls

-2% -
1
2
%
0%
-
2 2
%
-2% -
2 3
%
+5.9
%
-5.9%
4

4 4
1 2 3 3 2 1
1 2 3 3 2 1
 Jenis
θs Lc (m)
Tikungan
7.53892 205.34 S-C-S
7.74267 208.31 S-C-S
6.51088 211.10 S-C-S
6.51088 222.62 S-C-S
5.96831 222.27 S-C-S

Kontrol
e < 10 %
Memenuhi
Memenuhi
Memenuhi
Memenuhi
Memenuhi
tikungan 2
Dik: Rc = 185 m
∆ = 80 o

VR = 60 km/jam
Ls = 50 m

 Ls 2 
Xs  LS  1  2

 40 Rc 
  Ls 2 
49.913435 m Xs  LS  1  2
 = 50 (1-
40-
 40 Rc 
Ls 2 2500
Ys  = = 2.252 m
6 Rc 1110

Ls 2 50
0.991 = 0.55 m p  Rc (1  coss ) =
6 Rc 6

Ls 3
k  Ls   RcSins
40Rc 2
50 3
= 50 - - 185 0.1 = 24.98
40 185 2
Ts  ( Rc  p ) tan 1 / 2   k
= ( 185 + 0.57 ) 0.839+ 24.98 = 180.69

Es  ( Rc  p) sec1/ 2  Rc
= ( 185 + 0.57 ) 1.305 - 185 = 57.24

L tot  Lc  2 Ls

= 208.31 + 100 = 308.31 m

Kontrol
Lc Ltot
Ltot<2Ts
205.34 305.34 OK
208.31 308.31 OK
211.10 311.10 OK
222.62 322.62 OK
222.27 322.27 OK
 = 6.5 m

Untuk Tikungan 2

Diketahui : R = 185 m
VR = 60 km/jam
Lebar jalan = 7 m
1

Maka : b'  2,4  {R  ( R  p ) 2 2 2

2.5 m b' = 2.4 + { 185 - ( 34225 - 42.25


Td  R 2  A 2 p  A  1/ 2
R
0.057 m Td = { 34225 + 1.5 ( 13 + 1.5 )} 1/2 -

0 ,105 V
z  R

R
0.105 x 60
Z = = 0.463 m
185

B = n(b'+c)+(n-1)Td+z
B = 2 ( 3 + 0.8 ) + ( 2 - 1) 0.059 + 0.463 = 7.15
B > Lebar jalan lurus
Lebar jalan = 7m Jadi dibutuhkan pelebaran sebesar = B - Bn Bn =
= 0.15 m

Untuk Tikungan 4

Diketahui : R = 220 m
VR = 60 km/jam
Lebar jalan = 7 m
1
b'  2,4  {R  ( R  p ) 2 2 2
 1

Maka : b'  2,4  {R  ( R  p ) 2 2 2

b' = 2.4 + { 220 - ( 48400 - 42.25


Td  R 2  A 2 p  A  1/ 2
R

Td = { 48400 + 1.5 ( 13 + 1.5 )} 1/2 -

0 ,105 V
z  R

R
0.105 x 60
Z = = 0.425 m
220

B = n(b'+c)+(n-1)Td+z
B = 2 ( 2 + 0.8 ) + ( 2 - 1) 0.049 + 0.425 = 7.066
B > Lebar jalan lurus
Jadi dibutuhkan pelebaran sebesar = B - Bn Bn =
= 0.066 m

diantara tepi perkerasan luar

ersentase kalandaian ini

Contoh Tikungan 2 Contoh Tikungan 3

= 50.0 Ls = 50.0
= 0.061 e = 0.051
0.061 0.02 3.5 1 0.051 0.02 3.5
= = 0.00564 = 0.56 % =
50 m 50

1/m (%)

0.55
0.56
0.50
 0.50
0.47

encanaan Geometrik

si lengkung peralihan,

Shirley L. H,Tabel 5.1, hal 97)

m/det3

Untuk Tikungan 2
VR = 60 Km/jam
RC = 185 m
e = 0.061
V R 60
a. Ls  T = x 3 = 50 m
3 ,6 3.6
3
VR V .e
b. Ls  0.022  2.727 R
RxC C
216000 60 x 0.061
= 0.022 - 2.727 = 39.44 m
74 0.4
 ( em  en ) 0.1 - 0.02
c. Ls  VR = x 60 = 38.10 m
3,6 e 3.6 x 0.035

Untuk Tikungan 4
VR = 60 Km/jam
RC = 220 m
e = 0.051
V R 60
a. Ls  T = x 3 = 50 m
3 ,6 3.6
3
VR V .e
b. Ls  0.022  2.727 R
RxC C
216000 60 x 0.051
= 0.022 - 2.727 = 33.17 m
88 0.4

( em  en ) 0.1 - 0.02
c. Ls  VR = x 60 = 38.10 m
3, 6 e 3.6 x 0.035

Tikungan 2 Tikungan 3
Diketahui : Diketahui :
R = 185 m R = 220 m
R = R - B/2
I
= 185 - 1.75 = 183.25 m RI = R - B/2 = 220
Jh = 75 m Jh = 75 m

= 183.25 1 0.979 = 3.824 E = 218.25 1 0.985

Kontrol Lt
E (m) Lajur
Jh < Lt luar Jh
 Jh

3.723 Memenuhi
3.824 Memenuhi
3.214 Memenuhi
3.214 Memenuhi E
2.946 Memenuhi Garis
pandang

Penghalang
pandangan
R
R R
'

Daerah bebas samping di tikungan,

untuk Jh < Lt

Untuk Tikungan 2 Untuk Tikungan 3

2 2
S  2p R I
S  2p R I

360 360
15.49 13.02
= 2 3.14 183.25 = 49.527 = 2 3.14 218.25
360 360

Untuk Tikungan 4 Untuk Tikungan 5

2 2
S  2p R I
S  2p R I

360 360
13.02 11.94
= 2 3.14 218.25 = 49.602 = 2 3.14 238.25
360 360

Tikungan 2 ( belok Kiri )

Rc ∆ Ls
Es Lc Ltot e% Tikungan Xs Ys өs p
(m) ( o ) (m)
53.48 205.34 305.34 5.9 2 185 80 50 49.91 2.252 7.74 0.566
 Ts
E
s
Y
s

Xs

SC
k
p
R
kana TS өsc
n
kiri
kiri

e=+5,9%
Sumbu
+2% jalan
0%
-2%
e=-5,9% Ki
ri
Ls

-2%

-
2
%

-
6.
4 1
1 3
%

Tikungan 4 ( belok Kiri)

Rc ∆ Ls
Es Lc Ltot e% Tikungan Xs Ys өs p
(m) ( o ) (m)
45.94 211.10 311.10 5.1 4 220 71 50 49.94 1.894 6.51 0.475
 Ts
E
s
Y
s

Xs

SC
k
p
R
kanan kana TS өsc
n
kiri

e=
+5,
+2%
1% Sumbu
0% jalan

e= -5.1%
-
2 Ki
% ri
Ls

-2%

-
2
%

-
5.
41
1 3
%

Es Lc Ltot e%
 Es Lc Ltot e%

45.08 222.27 322.27 4.7

kiri

e=+4.7%
+2%
0%
-2%
e=-4.7%
016 CREATOR96 - CIVIL ENGINEERING '15

e=+5,9%
+2%
0%
-2% -
e=-5,9%

-
e
=
8-2%
, 0%
2
-
2e=8,2
%

PI
 Ts
E
s
Ys

Xs

p SC CS
k

R R
TS c ө c ST
ө ө
s c∆ s kan
an

Kiri

Sumbu jalan

Kan
an
Ls Lc Ls
e
=
8,-2%
20% -2% -2% 1
%
-
2e=-8,2% 0%
% -2%
2

-2% 3

+8,2%

-8,2% 4

1 3 4
2
kanan

e
=
8.-2%
20%
%
-
2e=-8.2%
%
e
=
5-2%
, 0%
6
-
2e=-5,6
%
e
=
5-2%
. 0%
9
-
2e=-5.9
%
Tikungan II
Rc = 185 m
∆ = 80 o
1432 1432.39
D = = = 7.742649
R 185
Dari Tabel 4.6 untuk emak###
= % dan D = 7.742649 , diperoleh :
e = 0.061
Ls = 50 m
Ls 2 2500
P  = = 0.563063
24 Rc 24 x 185

90 Ls 90 50
s  = x = 7.742673
p Rc 3.1 185

(  2s ) 80 - 2 7.7427
Lc  xpxRc = x 3.14 x 185
180 180
= 208.3087 m
Syarat Tikungan :Lc > 25 m 208.3087 m > 25 m
P > 0,25 m 0.563063 m > 0.25 m
Digunakan Tikungan Spiral - Circle - Spiral

Tikungan III
Rc = 220 m
∆ = 68 o
1432 1432.39
D = = = 6.51086
R 220
Dari Tabel 4.6 untuk emak 10
= % dan D = 6.51086 , diperoleh :
e = 0.051
Ls= 50 m
Ls 2 2500
P  = = 0.473485
24 Rc 24 x 220

90 Ls 90 50
s  = x = 6.510884
p Rc
 90 Ls
s  = x = 6.510884
p Rc 3.14 220

(  2s) 68 - 2 6.511
Lc  xpxRc = x 3.14 x 220
180 180
= 211.101 m
Syarat TikunganLc > 25 m 211.1013 m > 25 m
P > 0,25 m 0.473485 m > 0.25 m
Digunakan Tikungan Spiral - Circle - Spiral
tikungan 3
Dik: Rc = 220 m
∆ = 68 o
VR = 60 km/jam
Ls = 60 m

 Ls 2 
Xs  LS  1  
2 
 40 Rc 
 50 2  Ls 2 
) = 49.9087 m Xs  LS  1  
2 
= 60 ( 1-
185 2 40 Rc
 
