Download - Laporan geometri jalan raya

Transcript
Page 1: Laporan geometri jalan raya

1. Perhitungan Koordinat Titik

Koordinat Titik

Diketahui: Koordinat A (1000 ; 1800)

Koordinat 1 (1900 ; 1100)

Koordinat 2 (2700 ; 1600)

Koordinat B (3500 ; 1600)

Kontrol Jarak

DA – 1 = √ (x1−x A )2+( y1− yA )2

= √ (1900−1000 )2+(1100−1800 )2 = 1140.175 m

D1-2 = √ (x2−x1 )2+ ( y2− y1 )2

= √ (2700−1900 )2+(1600−1100)2= 943.398 m

D2-B = √ (x2−xB )2+( y2− yB )2

=√ (2700−3500 )2+ (1600−1600 )2 = 800 m

Kontrol Sudut α

αA1 = 90º - arctg | y1− y A

x1−x A|

= 90º - arctg | (1100−1800 )(1 900−1000 )|

= 127.875 °

α12 = 90º + arctg | y2− y1

x2−x1|

= 90º + arctg |(1600−1100)(2700−1900 )|

= 57.995 °

α2B = 90º - arctg | y2− y B

x2−xB |= 90º - arctg|(1600−1600 )

(2700−3500 )|

Page 2: Laporan geometri jalan raya

= 90.000°

Kontrol Sudut Δ

Δ1 = αA1- α12

= 127.875−57.995

= 69.880 º

Δ2 = α2B– α12

= 90.000– 57.995

= 32.0057 º

2. Perhitungan Alinyemen Horizontal

a. Perhitungan Tikungan

Tikungan 1

Diketahui : v = 80 km/jam

Δ1 = 69,880 º

Rmin = 201,575 m

Rc = 574 m → e = 0,055

Ls = 60

Analisa perhitungan :

θs = Ls x 90π x Rc

= 60 x 90π x 574

= 2,9946 ˚

θc = Δ1 – (2 . θs) = 69,880– (2x2,9946) = 63,8913 ˚

Lc = θ c

360 x 2 π Rc

= 63,8913

360 x 2𝜋 x 574

= 640,0748m > 20 m tikungan S-C-S

L total = Lc + (2×Ls) =640,0748 +(2 x60 )=760,0748m

12Ltotal=1

2×760,0748=380,0374m

Page 3: Laporan geometri jalan raya

Jarak titik pokok :

Xc = Ls−( Ls3

40 x Rc2 )=60−( 603

40 x5742 )=59,98361 m

Yc = Ls2

6 x Rc= 602

6 x574=1,045m

p = Yc−(Rc x (1−cosθs ) )

¿1,045− (574 x (1−cos2,9946 ° ) )

= 0,2615m

k = Xc−(Rc x sinθs )

¿59,984−(574 x sin 2,9946 ° )

¿29,997m

Ts = (Rc+ p ) xTgn 12∆1+k

¿ (574+0,2615 ) xTgn 12.69,880+29,997

¿431,2067m

Es = ( Rc+ p

cos12∆1 )−Rc=( 574+0,2615

cos .12×69,880 )−574

¿126,5321m

Check :

1/2 L total < kaki terpendek (D12) → 380,0374m < 461,669m …OK

Tikungan 2

Diketahui : v = 80 km/jam

Δ2 = 32,005 º

Rmin = 201,575 m

Rc = 1432 m → e = 0,022

Ls = 50

Analisa perhitungan :

Page 4: Laporan geometri jalan raya

θs = Ls x 90π x Rc

= 5 0 x 90π x 1432

= 1,0003 ˚

θc = Δ2 – (2 . θs) = 32,005 – (2x1.0003) = 30,0048 ˚

Lc = θ c

360 x 2 π Rc

= 30,0048

360 x 2𝜋 x 1432

= 749,9142 m > 20 m tikungan S-C-S

L total = Lc + (2×Ls) = 749,9142 +(2 x50 )=849,9142m

12Ltotal=1

2×849,9142=424,9571m

Jarak titik pokok :

Xc = Ls−( Ls3

40 x Rc2 )=50−( 503

40 x14322 )=49,998 m

Yc = Ls2

6 x Rc= 502

6 x1432=0,2909m

p = Yc−(Rc x (1−cosθs ) )

¿0,2909−(1432x (1−cos 1,0003° ) )

= 0,07274m

k = Xc−(Rc x sinθs )

¿49,998−(1432 x sin 1,0003 ° )

¿24,9997m

Ts = (Rc+ p ) xTgn 12∆2+k

¿ (1432+0,07274 ) x Tgn 12.32,005+24,9997

¿312,615m

Es = ( Rc+ p

cos12∆2 )−Rc=( 1432+0,07274

cos .12×32,005 )−1432

¿57,8045m

Page 5: Laporan geometri jalan raya

Check :

1/2 L total < kaki terpendek (D12) → 424,9571m < 461,669 m …OK

Tabel Perhitungan Alinyemen Horizontal

KeteranganTrase 1

Tikungan 1

Tikungan 2

V 80 80Δ 69,880 17,126

Rmin 201,575 201,575Rc 574 1432Ls 60 50e 0,055 0,022θs 2,9946 1,0003θc 63,8913 30,0048

Lc > 20 (S-C-S) 640,0748 749,9142L total 760,0748 849,9142

Xc 59,9836 49,9984Yc 1,0452 0,2909p 0,2615 0,0727k 29,9972 24,9997TS 431,2067 435,7128ES 126,5321 57,8045

jarak terpendek 461,669 461,669½ Ltotal 380,0374 424,9571

b. Perhitungan Stationing

STA A = 0 + 000 m

DA-TS1 = 708,969 m

DTS1-SC1 = 60 m

DSC1-1 = 320,037 m

D1-CS1 = 320,037 m

DCS1-ST1 = 60 m

DST1-1’ = 30,492 m

Tikungan 1

Sta A = 0+0. 00

m

Page 6: Laporan geometri jalan raya

Sta Ts1 = Sta A+(DA1−T S1)

= (0+0.00 )+¿1140,175 – 431,207)

= 0 + 708,9687 m

Sta Sc1 = StaT S1+LS1

= (0+708,9687 )+60

= 0 + 768,9687 m

Sta 1 = StaSC 1+LC 1/2

= (0+768,9687 )+640,074 /2

= 1 + 89,006 m

Sta Cs1 = Sta1+LC 1/2

= (1+89,006 )+640,074/2

= 1 + 409,044 m

Sta St1 = StaCS1+LS1

= (1+409,044 )+60

= 1 + 469,044 m

Sta 1’ = StaST 1+¿ (D11’ – TS)

= (1+469,044 )+(461,699−431,206)

= 1 + 499,536 m

Tikungan 2

D1’-2’ = 20 m

D2’-TS2 = 25,986 m

DTS2-SC2 = 50 m

DSC2-2 = 374,957 m

D2-CS2 = 374,957 m

DCS2-ST2 = 50 m

DST2-B = 364,287 m

Sta 2’ = Sta1'+20

Page 7: Laporan geometri jalan raya

= (1+499,536 )+20

= 1 + 519,536 m

Sta Ts2 = Sta2 '+(D2' 2−T S2)

= (1+519,536 )+¿461,699 – 435,712)

= 1 + 545,522 m

Sta Sc2 = StaT S2+LS2

= (1+545,522 )+50

= 1 + 595,522 m

Sta 2 = StaSC 2+LC 2/2

= (1+595,522 )+749,914 /2

= 1 + 970,479 m

Sta Cs2 = Sta2+LC 2/2

= (1+970,479 )+749,914 /2

= 2 + 345,436 m

Sta St2 = StaCS2+LS2

= (2+345,436 )+50

= 2 + 395,436 m

Sta B = StaST 2+¿ (D2B – TS)

= (2+395,436 )+(800−435,712)

= 2 + 759,724 m

Tabel Perhitungan Stationing

A 0 + 0.00

TS1 0 + 708,968

SC1 0 + 768,968

1 1 + 89,006

CS1 1 + 409,044

ST1 1 + 469,044

1’ 1 + 499,536

2’ 1 + 519,536

Page 8: Laporan geometri jalan raya

TS2 1 + 545,522

SC2 1 + 595,522

2 1 + 970,479

CS2 2 + 345,436

ST2 2 + 395,436

B 2 + 759,724

3. Perhitungan Elevasi Jalur

Rumus perhitungan jalur kiri dan jalur kanan :

Potongan X–X=elevasi atas−[( X2X 1+X 2 )× (elevasi atas−elevasibawah )]