Ls 2 3600
Ys  = = 2.7 m
6 Rc 1320

50 2 Ls 2
- 185( 1- 0.991 )= 0.57 m p  Rc(1  coss ) =
185 6 Rc
Ls 3
k  Ls   RcSins
40Rc 2
60 3
m = 60 - - 220 0.1134 = 34.94
40 220 2
Ts  ( Rc  p ) tan 1 / 2  k
180.69 m =( 220+ 1.31 )0.675 + 34.94 = ###

Es  ( Rc  p) sec1/ 2  Rc
m = 220 1.31 ) 1.206 -220 = 46.95

L tot  Lc  2 Ls

= 211.10 + 120 = 331.10 m

 Untuk Tikungan 3

Diketahui : R = 220 m
VR= 60 km/jam
Lebar jalan = 7 m
1

Maka : b'  2,4  {R  ( R  p ) 2 2 2

) } = 2.5 m b' = 2.4 + { 220 - ( 48400 - 42


Td  R2  A 2 p  A  1/ 2
R
185 = 0.059 m Td= { 48400 + 1.5 ( 13 + 1.5 )} 1/2 -

0 ,105 V
z  R

R
0.105 x 60
Z = = ### m
220

B =n(b'+c)+(n-1)Td+z
B = 2 ( 2 + 0.8 ) + ( 2 - 1) 0.049 + 0.425 = 7.1
B > Lebar jalan lurus
Lebar jalan = 7m Jadi dibutuhkan pelebaran sebesar = B - Bn Bn=
= 0.07 m

Untuk Tikungan 5

Diketahui : R = 240 m
VR= 60 km/jam
Lebar jalan = 7 m
1
b'  2,4  {R  ( R  p ) 2 2 2
 1

Maka : b'  2,4  {R  ( R  p ) 2 2 2

) } = 2.5 m b' = 2.4 + { 240 - ( 57600 - 42


Td  R 2  A 2 p  A  1/ 2
R

220 = 0.049 m Td= { 57600 + 1.5 ( 13 + 1.5 )} 1/2 -

0 ,105 V
z  R

R
0.105 x 60
Z = = ### m
240

B =n(b'+c)+(n-1)Td+z
B = 2 ( 2 + 0.8 ) + ( 2 - 1) 0.045 + 0.407 = 7
` B > Lebar jalan lurus
Lebar jalan = 7m Jadi dibutuhkan pelebaran sebesar = B - Bn Bn=
= 0.03 m

Contoh Tikungan 4
Ls = 50.0
e = 0.051
3.5 1 0.051 0.02 3.5
= 0.004965 = ### % = = 0.005 = 0.496 %
m 50
Untuk Tikungan 3
VR = 60 Km/jam
RC = 220 m
e = 0.051
VR 60
a. Ls  T = x 3 = 50 m
3,6 3.6
3
VR V .e
b. Ls  0.022  2.727 R
RxC C
### 60 x 0.051
= 0.022 - 2.727 = 33.17 m
88 0.4
 ( em  en ) 0.1 - 0.02
c. Ls  VR = x 60 = 38.10 m
3,6 e 3.6 x ###

Untuk Tikungan 5
VR = 60 Km/jam
RC = 240 m
e = 0.047
VR 60
a. Ls  T = x 3 = 50 m
3,6 3.6
3
VR V .e
b. Ls  0.022  2.727 R
RxC C
### 60 x 0.047
= 0.022 - 2.727 = 30.40 m
96 0.4

( em  en )
c. Ls  V R = 0.1 - 0.02 x 60 = 38.10 m
3, 6 e 3.6 x ###

Tikungan 4 Tikungan 5
Diketahui : Diketahui :
R = 220 m
220 - 1.75 = 218 m RI = R - B/2 = 220 - 1.75 = 218 m
Jh = 75 m

0.985 = 3.214 E = 218.25 1 0.985 = ###

Lajur
dalam
 Lajur
dalam

2
2p R I

360
218.25 = 49.602

2
2p R I

360
238.25 = 49.635

p k Ts Es Lc Ltot e%

0.566 24.98 180.69 57.24 208.31 308.31 6.1

PI
 PI

E
s

SC

R
∆s c ST kana
ө n
∆ ki
s ri

Kanan
e=
+6
+2%
,1
Sumbu
%
0%
jalan

e=
Ki -6,1%
-
ri 2
%
Lc Ls

-2% -
1
2
%
0
%2

+
23
%

+
6
.
1
%
4
3 2

p k Ts Es Lc Ltot e%

0.475 24.99 182.25 50.82 222.62 322.62 5.1

 PI

E
s

SC

R
∆s c ST kana
ө n
∆ ki
s ri

Kanan
e=
+5
+2%
,1
Sumbu
%
0%
jalan

e=
Ki -5.1%
-
ri 2
%
Lc Ls

-2% -
1
2
%
0
%2

+
23
%

+
5
.
1
%
4
3 2
-

-
PI
 Ts

Ys

Xs

p S CS
k
C
R R
ST kir TS c өc c ST
kiri
i
ө ө
kan s ∆ s ka
an na
n
o

Kiri
e=+8,2%
+2%
0% Sumbu
jalan
-2%
e=-8,2%
K
a
n
Ls Ls aLc L
n s

-2% -2% 1

0 -2%
% 2

-2% 3

+5,6
%
-5,6% 4

2 1 1 2 3 4 2
Tikungan IV Tikungan V
Rc = 220 m Rc = 240 m
∆ = 71 o ∆ = 65 o
1432.39 1432 1432 1432
D= = = 6.511 D= =
R 220 R 240
Dari Tabel 4.6 untuk emak10=% dan D = 6.510864 , diperoleh : Dari Tabel 4.6 untuk emak =
e = 0.051 e = 0.047
Ls= 50 m Ls= 50 m
Ls 2 2500 Ls 2
P  = = 0.47348 P  =
24 Rc 24 x 220 24 Rc

90 Ls 90 50 90 Ls
s  = x = 6.51088 s  =
p Rc p Rc
 90 Ls 90 Ls
s  = x = 6.51088 s  =
p Rc 3.14 220 p Rc

(  2s) (  2s)
Lc  xpxRc = 71 - 2 6.5 x 3.14 x 220 Lc  xpxRc
180 180 180
= 222.6 m
Syarat TikunganLc > 25 m 222.62 m > 25 m Syarat TikungaLc > 25 m
P > 0,25 m 0.47348 m > 0.3 m P > 0,25 m
Digunakan Tikungan Spiral - Circle - Spiral Digunakan Tikungan Spi
tikungan 4
Dik: Rc = 220 m
∆ = 71 o
VR = 60 km/jam
Ls = 60 m

 Ls 2 
Xs  LS  1  2 
 40 Rc 
  Ls 2 
- ### 2 ) = 59.89 m Xs  LS  1  2  = 60 ( 1-
### 2
)
### 220 2 ### 220 2
 40 Rc 
Ls 2 3600
m Ys  = = 2.7 m
6 Rc 1320

60 2 Ls 2 60 2
- ( 1-
220 1 )= 1.31 m p  Rc(1  coss) = - (
220
6 220 6Rc 6 220

Ls 3
k  Ls   RcSins
40Rc 2
60 3
34.94 m = 60 - - 220 0.1 = 34.94 m
### 220 2
Ts  ( Rc  p ) tan 1 / 2  k
### m =( 220 +### ) 0.7 +34.94 = ### m

Es  ( Rc  p) sec1/ 2  Rc
46.95 m = 220 -
### ) 1.228 220 = 51.84 m

L tot  Lc  2 Ls
= 222.62 + 120 = ### m
) } = 2.5 m

220 = 0.049 m

Lebar jalan 7m
) } = 2.5 m

240 = 0.045 m

`
Lebar jalan 7m

Contoh Tikungan 5
Ls = 50.0
e = 0.047
1 0.047 0 3.5
= = 0.005 = 0.5 %
m 50
Tikungan 5
Diketahui :
R = 240 m
RI = R - B/2 = 240 - 1.75 = 238 m
Jh = 75 m

E = 238.3 1 0.988 = ###

PI
 Ts

Ys

Xs

p SC CS

R R
ST kir TS c ө c ST
kiri
i
ө ө kiri
ka s c∆ s ka
na na
n n
o

Kiri
e=+5,6 e=+5,9
%
+2% +2%
0% Sumbu 0%
jalan
-2% -2%
e=- e=-5,9
5,6% K
a
n
L aLc L
s n s

-2% -2% 1

0 -2%
% 2

-2%

+5,9
%
-5,9%

2 1 1 3 4 2 1
2
 1432
= 5.968
240
Dari Tabel 4.6 untuk e10 =
mak % dan D = 5.968 , diperoleh :

2500
= 0.434
24 x 240

90 50
x = 5.968
 x = 5.968
3.14 240

(  2s)
Lc  xpxRc = 65 - 2 6 x 3.1 x 240
180 180
= 222.3 m
Lc > 25 m 222.3 m > 25 m
P > 0,25 m 0.434 m > 0.25 m
Digunakan Tikungan Spiral - Circle - Spiral
tikungan 5
Dik: Rc = 240 m
∆ = 65 o
VR = 60 km/jam
Ls = 50 m

 Ls 2 
Xs  LS  1  2 
 40 Rc 
  Ls 2  ### 2
= 59.9 m Xs  LS  1  2  = 50 ( 1- ) = 49.946 m
### 240 2
 40 Rc 
Ls 2 2500
Ys  = = 1.7 m
6 Rc 1440

Ls 2 50 2
( 1 0.99 )= 1.31 m p  Rc(1  coss) = - ( 1 0.99 )= 0.44
240
6Rc 6 240

Ls 3
k  Ls   RcSins
40Rc 2
50 3
= 50 - - 240 0.1 = 24.99 m
### 240 2
Ts  ( Rc  p ) tan 1 / 2  k
=( 240 +### ) 0.6 +24.99 = ### m