Rumus perhitungan as jalur :

Potongan X – X =elevasi kiri+elevasi kanan

2

a. Jalur kiri

Potongan A = 135−[( 0,70+0,7 )× (135−125 )] = 131,00

Potongan 1 = 135−[( 0,30,8+0.3 )× (135−125 )] = 127,72

Potongan 2 = 140−[( 1,20+1,2 )× (140−135 )] = 140,00

Potongan 3 = 140−[( 0,50,5+0,5 )× (140−135 )] = 137,50

Potongan 4 = 140−[( 0,40,6+0.4 )× (140−140 )] = 140,00

Potongan 5 = 140−[( 0,40,6+0,4 )× (140−140 )] = 140,00

Potongan 6 = 150−[( 0,70,2+0,7 )× (150−140 )] = 147,77

Potongan 7 = 150−[( 0,20,7+0,2 )× (150−140 )] = 142,22

Page 9: Laporan geometri jalan raya

Potongan 8 =165−[( 0,80,4+0,8 )× (165−150 )] = 160,00

Potongan 9 = 165−[( 0,41+0,4 )× (165−150 )] = 154,28

Potongan 10 = 165−[( 0,21,2+0,2 )× (165−150 )] = 152,14

Untuk potongan selanjutnya dapat dilihat pada tabel di bawah ini :

Tabel Perhitungan elevasi jalur (trase 1 jalur kiri)

Potongan/Titik Elev Atas Elev Bawah X1 X2 ElevasiA - A 135 125 0 0.7 135.00001 - 1 135 125 0.8 0.3 127.72732 - 2 140 135 0 1.2 140.00003 - 3 140 135 0.5 0.5 137.50004 - 4 140 140 0 0.9 140.00005 - 5 140 140 0.6 0.4 140.00006 - 6 150 140 0.2 0.7 147.77787 - 7 150 140 0.7 0.2 142.22228 - 8 165 150 0.4 0.8 160.00009 - 9 165 150 1 0.4 154.2857

10 - 10 165 150 1.2 0.2 152.142911 - 11 165 150 1 0.2 152.500012 - 12 165 150 0.9 0.3 153.750013 - 13 165 150 0.6 0.5 156.818214 - 14 165 150 0.2 0.6 161.250015 - 15 165 150 0.2 0.6 161.250016 - 16 165 150 0.1 0.7 163.125017 - 17 165 150 0.1 0.9 163.500018 - 18 165 150 0 1.3 165.000019 - 19 165 150 0 1.3 165.000020 - 20 150 140 2.8 0.1 140.344821 - 21 150 140 2.8 0.3 140.967722 - 22 150 140 2.7 0.6 141.818223 - 23 150 140 2.6 0.8 142.352924 - 24 150 140 2.3 0.5 141.785725 - 25 150 140 2.2 0.6 142.142926 - 26 150 140 1.9 0.7 142.692327 - 27 150 140 1.7 0.8 143.200028 - 28 150 140 1.6 0.9 143.600029 - 29 150 140 1.6 1 143.8462

Page 10: Laporan geometri jalan raya

30 - 30 150 140 1.7 0.9 143.461531 - 31 150 140 1.9 0.7 142.692332 - 32 150 140 2.1 0.6 142.222233 - 33 150 140 2.2 0.6 142.142934 - 34 150 140 5.9 3.3 143.587035 - 35 150 140 5.6 3.4 143.777836 - 36 150 140 5.3 3.6 144.044937 - 37 150 140 4.4 3.7 144.567938 - 38 150 140 0.8 1.2 146.000039 - 39 150 140 0.8 0.9 145.294140 - 40 150 140 1 0.7 144.117641 - 41 150 140 0.7 1.1 146.111142 - 42 150 140 0.7 1.4 146.666743 - 43 150 140 0.7 1.6 146.956544 - 44 140 145 0.7 0.5 142.916745 - 45 140 145 0.4 0.7 141.818246 - 46 140 145 0.2 0.9 140.909147 - 47 140 145 0.2 1.2 140.714348 - 48 145 145 0.2 1.3 145.000049 - 49 145 145 0 1 145.000050 - 50 145 150 1.3 0.1 149.642951 - 51 145 150 1.2 0.5 148.529452 - 52 145 150 1 0.8 147.777853 - 53 150 150 1.3 1.3 150.000054 - 54 150 150 0.8 1.1 150.000055 - 55 150 150 0 1.3 150.000056 - 56 150 165 2 1.2 159.375057 - 57 150 165 1.8 1 159.642958 - 58 150 165 2 0.7 161.111159 - 59 150 165 1.9 0.5 161.875060 - 60 150 165 2 0.3 163.043561 - 61 140 150 0 0.6 140.000062 - 62 140 150 0.3 0.3 145.000063 - 63 140 150 0.5 0.1 148.333364 - 64 135 140 0.2 0.3 137.000065 - 65 135 140 0.4 0.2 138.333366 - 66 130 135 0 0.7 130.000067 - 67 130 135 0.1 0.6 130.714368 - 68 130 135 0.3 0.5 131.875069 - 69 130 135 0.4 0.4 132.500070 - 70 130 135 0.7 0.3 133.500071 - 71 130 135 0.7 0.2 133.888972 - 72 130 135 0.5 0.2 133.571473 - 73 130 135 0.2 0.5 131.4286