Es  ( Rc  p) sec1/ 2  Rc
= 240 -
### ) 1.186 240 = 45.08 m

L tot  Lc  2 Ls
= 222.27 + 100 = ### m
PI
 Ts Ts

Ys

Xs Xs

p S CS p
k
C
R R
c c kana kiri
TS ө өc ө ST
n
TS
k s ∆ s
i
r
i o

K
a e=+8,2
n %
+2%
a
Sumbu
n 0%
jalan
-2%
e=-
8,2%
Kiri

L Lc L L
s s s

-2% -2% 1

0%
-2%
2

- +2%
2
%
+8,2%

-
8
,
2
%
1 2 3 4 2 1 1 2 3
0.44 m
PI
 Ys

S CS
C
R R
c ө c ST
ө ө kiri
s c∆ s ka
na
n
o

Kiri
e=+5,9
+2%
Sumbu 0%
jalan
-2%
e=-5,9
K
a
n
aLc L
n s

-2% -2% 1

0 -2%
% 2

-2%

+5,9
%
-5,9%

3 4 2 1
PERHITUNGAN JARAK HENTI
A. Perhitungan Jarak Pandang Henti
Untuk jalan datar :
V R2
Jh  0,278.VR T 
254 f p
Untuk jalan dengan kelandaian tertentu

VR2
Jh  0,278.VRT 
254( f p  L)
Dimana : Jh = Jarak pandang henti (m)
VR = Kecepatan rencana= 60 km/jam kecepatan rencana bukit = 60 km/jam
g = Percepatan gravitasi, ditet 9.8 m/det 2

fp = 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 :

VR2
Jh  0,278.VRT 
254 f p
60 2
= 0.278 x 60 x 2.5 + = 88.94 m
254 x 0.3

• Perhitungan jalan dengan kelandaian tertentu :

2
V
Jh  0,278.VRT  R

254( f p  L)
 VR
Jh  0,278.VRT 
254( f p  L)
Perhitungan pada Tikungan 1 Perhitungan pada Tikungan 2
Elev.Rencana 6 - Elev.Rencana 11 -4.626 Elev.Rencana 16 - Elev.Rencana 21
L = = = -0.018 L =
Panjang Tikungan 255 Panjang Tikungan

60 2 60
Jh = 0.278 x 60 x 2.5 + = 91.9823 Jh = 0.278 x 60 x 2.5 +
254 x ( 0.3 -0.018 ) 254 x (

Perhitungan pada Tikungan 3 Perhitungan pada Tikungan 4

Elev.Rencana 28 - Elev.Rencana 34 -20.02 Elev.Rencana 37 - Elev.Rencana 43
L = = = -0.077 L =
Panjang Tikungan 261 Panjang Tikungan

60 2 60
Jh = 0.278 x 60 x 2.5 + = 105.171 Jh = 0.278 x 60 x 2.5 +
254 x ( 0.3 -0.077 ) 254 x (

Perhitungan pada Tikungan 5

Elev.Rencana 51 - Elev.Rencana 57 -5.484
L = = = -0.020
Panjang Tikungan 272

60 2
Jh = 0.278 x 60 x 2.5 + = 92.3461
254 x ( 0.3 -0.020 )

KONTROL
Tikungan Stasiun L (%) Jh (m)
Jh ≥ 75 M
1 6 ke 11 -0.018 91.98 Memenuhi
2 16 ke 21 -0.002 89.27 Memenuhi
3 28 ke 34 -0.077 105.17 Memenuhi
4 37 ke 43 -0.047 97.68 Memenuhi
5 51 ke 57 -0.020 92.35 Memenuhi
B. Perhitungan Jarak Pandang Menyiap
J d  d1  d 2  d 3  d 4
Dimana :
d1 = Jarak yang ditempuh selama waktu tanggap (m)
d2 = Jarak yang ditempuh selama mendahului sampai dengan kembali ke
lajur semula (m0)
d3 = Jarak antar kendaraan yang mendahului dengan kendaraan yang datang
dari arah yang berlawanan setelah proses mendahului selesai (m)
d4 = Jarak yang ditempuh oleh kendaraan yang datang dari arah berlawanan

Rumus yang digunakan :

 a.T1 
d1  0.278.T1VR  m  
 2 
d 2  0 .278 .V R .T 2
d 3  30
d 4  2 / 3d 2
Dimana : T1 = Waktu dalam detik, 2,12 + 0,026 VR
T2 = Waktu kendaraan berada di jalur lawan (detik), = 6,56+ 0,048 V R
a = Percepatan rata-rata km/jam/detik, = 2,052 +0,0036 V R
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)

Diketahui :
T1 = 3.68 detik
T2 = 9.44 detik
a = 2.27 detik
m = 10
 2.27 x 3.68
d1 = 0.278 x 3.680 x ( 60 - 10 + ) = 55.4213
2
d2 = 0.278 x 60 x 9.44 = 157.46

d3 = 30 m

d4 = 2 / 3 x 157 = 104.97

Jd = 55.421 + 157.5 + 30 + 104.973

= 347.853 m
Di dalam perencanaan, seringkali jarak pandangan menyiap standar ini terbatasi oleh
kekurangan biaya, sehingga jarak pandangan menyiap dapat mempergunakan jarak
pandangan menyiap minimum ( dmin )
2
dmin = d2 + d3 + d4
3

= 239.946 m
 Elev.Rencana 21 -0.533
= = -0.002
Tikungan 258

60 2
= 89.272
254 x ( 0.3 -0.002 )

Elev.Rencana 43 -12.758
= = -0.047
Tikungan 272

60 2
= 97.681
254 x ( 0.3 -0.047 )
VI. PERHITUNGAN ALINYEMEN VERTIKAL
6.1.Perhitungan alinyemen vertikal cekung pada P5 (0+500)

Dik ; g1 = -9.000
g2 = -1.818
Vr = 60 km/jam

Titik PPV
- Elevasi PPV = 150.000
- Jarak PPV = 0 + 500
- Perbedaan aljabar landai (A) = g1 - g2 = -9.000 + -1.818 = -10.818
- Panjang lengkung vertikal dari PLV ke PTV = Lv Dimana Lv diperoleh dari g
perencanaan geometrik dengan mengetahui A dan Vr diperoleh Lv = 156.00 m
- Pergeseran vertikal dari titik PPV ke bagian lengkung = Ev
A x Lv
Ev = = -2.110
800
Titik PPV'
- Elevesi PPV' = PPV - Ev
= 152.110
- Jarak PPV' = 0 + 500

Titik PLV
- Elevasi PLV = PPV - ( g1 % . 1/2.Lv ) = 157.02
- Jarak PLV = PPV - 1/2.Lv = 0 + 422

Titik PTV
- Elevasi PTV = PPV + ( g2 % . 1/2.Lv ) = 148.5818
- Jarak PTV = PPV + 1/2.Lv = 0 + 578

Titik P dan Q
x = 1/4 x Lv = 39.00
A . x²
y= = -0.527
200 x Lv

- Elevasi P = PPV - ( g1 % . x ) - y = 150.000 - -9.000 x 39.00 -

= 154.037
- Jarak P = PPV - x
= 0 + 461
- Elevasi Q = PPV + ( g2 % . x ) - y = 150.000 + -1.818 x 39.00 -
= 149.8183
- Jarak Q = PPV + x
= 0 + 539

y=-0,527
P
PLV PPV'
Ev=-2.1 Q
g1% PTV
PVV g2%

x = 39 x = 39 x = 39 x = 39

elevasi (m) 157.02 154.037 150.000 149.818 148.582

jarak (m) 0+422 0+461 0+500 0 +539 0+578

6.2.Perhitungan alinyemen vertikal cekung pada P13 (1+050)

Dik ; g1 = -1.818
g2 = 1.778
Vr = 60 km/jam

Titik PPV
- Elevasi PPV = 160.000
- Jarak PPV = 1 + 50
- Perbedaan aljabar landai (A) = g1 - g2 = -1.818 - 1.778 = -3.596
- Panjang lengkung vertikal dari PLV ke PTV = Lv Dimana Lv diperoleh dari g
perencanaan geometrik dengan mengetahui A dan Vr diperoleh Lv = 38 m
- Pergeseran vertikal dari titik PPV ke bagian lengkung = Ev
A x Lv
Ev = = -0.171
800
Titik PPV'
- Elevasi PPV' = PPV - Ev
= 160.171
- Jarak PPV' = 1 + 050

Titik PLV
- Elevasi PLV = PPV - ( g1 % . 1/2.Lv ) = 160.3455
- Jarak PLV = PPV - 1/2.Lv = 1 + 31

Titik PTV
- Elevasi PTV = PPV + ( g2 % . 1/2.Lv ) = 160.3378
- Jarak PTV = PPV + 1/2.Lv = 1 + 69

Titik P dan Q
x = 1/4 x Lv = 9.50
A . x²
y= = -0.043
200 x Lv

- Elevasi P = PPV - ( g1 % . x ) - y = 160.000 - -1.818 x 9.50 -

= 160.215
- Jarak P = PPV - x
= 1 + 41
- Elevasi Q = PPV + ( g2 % . x ) - y = 160.000 + 1.778 x 9.50 -
= 160.2116
- Jarak Q = PPV + x
= 1 + 60

y=-0,043
P
PLV PPV' Ev=-1.71
Q
g1% PTV
PVV g2%

x = 9.5 x = 9.5 x = 9.5 x = 9.5

elevasi (m) 0.00 160.22 160.00 160.21 0.00
jarak (m) 1+031 1+041 1+050 1+060 1+069
 6.3.Perhitungan alinyemen vertikal cembung pada P19 (1+500)

Dik ; g1 = 1.778
g2 = -3.200
Vr = 60 km/jam

Titik PPV
- Elevasi PPV = 152.000
- Jarak PPV = 1 + 500
- Perbedaan aljabar landai (A) = g1 - g2 = 1.778 + -3.200 = 4.978
- Panjang lengkung vertikal dari PLV ke PTV = Lv Dimana Lv diperoleh dari
perencanaan geometrik dengan mengetahui A dan Vr diperoleh Lv = 62.00 m
- Pergeseran vertikal dari titik PPV ke bagian lengkung = Ev
A x Lv
Ev = = 0.386
800
Titik PPV'
- Elevasi PPV' = PPV - Ev
= 151.614
- Jarak PPV' = 1 + 500

Titik PLV
- Elevasi PLV = PPV - ( g1 % . 1/2.Lv ) = 151.449
- Jarak PLV = PPV - 1/2.Lv = 1 + 469

Titik PTV
- Elevasi PTV = PPV + ( g2 % . 1/2.Lv ) = 151.008
- Jarak PTV = PPV + 1/2.Lv = 1 + 531

Titik P dan Q
x = 1/4 x Lv = 15.50
A . x²
y= = 0.096
200 x Lv

-0.527 - Elevasi P = PPV - ( g1 % . x ) - y = 152.000 - 1.778 x 15.50

= 151.628
- Jarak P = PPV - x
= 1 + 485
-0.527 - Elevasi Q = PPV + ( g2 % . x ) - y = 152.000 + -3.200 x 15.50
= 151.408
- Jarak Q = PPV + x
= 1 + 516

y=0.096
g1% PVV

PLV P g2%
PPV' Q
Ev=0.386 PTV

x = 15.5 x = 15.5 x = 15.5 x = 15.5

elevasi (m) 151.449 151.628 152.000 151.408 151.008

 jarak (m) 1+469 1+485 1+500 1+516 1+531

6.4.Perhitungan alinyemen vertikal cekung pada P25 (2+000)

Dik ; g1 = -3.200
g2 = -7.800
Vr = 60 km/jam

Titik PPV
- Elevasi PPV = 168.000
- Jarak PPV = 2 + 0
- Perbedaan aljabar landai (A) = g1 - g2 = -3.200 + -7.800 = -11.000
- Panjang lengkung vertikal dari PLV ke PTV = Lv Dimana Lv diperoleh dari
perencanaan geometrik dengan mengetahui A dan Vr diperoleh Lv = 160 m
- Pergeseran vertikal dari titik PPV ke bagian lengkung = Ev
A x Lv
Ev = = -2.200
800
Titik PPV'
- Elevasi PPV' = PPV - Ev
= 170.200
- Jarak PPV' = 2 + 000

Titik PLV
- Elevasi PLV = PPV - ( g1 % . 1/2.Lv ) = 170.56
- Jarak PLV = PPV - 1/2.Lv = 1 + 920

Titik PTV
- Elevasi PTV = PPV + ( g2 % . 1/2.Lv ) = 161.76
- Jarak PTV = PPV + 1/2.Lv = 2 + 80

Titik P dan Q
x = 1/4 x Lv = 40.00
A . x²
y= = -0.550
200 x Lv

-0.043 - Elevasi P = PPV - ( g1 % . x ) - y = 168.000 - -3.200 x 40.00

= 169.830
- Jarak P = PPV - x
= 1 + 960
-0.043 - Elevasi Q = PPV + ( g2 % . x ) - y = 168.000 + -7.800 x 40.00
= 165.43
- Jarak Q = PPV + x
= 2 + 40

PLV y=-0,550 Ev=-2.2

PPV'
Q
P g2% PTV
PVV
g1%
x = 40 x = 40 x = 40 x = 40
elevasi (m) 170.56 169.830 168.000 165.43 161.760
jarak (m) 1+920 1+960 2+000 2+040 2+080
 6.5.Perhitungan alinyemen vertikal cekung pada P33 (2+500)

Dik ; g1 = -7.800
g2 = -4.690
Vr = 60 km/jam

Titik PPV
- Elevasi PPV = 207.000
- Jarak PPV = 2 + 500
- Perbedaan aljabar landai (A) = g1 - g2 = -7.800 + -4.690 = -12.490
- Panjang lengkung vertikal dari PLV ke PTV = Lv Dimana Lv diperoleh dari
perencanaan geometrik dengan mengetahui A dan Vr diperoleh Lv = 175 m
- Pergeseran vertikal dari titik PPV ke bagian lengkung = Ev
A x Lv
Ev = = -2.732
800
Titik PPV'
- Elevasi PPV' = PPV - Ev
= 209.732
- Jarak PPV' = 2 + 500

Titik PLV
- Elevasi PLV = PPV - ( g1 % . 1/2.Lv ) = 213.825
- Jarak PLV = PPV - 1/2.Lv = 2 + 413

Titik PTV
- Elevasi PTV = PPV + ( g2 % . 1/2.Lv ) = 202.896
- Jarak PTV = PPV + 1/2.Lv = 2 + 588

Titik P dan Q
x = 1/4 x Lv = 43.75
A . x²
y= = -0.683
200 x Lv

- 0.096 - Elevasi P = PPV - ( g1 % . x ) - y = 207.000 - -7.800 x

= 211.096
- Jarak P = PPV - x
= 2 + 456
- 0.096 - Elevasi Q = PPV + ( g2 % . x ) - y = 207.000 + -4.690 x
= 205.631
- Jarak Q = PPV + x
= 2 + 544

y=-0,683
P
PLV PPV'
Ev=-2.7 Q
g1% PTV
PVV g2%

x = 43.75 x = 43.75 x = 43.75 x = 43.75

elevasi (m) 213.825 211.096 207.000 205.631007 202.896

jarak (m) 2+412 2+456 2+500 2+544 2+588
 6.6.Perhitungan alinyemen vertikal cekung pada P43 (3+033)

Dik ; g1 = -4.690
g2 = -2.000
Vr = 60 km/jam

Titik PPV
- Elevasi PPV = 232.000
- Jarak PPV = 3 + 33
- Perbedaan aljabar landai (A) = g1 - g2 = -4.690 + -2.000 = -6.690
- Panjang lengkung vertikal dari PLV ke PTV = Lv Dimana Lv diperoleh dari
perencanaan geometrik dengan mengetahui A dan Vr diperoleh Lv = 92 m
- Pergeseran vertikal dari titik PPV ke bagian lengkung = Ev
A x Lv
Ev = = -0.769
800
Titik PPV'
- Elevasi PPV' = PPV - Ev
= 232.769
- Jarak PPV' = 3 + 033

Titik PLV
- Elevasi PLV = PPV - ( g1 % . 1/2.Lv ) = 234.158
- Jarak PLV = PPV - 1/2.Lv = 2 + 987

Titik PTV
- Elevasi PTV = PPV + ( g2 % . 1/2.Lv ) = 231.08
- Jarak PTV = PPV + 1/2.Lv = 3 + 79

Titik P dan Q
x = 1/4 x Lv = 23.00
A . x²
y= = -0.192
200 x Lv

- -0.550 - Elevasi P = PPV - ( g1 % . x ) - y = 232.000 - -4.690 x

= 233.271
- Jarak P = PPV - x
= 3 + 10
- -0.550 - Elevasi Q = PPV + ( g2 % . x ) - y = 232.000 + -2.000 x
= 231.732
- Jarak Q = PPV + x
= 3 + 56

y=-0,192
P
PLV PPV' Ev=-0.769
Q
g1% PTV
PVV g2%

x = 23 x = 23 x = 23 x = 23
elevasi (m) 234.1575985 233.271 232.000 231.73235 231.080
jarak (m) 2+987 3+010 3+033 3+056 3+097
 6.7.Perhitungan alinyemen vertikal cekung pada P48 (3+533)

Dik ; g1 = -2.000
g2 = -1.000
Vr = 60 km/jam

Titik PPV
- Elevasi PPV = 242.000
- Jarak PPV = 3 + 533
- Perbedaan aljabar landai (A) = g1 - g2 = -2.000 + -1.000 = -3.000
- Panjang lengkung vertikal dari PLV ke PTV = Lv Dimana Lv diperoleh dari
perencanaan geometrik dengan mengetahui A dan Vr diperoleh Lv = 36
- Pergeseran vertikal dari titik PPV ke bagian lengkung = Ev
A x Lv
Ev = = -0.135
800
Titik PPV'
- Elevasi PPV' = PPV - Ev
= 242.135
- Jarak PPV' = 3 + 533

Titik PLV
- Elevasi PLV = PPV - ( g1 % . 1/2.Lv ) = 242.36
- Jarak PLV = PPV - 1/2.Lv = 3 + 515

Titik PTV
- Elevasi PTV = PPV + ( g2 % . 1/2.Lv ) = 241.82
- Jarak PTV = PPV + 1/2.Lv = 3 + 551

Titik P dan Q
x = 1/4 x Lv = 9.00
A . x²
y= = -0.034
200 x Lv

43.75 - -0.683 - Elevasi P = PPV - ( g1 % . x ) - y = 242.000 - -2.000

= 242.214
- Jarak P = PPV - x
= 3 + 524
43.75 - -0.683 - Elevasi Q = PPV + ( g2 % . x ) - y = 242.000 + -1.000
= 241.9438
- Jarak Q = PPV + x
= 3 + 542

y=--0.034
P
PLV PPV' Ev=-0.135
Q
g1% PTV
PVV g2%

x=9 x=9 x=9 x=9

elevasi (m) 242.36 242.21 242.00 241.94 241.82

jarak (m) 3+515 3+524 3+533 3+542 3+551
 6.8.Perhitungan alinyemen vertikal cekung pada P55 (4+033)