Page 11: Laporan geometri jalan raya

74 - 74 130 135 0 0.7 130.000075 - 75 140 145 0.8 0.4 143.333376 - 76 140 145 0.5 0.6 142.272777 - 77 140 145 0.1 0.8 140.555678 - 78 145 155 1 0.2 153.333379 - 79 145 155 0.9 0.2 153.1818

B - B 145 155 0 0.2 145.0000

b. Jalur Kanan

Potongan A = 135−[( 01+0 )× (135−125 )] = 125,00

Potongan 1 = 135−[( 0,20,9+0,2 )× (135−125 )] = 126,81

Potongan 2 = 135−[( 0,40,4+0,4 )× (135−125 )] = 130,00

Potongan 3 = 140−[( 0,10,9+0,1 )× (140−135 )] = 135,50

Potongan 4 = 140−[( 0,60,3+0,6 )× (140−135 )] = 138,33

Potongan 5 = 140−[( 0,20,7+0,2 )× (140−140 )] = 140,00

Potongan 6 = 140−[( 0,70,2+0,7 )× (140−140 )] = 140,00

Potongan 7 = 150−[( 0,40,5+0.4 )× (150−140 )] = 144,44

Potongan 8 =165−[( 01,3+0 )× (150−165 )] = 150,00

Potongan 9 = 165−[( 0,51,2+0,5 )× (165−150 )] = 154,41

Potongan 10 = 165−[( 0,60,9+0,6 )× (165−150 )] = 156,00

Untuk potongan selanjutnya dapat dilihat pada tabel di bawah ini :

Tabel Perhitungan elevasi jalur

Page 12: Laporan geometri jalan raya

Potongan/Titik Elev Atas Elev Bawah X1 X2 Elevasi

Page 13: Laporan geometri jalan raya

A - A 135 125 1 0 125.00001 - 1 135 125 0.9 0.2 126.81822 - 2 135 125 0.4 0.4 130.00003 - 3 140 135 0.9 0.1 135.50004 - 4 140 135 0.3 0.6 138.33335 - 5 140 140 0.7 0.2 140.00006 - 6 140 140 0.2 0.7 140.00007 - 7 150 140 0.5 0.4 144.44448 - 8 165 150 1.3 0 150.00009 - 9 165 150 1.2 0.5 154.4118

10 - 10 165 150 0.9 0.6 156.000011 - 11 165 150 0.7 0.5 156.250012 - 12 165 150 0.9 0.4 154.615413 - 13 165 150 1 0.1 151.363614 - 14 150 140 0.4 0.9 146.923115 - 15 150 140 0.4 0.9 146.923116 - 16 150 140 0.5 0.8 146.153817 - 17 150 140 0.6 0.7 145.384618 - 18 150 140 0.6 0.7 145.384619 - 19 150 140 0.6 0.7 145.384620 - 20 150 140 0.9 0.7 144.375021 - 21 150 140 1.5 0.8 143.478322 - 22 150 140 1.4 1 144.166723 - 23 150 140 1.7 1.2 144.137924 - 24 150 140 2.8 1.5 143.488425 - 25 150 140 1.6 1.5 144.838726 - 26 150 140 1.4 1.3 144.814827 - 27 150 140 1.5 1.1 144.230828 - 28 150 140 1.6 0.9 143.600029 - 29 150 140 1.6 1 143.846230 - 30 150 140 1.5 1.2 144.444431 - 31 150 140 1.4 1.4 145.000032 - 32 150 140 1.3 1.5 145.357133 - 33 150 140 1.2 1.7 145.862134 - 34 150 140 1.1 1.8 146.206935 - 35 150 140 1.1 1.6 145.925936 - 36 150 140 1.2 1.6 145.714337 - 37 150 140 1.3 1.5 145.357138 - 38 150 140 1.8 0.8 143.076939 - 39 150 140 1.6 0.3 141.578940 - 40 150 140 1.5 0.2 141.176541 - 41 150 140 1.9 0.1 140.500042 - 42 150 140 2 0.1 140.476243 - 43 150 140 2.6 0.1 140.3704