Dik ; g1 = -1.000
g2 = -4.839
Vr = 60 km/jam

Titik PPV
- Elevasi PPV = 247.000
- Jarak PPV = 4 + 33
- Perbedaan aljabar landai (A) = g1 - g2 = -1.000 + -4.839 = -5.839
- Panjang lengkung vertikal dari PLV ke PTV = Lv Dimana Lv diperoleh dari
perencanaan geometrik dengan mengetahui A dan Vr diperoleh Lv = 82
- Pergeseran vertikal dari titik PPV ke bagian lengkung = Ev
A x Lv
Ev = = -0.598
800
Titik PPV'
- Elevasi PPV' = PPV - Ev
= 247.598
- Jarak PPV' = 4 + 033

Titik PLV
- Elevasi PLV = PPV - ( g1 % . 1/2.Lv ) = 247.41
- Jarak PLV = PPV - 1/2.Lv = 3 + 992

Titik PTV
- Elevasi PTV = PPV + ( g2 % . 1/2.Lv ) = 245.0161
- Jarak PTV = PPV + 1/2.Lv = 4 + 74

Titik P dan Q
x = 1/4 x Lv = 20.50
A . x²
y= = -0.150
200 x Lv

23.00 - -0.192 - Elevasi P = PPV - ( g1 % . x ) - y = 247.000 - -1.000

= 247.355
- Jarak P = PPV - x
= 4 + 13
23.00 - -0.192 - Elevasi Q = PPV + ( g2 % . x ) - y = 247.000 + -4.839
= 246.1577
- Jarak Q = PPV + x
= 4 + 54

y=--0.15
P
PPV'
PLV Ev=-5.98 Q
PTV
g1% PVV
g2%
x = 40.5 x = 40.5 x = 40.5 x = 40.5
elevasi (m) 247.41 247.355 247.000 246.157681 245.016
jarak (m) 3+992 4+013 4+033 4+054 4+074
 REKAP P5 P13 P19 P25 P33 P43
g1(%) -9.000 -1.818 1.778 -3.200 -7.800 -4.690
g2(%) -1.818 1.778 -3.200 -7.800 -4.690 -2.000
Vr(Km/Jam) 60 60 60 60 60 60
Ele.PPV(m) 150.000 160.000 152.000 168.000 207.000 232.000
Jar.PPV(m) 500 1050 1500 2000 2500 3033
A(%) -10.818 -3.596 4.978 -11.000 -12.490 -6.690
Lv(m) 156.00 38.00 62.00 160.00 175.00 92
Ev(m) -2.110 -0.171 0.386 -2.200 -2.732 -0.769
Ele.PPV'(m) 152.110 160.171 151.614 170.200 209.732 232.769
Jar.PPV'(m) 500 1050 1500 2000 2500 3033
m Ele.PLV(m) 157.020 160.345 151.449 170.560 213.825 234.158
Jar.PLV(m) 456 1006 1455 1956 2447 2989
Ele.PTV(m) 148.582 160.338 151.008 161.760 202.896 231.080
Jar.PTV(m) 544 1094 1545 2044 2533 3077
x(m) 39.00 9.50 15.50 40.00 43.75 23.00
y(m) -0.527 -0.04 0.10 -0.55 -0.68 -0.19
Ele.P(m) 154.037 160.215 151.628 169.830 211.096 233.27
Jar.P(m) 478 1028 1478 1978 2474 3011
Ele.Q(m) 149.818 160.212 151.408 165.430 205.631 231.732
Jar.Q(m) 522 1072 1522 2022 2526 3055

x 9.00 - -0.034

x 9.00 - -0.034
m

x 20.50 - -0.150

x 20.50 - -0.150
P48 P55
-2.000 -1.000
-1.000 -4.839
60 60
242.000 247.000
3533 4033
-3.000 -5.839
36 82.00
-0.135 -0.598
242.135 247.598
3533 4033
242.360 247.410
3489 3987
241.820 245.016
3577 4097
9.00 20.50
-0.034 -0.150
242.214 247.355
3511 4010
241.944 246.158
3555 4056
 TINGGI
KIRI

BELOK KIRI

8.5 6.5 6.25 5.75 5.5 3.5 AS BEDA

98.571 98.472 98.459 98.434 98.422 98.322 98.148 -0.423
106.667 106.275 106.225 106.127 106.078 105.686 105.000 -1.667
115.455 115.455 115.455 115.455 115.455 115.455 115.455 0.000
127.692 127.440 127.408 127.345 127.313 127.060 126.618 -1.074
136.667 136.649 136.647 136.642 136.640 136.622 136.591 -0.076
146.364 146.523 146.543 146.583 146.603 146.762 147.041 0.677
153.535 153.581 153.587 153.599 153.604 153.650 153.731 0.196
156.316 156.256 156.248 156.233 156.226 156.165 156.060 -0.256
158.929 158.922 158.921 158.920 158.919 158.912 158.901 -0.028
161.944 161.851 161.839 161.816 161.804 161.711 161.547 -0.397
163.784 163.698 163.688 163.666 163.656 163.570 163.421 -0.363
165.238 165.152 165.141 165.120 165.109 165.023 164.872 -0.366
165.278 165.093 165.070 165.024 165.001 164.817 164.494 -0.784
162.188 162.129 162.121 162.107 162.099 162.041 161.938 -0.250
155.625 155.007 154.930 154.776 154.699 154.081 153.000 -2.625
154.839 154.830 154.828 154.826 154.825 154.816 154.800 -0.039
152.966 152.837 152.821 152.788 152.772 152.643 152.417 -0.549
151.667 151.471 151.446 151.397 151.372 151.176 150.833 -0.834
150.833 150.677 150.657 150.618 150.598 150.441 150.167 -0.666
150.984 150.752 150.723 150.665 150.636 150.405 150.000 -0.984
150.932 150.774 150.755 150.715 150.695 150.537 150.261 -0.671
152.252 152.040 152.014 151.961 151.934 151.722 151.351 -0.901
153.559 153.506 153.499 153.486 153.479 153.426 153.333 -0.226
152.716 152.497 152.470 152.415 152.388 152.169 151.786 -0.930
161.364 161.232 161.215 161.183 161.166 161.034 160.804 -0.560
168.636 168.529 168.516 168.489 168.476 168.369 168.182 -0.454
180.000 179.843 179.823 179.784 179.765 179.608 179.333 -0.667
193.729 193.412 193.372 193.293 193.253 192.936 192.381 -1.348
197.833 197.750 197.740 197.719 197.708 197.625 197.479 -0.354
201.449 201.430 201.427 201.423 201.420 201.401 201.367 -0.082
205.000 204.983 204.981 204.977 204.975 204.958 204.928 -0.072
208.058 208.094 208.099 208.108 208.113 208.150 208.214 0.156
211.467 211.589 211.604 211.635 211.650 211.773 211.987 0.520
214.571 214.594 214.597 214.602 214.605 214.628 214.667 0.096
215.379 215.243 215.226 215.192 215.175 215.039 214.800 -0.579
223.750 223.652 223.640 223.615 223.603 223.505 223.333 -0.417
225.000 225.000 225.000 225.000 225.000 225.000 225.000 0.000
225.000 225.000 225.000 225.000 225.000 225.000 225.000 0.000
225.000 225.000 225.000 225.000 225.000 225.000 225.000 0.000
226.714 226.695 226.693 226.688 226.686 226.666 226.633 -0.081
228.423 228.374 228.368 228.355 228.349 228.300 228.214 -0.209
230.556 230.686 230.703 230.735 230.752 230.882 231.111 0.555
235.102 235.223 235.239 235.269 235.284 235.406 235.618 0.516
237.000 237.235 237.265 237.324 237.353 237.588 238.000 1.000
241.136 241.478 241.521 241.606 241.649 241.990 242.588 1.452
243.846 244.133 244.169 244.241 244.277 244.564 245.067 1.221
245.000 245.235 245.265 245.324 245.353 245.588 246.000 1.000
244.800 244.904 244.917 244.943 244.956 245.060 245.242 0.442
242.083 242.140 242.148 242.162 242.169 242.226 242.326 0.243
242.429 242.460 242.464 242.472 242.476 242.508 242.564 0.135
247.667 247.745 247.755 247.775 247.784 247.863 248.000 0.333
242.917 243.015 243.027 243.051 243.064 243.162 243.333 0.416
240.000 240.000 240.000 240.000 240.000 240.000 240.000 0.000
237.576 237.914 237.957 238.041 238.084 238.422 239.015 1.439
237.000 237.078 237.088 237.108 237.118 237.196 237.333 0.333
237.467 237.618 237.636 237.674 237.693 237.844 238.108 0.641
239.857 239.891 239.895 239.903 239.908 239.941 240.000 0.143
241.724 241.830 241.843 241.870 241.883 241.989 242.174 0.450
253.125 253.272 253.290 253.327 253.346 253.493 253.750 0.625
261.333 261.353 261.356 261.361 261.364 261.384 261.419 0.086
266.333 266.333 266.333 266.333 266.333 266.333 266.333 0.000
 TINGGI TANAH ASLI
As KANAN
TIKUNGAN
BELOK KIRI SUPER BELOK KANAN
ELEVASI

ELEVASI Stasiun elevasi beda as 3.5 5.5 5.75 6.25

-4.982 0 4.724 0.402 98.148 97.983 97.888 97.876 97.853
-19.608 1 2.028 0.172 105.000 104.929 104.888 104.883 104.873
0.005 2 2.552 0.217 115.455 115.366 115.315 115.308 115.296
-12.639 3 2.229 0.189 126.618 126.540 126.495 126.490 126.479
-0.890 4 2.302 0.196 136.591 136.510 136.464 136.459 136.447
7.969 5 -2.132 -0.181 147.041 147.116 147.158 147.164 147.174
2.302 6 -3.165 -0.269 153.731 153.842 153.905 153.913 153.929
-3.009 7 -4.248 -0.361 156.060 156.209 156.294 156.304 156.325
-0.324 8 -0.473 -0.040 158.901 158.918 158.927 158.928 158.931
-4.676 9 1.860 0.158 161.547 161.482 161.445 161.440 161.431
-4.268 10 3.095 0.263 163.421 163.313 163.251 163.243 163.228
-4.307 11 1.435 0.122 164.872 164.822 164.793 164.789 164.782
-9.221 12 3.851 0.327 164.494 164.359 164.282 164.273 164.253
-2.935 13 4.975 0.423 161.938 161.764 161.664 161.652 161.627
-30.882 14 -9.955 -0.846 153.000 153.348 153.548 153.572 153.622
-0.455 15 14.454 1.229 154.800 154.294 154.005 153.969 153.897
-6.460 16 7.847 0.667 152.417 152.142 151.985 151.966 151.927
-9.808 17 4.898 0.416 150.833 150.662 150.564 150.551 150.527
-7.839 18 10.039 0.853 150.167 149.816 149.615 149.590 149.540
-11.572 19 8.951 0.761 150.000 149.687 149.508 149.485 149.441
-7.897 20 10.424 0.886 150.261 149.896 149.688 149.662 149.610
-10.603 21 6.355 0.540 151.351 151.129 151.001 150.986 150.954
-2.663 22 11.296 0.960 153.333 152.938 152.712 152.684 152.627
-10.942 23 6.487 0.551 151.786 151.559 151.429 151.413 151.381
-6.584 24 9.459 0.804 160.804 160.473 160.284 160.260 160.213
-5.345 25 5.350 0.455 168.182 167.995 167.888 167.874 167.848
-7.847 26 6.859 0.583 179.333 179.093 178.956 178.939 178.904
-15.857 27 -11.204 -0.952 192.381 192.773 192.997 193.025 193.081
-4.169 28 4.655 0.396 197.479 197.316 197.223 197.211 197.188
-0.968 29 -0.724 -0.062 201.367 201.392 201.407 201.409 201.412
-0.847 30 -0.430 -0.037 204.928 204.943 204.952 204.953 204.955
1.841 31 -2.524 -0.215 208.214 208.302 208.353 208.359 208.372
6.122 32 0.003 0.000 211.987 211.987 211.987 211.987 211.987
1.124 33 -4.713 -0.401 214.667 214.832 214.926 214.938 214.962
-6.815 34 -13.012 -1.106 214.800 215.255 215.516 215.548 215.613
-4.906 35 -13.076 -1.111 223.333 223.791 224.052 224.085 224.150
 0.000 36 0.000 0.000 225.000 225.000 225.000 225.000 225.000
0.000 37 0.000 0.000 225.000 225.000 225.000 225.000 225.000
0.000 38 0.000 0.000 225.000 225.000 225.000 225.000 225.000
-0.956 39 -0.396 -0.034 226.633 226.647 226.655 226.656 226.658
-2.460 40 -2.104 -0.179 228.214 228.288 228.330 228.335 228.346
6.535 41 -0.148 -0.013 231.111 231.116 231.119 231.120 231.120
6.070 42 -22.795 -1.938 235.618 236.416 236.872 236.929 237.043
11.765 43 -6.008 -0.511 238.000 238.210 238.330 238.345 238.375
17.078 44 -12.595 -1.071 242.588 243.029 243.281 243.312 243.375
14.363 45 -3.981 -0.338 245.067 245.206 245.286 245.296 245.316
11.765 46 -5.882 -0.500 246.000 246.206 246.324 246.338 246.368
5.200 47 -4.212 -0.358 245.242 245.389 245.474 245.484 245.505
2.855 48 -9.890 -0.841 242.326 242.672 242.870 242.895 242.944
1.593 49 -11.852 -1.007 242.564 242.979 243.216 243.245 243.305
3.922 50 -5.844 -0.497 248.000 248.205 248.321 248.336 248.365
4.898 51 -4.906 -0.417 243.333 243.505 243.603 243.615 243.640
0.000 52 -10.893 -0.926 240.000 240.381 240.599 240.626 240.681
16.932 53 4.215 0.358 239.015 238.867 238.783 238.773 238.752
3.918 54 -7.847 -0.667 237.333 237.608 237.765 237.784 237.823
7.545 55 -3.976 -0.338 238.108 238.247 238.327 238.337 238.356
1.681 56 -9.804 -0.833 240.000 240.343 240.539 240.564 240.613
5.292 57 -13.639 -1.159 242.174 242.651 242.924 242.958 243.026
7.353 58 -14.706 -1.250 253.750 254.265 254.559 254.596 254.669
1.008 59 -6.835 -0.581 261.419 261.658 261.795 261.812 261.846
-0.004 60 -3.925 -0.334 266.333 266.470 266.549 266.559 266.578
 KIRI

6.5 8.5 8.5 6.5 6.25 5.75

97.841 97.746 0 104.780 104.780 103.780 103.780
104.868 104.828 0 113.780 113.780 112.780 112.780
115.289 115.238 0 122.780 122.780 121.780 121.780
126.473 126.429 0 131.780 131.780 130.780 130.780
136.441 136.395 0 140.780 140.780 139.780 139.780
147.180 147.222 0 149.780 149.780 148.780 148.780
153.937 154.000 - 153.535 151.598 150.598 150.598
156.336 156.421 - 156.316 152.507 151.507 151.507
158.932 158.941 - 158.929 153.416 152.416 152.416
161.426 161.389 - 161.944 154.325 153.325 153.325
163.220 163.158 - 163.784 155.235 154.235 154.235
164.779 164.750 - 165.238 156.144 155.144 155.144
164.244 164.167 - 165.278 157.962 156.962 156.962
161.615 161.515 - 162.188 159.780 158.780 158.780
153.647 153.846 0 158.002 158.002 157.002 157.002
153.861 153.571 0 156.224 156.224 155.224 155.224
151.907 151.750 0 154.447 154.447 153.447 153.447
150.515 150.417 0 153.558 153.558 152.558 152.558
149.514 149.314 0 152.669 152.669 151.669 151.669
149.418 149.239 0 151.780 151.780 150.780 150.780
149.583 149.375 0 153.380 153.380 152.380 152.380
150.938 150.811 0 154.980 154.980 153.980 153.980
152.599 152.373 0 158.180 158.180 157.180 157.180
151.364 151.235 0 161.380 161.380 160.380 160.380
160.189 160.000 0 164.580 164.580 163.580 163.580
167.834 167.727 - 168.636 167.780 166.780 166.780
178.887 178.750 - 180.000 175.580 174.580 174.580
193.109 193.333 - 193.729 183.380 182.380 182.380
197.176 197.083 - 197.833 187.280 186.280 186.280
201.414 201.429 - 201.449 191.180 190.180 190.180
204.956 204.965 - 205.000 195.080 194.080 194.080
208.378 208.429 - 208.058 198.980 197.980 197.980
211.987 211.987 - 211.467 202.880 201.880 201.880
214.973 215.068 - 214.571 206.780 205.780 205.780
215.646 215.906 - 215.379 207.296 206.296 206.296
224.183 224.444 - 223.750 211.986 210.986 210.986
225.000 225.000 - 225.000 216.677 215.677 215.677
225.000 225.000 - 225.000 219.022 218.022 218.022
225.000 225.000 - 225.000 221.367 220.367 220.367
226.659 226.667 - 226.714 223.712 222.712 222.712
228.351 228.393 - 228.423 226.058 225.058 225.058
231.121 231.124 - 230.556 228.403 227.403 227.403
237.100 237.556 - 235.102 230.748 229.748 229.748
238.390 238.511 - 237.000 231.780 230.780 230.780
243.407 243.659 - 241.136 233.780 232.780 232.780
245.326 245.405 - 243.846 235.780 234.780 234.780
246.382 246.500 - 245.000 237.780 236.780 236.780
245.516 245.600 - 244.800 239.780 238.780 238.780
242.969 243.167 - 242.083 241.780 240.780 240.780
243.334 243.571 0 242.780 242.780 241.780 241.780
248.380 248.497 - 247.667 243.780 242.780 242.780
243.652 243.750 0 244.780 244.780 243.780 243.780
240.708 240.926 0 245.280 245.280 244.280 244.280
238.741 238.657 0 245.780 245.780 244.780 244.780
237.843 238.000 0 246.280 246.280 245.280 245.280
238.366 238.446 0 246.780 246.780 245.780 245.780
240.637 240.833 0 249.199 249.199 248.199 248.199
243.061 243.333 0 250.264 250.264 249.264 249.264
254.706 255.000 0 255.103 255.103 254.103 254.103
261.863 262.000 - 261.333 259.941 258.941 258.941
266.588 266.667 - 266.333 264.780 263.780 263.780
 TINGGI RENCANA
KIRI As KANAN
TIKUNGAN
BELOK KIRI SUPER BELOK KANAN
ELEVASI

5.5 3.5 AS Stasiun as 3.5 5.5 5.75

104.780 104.930 105.000 0 105.000 104.930 104.780 103.780
113.780 113.930 114.000 1 114.000 113.930 113.780 112.780
122.780 122.930 123.000 2 123.000 122.930 122.780 121.780
131.780 131.930 132.000 3 132.000 131.930 131.780 130.780
140.780 140.930 141.000 4 141.000 140.930 140.780 139.780
149.780 149.930 150.000 5 150.000 149.930 149.780 148.780
151.598 151.748 151.818 6 151.818 151.748 151.598 150.598
152.507 152.727 152.727 7 152.727 152.657 152.507 151.507
153.416 153.843 153.636 8 153.636 153.430 153.416 152.416
154.325 154.752 154.545 9 154.545 154.339 154.325 153.325
155.235 155.455 155.455 10 155.455 155.385 155.235 154.235
156.144 156.294 156.364 11 156.364 156.294 156.144 155.144
157.962 158.112 158.182 12 158.182 158.112 157.962 156.962
159.780 159.930 160.000 13 160.000 159.930 159.780 158.780
158.002 158.152 158.222 14 158.222 158.152 158.002 157.002
156.224 156.374 156.444 15 156.444 156.374 156.224 155.224
154.447 154.597 154.667 16 154.667 154.597 154.447 153.447
153.558 153.708 153.778 17 153.778 153.778 153.558 152.558
152.669 152.675 152.889 18 152.889 153.102 152.669 151.669
151.780 151.787 152.000 19 152.000 152.214 151.780 150.780
153.380 153.530 153.600 20 153.600 153.600 153.380 152.380
154.980 155.130 155.200 21 155.200 155.130 154.980 153.980
158.180 158.330 158.400 22 158.400 158.330 158.180 157.180
161.380 161.530 161.600 23 161.600 161.530 161.380 160.380
164.580 164.730 164.800 24 164.800 164.730 164.580 163.580
167.780 167.930 168.000 25 168.000 167.930 167.780 166.780
175.580 175.730 175.800 26 175.800 175.730 175.580 174.580
183.380 183.530 183.600 27 183.600 183.530 183.380 182.380
187.280 187.430 187.500 28 187.500 187.430 187.280 186.280
191.180 191.400 191.400 29 191.400 191.330 191.180 190.180
195.080 195.479 195.300 30 195.300 195.122 195.080 194.080
198.980 199.379 199.200 31 199.200 199.022 198.980 197.980
202.880 203.100 203.100 32 203.100 203.030 202.880 201.880
206.780 206.930 207.000 33 207.000 206.930 206.780 205.780
207.296 207.446 207.516 34 207.516 207.446 207.296 206.296
211.986 212.136 212.206 35 212.206 212.136 211.986 210.986
216.677 216.827 216.897 36 216.897 216.827 216.677 215.677
219.022 219.172 219.242 37 219.242 219.172 219.022 218.022
221.367 221.587 221.587 38 221.587 221.517 221.367 220.367
223.712 224.002 223.932 39 223.932 223.862 223.712 222.712
226.058 226.456 226.278 40 226.278 226.099 226.058 225.058
228.403 228.693 228.623 41 228.623 228.553 228.403 227.403
230.748 230.968 230.968 42 230.968 230.898 230.748 229.748
231.780 231.930 232.000 43 232.000 231.930 231.780 230.780
233.780 233.930 234.000 44 234.000 233.930 233.780 232.780
235.780 235.930 236.000 45 236.000 235.930 235.780 234.780
237.780 237.930 238.000 46 238.000 237.930 237.780 236.780
239.780 239.930 240.000 47 240.000 239.930 239.780 238.780
241.780 241.930 242.000 48 242.000 241.930 241.780 240.780
242.780 242.930 243.000 49 243.000 242.930 242.780 241.780
243.780 243.930 244.000 50 244.000 243.930 243.780 242.780
244.780 244.930 245.000 51 245.000 244.930 244.780 243.780
245.280 245.430 245.500 52 245.500 245.500 245.280 244.280
245.780 245.930 246.000 53 246.000 246.070 245.780 244.780
246.280 246.336 246.500 54 246.500 246.665 246.280 245.280
246.780 246.930 247.000 55 247.000 247.070 246.780 245.780
249.199 249.349 249.419 56 249.419 249.419 249.199 248.199
250.264 250.414 250.484 57 250.484 250.414 250.264 249.264
255.103 255.253 255.323 58 255.323 255.253 255.103 254.103
259.941 260.091 260.161 59 260.161 260.091 259.941 258.941
264.780 264.930 265.000 60 265.000 264.930 264.780 263.780
 I KANAN
KANAN II KIRI
III DRAINASE
P0

GALIAN TIMBUNAN
NO
6.25 6.5 8.5 (M )
2
(M2)
103.780 104.780 104.780 0 I -59.013
112.780 113.780 113.780 0 II -55.507
121.780 122.780 122.780 0 III 1.200
130.780 131.780 131.780 0 ∑ -113.321 0.000
139.780 140.780 140.780 0
148.780 149.780 149.780 0 P1
150.598 151.598 154.000 - GALIAN TIMBUNAN
NO
151.507 152.507 156.421 - (M )
2
(M2)
152.416 153.416 158.941 - I -76.298
153.325 154.325 161.389 - II -68.482
154.235 155.235 163.158 - III 1.200
155.144 156.144 164.750 - ∑ -143.579 0.000
156.962 157.962 164.167 -
158.780 159.780 161.515 - P2
157.002 158.002 158.002 0 GALIAN TIMBUNAN
NO
155.224 156.224 156.224 0 (M )
2
(M2)
153.447 154.447 154.447 0 I -64.119
152.558 153.558 153.558 0 II -63.199
151.669 152.669 152.669 0 III 1.200
150.780 151.780 151.780 0 ∑ -126.119 0.000
152.380 153.380 153.380 0
153.980 154.980 154.980 0 P3
157.180 158.180 158.180 0 GALIAN TIMBUNAN
NO
160.380 161.380 161.380 0 (M )
2
(M2)
163.580 164.580 164.580 0 I -45.617
166.780 167.780 167.780 0 II -40.246
174.580 175.580 178.750 - III 1.200
182.380 183.380 193.333 - ∑ -84.663 0.000
186.280 187.280 197.083 -
190.180 191.180 201.429 - P4
194.080 195.080 204.965 - GALIAN TIMBUNAN
NO
197.980 198.980 208.429 - (M )
2
(M2)
201.880 202.880 211.987 - I -37.373
205.780 206.780 215.068 - II -36.220
206.296 207.296 215.906 - III 1.200
210.986 211.986 224.444 - ∑ -72.393 0.000
215.677 216.677 225.000 -
218.022 219.022 225.000 - P5
220.367 221.367 225.000 - GALIAN TIMBUNAN
NO
222.712 223.712 226.667 - (M )
2
(M2)
225.058 226.058 228.393 - I -23.446
227.403 228.403 231.124 - II -27.095
229.748 230.748 237.556 - III 1.200
230.780 231.780 238.511 - ∑ -49.342 0.000
232.780 233.780 243.659 -
234.780 235.780 245.405 - P6
236.780 237.780 246.500 - GALIAN TIMBUNAN
NO
238.780 239.780 245.600 - (M )
2
(M2)
240.780 241.780 243.167 - I 8.129
241.780 242.780 243.571 - II 8.129
242.780 243.780 248.497 - III -1.200
243.780 244.780 244.780 0 ∑ 0.000 15.059
244.280 245.280 245.280 0
244.780 245.780 245.780 0 P7
245.280 246.280 246.280 0 GALIAN TIMBUNAN
NO
245.780 246.780 246.780 0 (M )
2
(M2)
248.199 249.199 249.199 0 I 14.164
249.264 250.264 250.264 0 II 26.013
254.103 255.103 255.103 0 III -1.200
258.941 259.941 262.000 - ∑ 0.000 38.977
263.780 264.780 266.667 -
P8
GALIAN TIMBUNAN
NO
(M2) (M2)
I 3.558
II 40.459
III -1.200
∑ 0.000 42.818

P9
GALIAN TIMBUNAN
NO
(M2) (M2)
I 5.004
II 54.187
III -1.200
∑ 0.000 57.991

P10
GALIAN TIMBUNAN
NO
(M2) (M2)
I 33.857
II 62.001
III -1.200
∑ 0.000 94.659
 LUAS GALIAN-TIMBUNAN TIAP STASIUN

P11 P21 P31

GALIAN TIMBUNAN GALIAN TIMBUNAN

NO NO NO
(M )
2
(M )
2
(M )
2
(M2)
I 36.161 I -34.077 I
II 36.161 II -27.951 II
III -1.200 III 1.200 III
∑ 0.000 71.121 ∑ -60.828 0.000 ∑

P12 P22 P32

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO NO
(M )
2
(M )
2
(M )
2
(M2)
I 26.827 I -46.215 I
II 26.827 II -41.173 II
III -1.200 III 1.200 III
∑ 0.000 52.454 ∑ -86.188 0.000 ∑

P13 P23 P33

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO NO
(M )
2
(M )
2
(M )
2
(M2)
I 8.236 I -84.828 I
II 8.236 II -78.531 II
III -1.200 III 1.200 III
∑ 0.000 15.273 ∑ -162.159 0.000 ∑

P14 P24 P34

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO NO
(M )
2
(M )
2
(M )
2
(M2)
I -39.858 I -36.448 I
II -32.298 II -30.653 II
III 1.200 III 1.200 III
∑ -70.955 0.000 ∑ -65.901 0.000 ∑

P15 P25 P35

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO NO
(M )
2
(M )
2
(M )
2
(M2)
I -18.264 I 0.549 I
II -12.878 II 0.773 II
III 1.200 III -1.200 III
∑ -29.942 0.000 ∑ 0.000 0.123 ∑
 P16 P26 P36
GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO NO
(M )
2
(M )
2
(M )
2
(M2)
I -21.022 I 15.015 I
II -15.853 II 15.015 II
III 1.200 III -1.200 III
∑ -35.675 0.000 ∑ 0.000 28.830 ∑

P17 P27 P37

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO NO
(M )
2
(M )
2
(M )
2
(M2)
I -36.472 I 37.319 I
II -20.553 II 37.319 II
III 1.200 III -1.200 III
∑ -55.824 0.000 ∑ 0.000 73.439 ∑

P18 P28 P38

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO NO
(M )
2
(M )
2
(M )
2
(M2)
I -36.343 I 42.411 I
II -10.696 II 42.411 II
III 1.200 III -1.200 III
∑ -45.839 0.000 ∑ 0.000 83.622 ∑

P19 P29 P39

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO NO
(M2) (M2) (M2) (M2)
I -27.221 I 42.360 I
II -5.967 II 77.304 II
III 1.200 III -1.200 III
∑ -31.988 0.000 ∑ 0.000 118.463 ∑

P20 P30 P40

GALIAN TIMBUNAN NO GALIAN TIMBUNAN NO
NO
(M2) (M2) (M2) (M2)
I -43.537 I 6.882 I
II -24.594 II 74.357 II
III 1.200 III -1.200 III
∑ -66.931 0.000 ∑ 0.000 80.039 ∑
AN TIAP STASIUN

P31 P41 P51

GALIAN TIMBUNAN GALIAN TIMBUNAN

NO NO
(M )
2
(M )
2
(M )
2
(M2)
-0.154 I 10.574 I
69.433 II 18.760 II
1.200 III -1.200 III
1.046 69.433 ∑ 0.000 28.135 ∑

P32 P42 P52

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO
(M )
2
(M )
2
(M )
2
(M2)
37.770 I 19.762 I
68.499 II 35.665 II
-1.200 III -1.200 III
0.000 105.069 ∑ 0.000 54.227 ∑

P33 P43 P53

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO
(M )
2
(M )
2
(M )
2
(M2)
32.585 I 25.500 I
32.585 II 25.500 II
-1.200 III -1.200 III
0.000 63.970 ∑ 0.000 49.800 ∑

P34 P44 P54

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO
(M )
2
(M )
2
(M2)
30.957 I 36.499 I
30.957 II 36.499 II
-1.200 III -1.200 III
0.000 60.714 ∑ 0.000 71.798 ∑

P35 P45 P55

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO
(M )
2
(M )
2
(M )
2
(M2)
47.288 I 38.535 I
47.288 II 38.535 II
-1.200 III -1.200 III
0.000 93.376 ∑ 0.000 75.870 ∑
 P36 P46 P56
GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO
(M )
2
(M )
2
(M )
2
(M2)
34.439 I 34.000 I
34.439 II 34.000 II
-1.200 III -1.200 III
0.000 67.677 ∑ 0.000 66.800 ∑

P37 P47 P57

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO
(M )
2
(M )
2
(M )
2
(M2)
24.471 I 22.279 I
24.471 II 22.279 II
-1.200 III -1.200 III
0.000 47.743 ∑ 0.000 43.357 ∑

P38 P48 P58

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO
(M )
2
(M )
2
(M )
2
(M2)
14.504 I 1.385 I
26.449 II 1.385 II
-1.200 III -1.200 III
0.000 39.753 ∑ 0.000 1.571 ∑

P39 P49 P59

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO
(M2) (M2) (M2) (M2)
11.477 I -1.853 I
2.089 II -3.347 II
-1.200 III -1.200 III
0.000 12.367 ∑ -6.400 0.000 ∑

P40 P50 P60

GALIAN TIMBUNAN GALIAN TIMBUNAN
NO NO
(M2) (M2) (M2) (M2)
1.011 I 17.000 I
14.845 II 17.000 II
-1.200 III -1.200 III
0.000 14.656 ∑ 0.000 32.800 ∑
 P51

GALIAN TIMBUNAN

(M )
2
(M2)
-11.462
-15.004
1.200
-25.266 0.000

P52
GALIAN TIMBUNAN
(M )
2
(M2)
-60.463
-45.815
1.200
-105.078 0.000

P53
GALIAN TIMBUNAN
(M )
2
(M2)
-72.950
-64.554
1.200
-136.304 0.000

P54
GALIAN TIMBUNAN
(M )
2
(M2)
-42.258
-46.363
1.200
-87.421 0.000

P55
GALIAN TIMBUNAN
(M )
2
(M2)
-104.212
-77.373
1.200
-180.384 0.000
 P56
GALIAN TIMBUNAN
(M )
2
(M2)
-107.955
-79.737
1.200
-186.492 0.000

P57
GALIAN TIMBUNAN
(M )
2
(M2)
-64.772
-71.611
1.200
-135.183 0.000

P58
GALIAN TIMBUNAN
(M )
2
(M2)
-7.119
-15.088
1.200
-21.008 0.000

P59
GALIAN TIMBUNAN
(M2) (M2)
5.345
5.345
-1.200
0.000 9.491

P60
GALIAN TIMBUNAN
(M2) (M2)
5.665
5.665
-1.200
0.000 10.131
 PERHITUNGAN VOLUME GALIAN DAN TIMBUNAN
JARAK LUAS (m²) VOLUME(m³)
NOMOR
STASIUN REKAP
STASIUN (m) GALIAN TIMBUNAN GALIAN TIMBUNAN
P0 0 + 0
100 -113.321 0.000 -12845.02 0.00 -12845.02
P1 0 + 100
100 -143.579 0.000 -13484.91 0.00 -26329.93
P2 0 + 200
100 -126.119 0.000 -10539.10 0.00 -36869.03
P3 0 + 300
100 -84.663 0.000 -7852.81 0.00 -44721.84
P4 0 + 400 -72.393 0.000 -6086.73 0.00 -50808.56
100
P5 0 + 500
100 -49.342 0.000 -2467.08 752.95 -54028.59
P6 0 + 600
50 0.000 15.059 0.00 1350.90 -55379.49
P7 0 + 650
50 0.000 38.977 0.00 2044.87 -57424.36
P8 0 + 700
50 0.000 42.818 0.00 2520.21 -59944.57
P9 0 + 750
50 0.000 57.991 0.00 3816.24 -63760.80
P10 0 + 800
50 0.000 94.659 0.00 4144.50 -67905.30
P11 0 + 850
100 0.000 71.121 0.00 6178.73 -74084.04
P12 0 + 950
100 0.000 52.454 0.00 3386.33 -77470.36
P13 1 + 50
100 0.000 15.273 -3547.77 763.65 -81781.78
P14 1 + 150
100 -70.955 0.000 -5044.89 0.00 -86826.67
P15 1 + 250 -29.942 0.000 -3280.89 0.00 -90107.57
100
P16 1 + 350
50 -35.675 0.000 -2287.49 0.00 -92395.06
P17 1 + 400
50 -55.824 0.000 -2541.58 0.00 -94936.64
P18 1 + 450
50 -45.839 0.000 -1945.66 0.00 -96882.30
P19 1 + 500
50 -31.988 0.000 -2472.96 0.00 -99355.26
P20 1 + 550
50 -66.931 0.000 -3193.98 0.00 -102549.25
P21 1 + 600
100 -60.828 0.000 -7350.81 0.00 -109900.05
P22 1 + 700
100 -86.188 0.000 -12417.33 0.00 -122317.38
P23 1 + 800
100 -162.159 0.000 -11402.97 0.00 -133720.35
P24 1 + 900
100 -65.901 0.000 -3295.03 6.15 -137021.52
P25 2 + 0
100 0.000 0.123 0.00 1447.67 -138469.19
P26 2 + 100 0.000 28.830 0.00 5113.45 -143582.64
100
P27 2 + 200
50 0.000 73.439 0.00 3926.50 -147509.14
P28 2 + 250 0.000 83.622 0.00 5052.12 -152561.26
50
P29 2 + 300
50 0.000 118.463 0.00 4962.55 -157523.81
P30 2 + 350
50 0.000 80.039 26.14 3736.80 -161234.48
P31 2 + 400
50 1.046 69.433 26.14 4362.56 -165570.90
P32 2 + 450
50 0.000 105.069 0.00 4225.96 -169796.87
P33 2 + 500
11 0.000 63.970 0.00 685.76 -170482.63
P34 2 + 511
100 0.000 60.714 0.00 7704.54 -178187.16
P35 2 + 611 0.000 93.376 0.00 8052.67 -186239.83
100
P36 2 + 711
50 0.000 67.677 0.00 2885.50 -189125.33
P37 2 + 761
50 0.000 47.743 0.00 2187.40 -191312.73
P38 2 + 811
50 0.000 39.753 0.00 1302.99 -192615.72
P39 2 + 861
50 0.000 12.367 0.00 675.56 -193291.28
P40 2 + 911
50 0.000 14.656 0.00 1069.76 -194361.04
P41 2 + 961
50 0.000 28.135 0.00 2059.04 -196420.08
P42 3 + 11
22 0.000 54.227 0.00 1144.30 -197564.38
P43 3 + 33
100 0.000 49.800 0.00 6079.90 -203644.28
P44 3 + 133
100 0.000 71.798 0.00 7383.38 -211027.65
P45 3 + 233
100 0.000 75.870 0.00 7133.48 -218161.13
P46 3 + 333 0.000 66.800 0.00 5507.85 -223668.98
100
P47 3 + 433
100 0.000 43.357 0.00 2246.40 -225915.38
P48 3 + 533 0.000 1.571 -319.98 78.55 -226313.91
100
P49 3 + 633
100 -6.400 0.000 -319.98 1640.00 -228273.88
P50 3 + 733
100 0.000 32.800 -1263.31 1640.00 -231177.19
P51 3 + 833
50 -25.266 0.000 -3258.59 0.00 -234435.79
P52 3 + 883
50 -105.078 0.000 -6034.54 0.00 -240470.32
P53 3 + 933
50 -136.304 0.000 -5593.13 0.00 -246063.45
P54 3 + 983
50 -87.421 0.000 -6695.14 0.00 -252758.59
P55 4 + 33
50 -180.384 0.000 -9171.90 0.00 -261930.49
P56 4 + 83
22 -186.492 0.000 -3538.42 0.00 -265468.91
P57 4 + 105
100 -135.183 0.000 -7809.51 0.00 -273278.42
P58 4 + 205
100 -21.008 0.000 -1050.38 474.53 -274803.33
P59 4 + 305 0.000 9.491 0.00 981.05 -275784.38
100
P60 4 + 405 0.000 10.131
 TABEL PROFIL MEMANJANG

LENGKUNG
JARAK BEDA
NOMOR TINGGI KEMIRINGA
STASIUN R L TINGGI Ket.
STASIUN Δ (˚) ELEVASI N (%)
(m) (m)
(m) (m)
+

+
+

+
+

+
+

#REF!
ANG

TINGGI
RENCA
NA