Page 14: Laporan geometri jalan raya

44 - 44 140 145 1 0.2 144.166745 - 45 145 150 0.1 1.4 145.333346 - 46 145 150 0.4 1.1 146.333347 - 47 145 150 0.5 0.8 146.923148 - 48 145 150 0.5 0.6 147.272749 - 49 145 150 0.6 0.5 147.727350 - 50 145 150 0.8 0.5 148.076951 - 51 145 150 2.5 0.5 149.166752 - 52 145 150 3.1 0.4 149.428653 - 53 145 150 1.7 0.2 149.473754 - 54 150 150 0 0.9 150.000055 - 55 150 165 1 0.8 158.333356 - 56 150 165 1.9 0.9 160.178657 - 57 150 165 1.5 1 159.000058 - 58 150 165 1.3 1.1 158.125059 - 59 150 165 1 1.2 156.818260 - 60 150 165 0.7 1.4 155.000061 - 61 150 165 0.5 1.5 153.750062 - 62 150 165 0.2 1.7 151.578963 - 63 140 150 0.5 0.1 148.333364 - 64 140 150 0.2 0.4 143.333365 - 65 135 140 0.7 0 140.000066 - 66 135 140 0.5 0.4 137.777867 - 67 135 140 0.4 0.6 137.000068 - 68 135 140 0.3 0.9 136.250069 - 69 135 140 0.1 1.1 135.416770 - 70 130 135 1 0.2 134.166771 - 71 130 135 1 0 135.000072 - 72 130 135 0.1 0.7 130.625073 - 73 130 135 0.3 0.5 131.875074 - 74 130 135 0.7 0.4 133.181875 - 75 135 145 0.9 0.3 142.500076 - 76 135 145 1.1 0 145.000077 - 77 135 145 0.5 0.8 138.846278 - 78 145 155 0.7 0.6 150.384679 - 79 145 155 0.8 0.3 152.2727

B - B 145 155 0.8 0 155.0000

c. As Jalan

Potongan A = 125,00+135,00

2 = 130,00

Page 15: Laporan geometri jalan raya

Potongan 1 = 126,81+127,72

2 = 127,27

Potongan 2 = 130,00+140,00

2 = 135,00

Potongan 3 = 135,50+137,50

2 = 136,50

Potongan 4 = 138,33+140,00

2 = 139,16

Potongan 5 = 140,00+140,00

2 = 140,00

Potongan 6 = 140,00+147,77

2 = 143,88

Potongan 7 = 144,44+142,22

2 = 143,33

Potongan 8 = 150,00+160,00

2 = 155,00

Potongan 9 = 154,41+154,28

2 = 154,34

Potongan 10 = 156,00+152,14

2 = 154,07

Untuk potongan selanjutnya dapat dilihat pada tabel di bawah ini :

Tabel Perhitungan As Jalan

Potongan/Titik Elevasi Kanan Elevasi Kiri elevasi As

A - A 125.0000 135.0000 130

1 - 1 126.8182 127.7273127.272727

32 - 2 130.0000 140.0000 1353 - 3 135.5000 137.5000 136.5

4 - 4 138.3333 140.0000139.166666

75 - 5 140.0000 140.0000 140

6 - 6 140.0000 147.7778143.888888

9

7 - 7 144.4444 142.2222143.333333

38 - 8 150.0000 160.0000 155

9 - 9 154.4118 154.2857154.348739

510 - 10 156.0000 152.1429 154.071428

Page 16: Laporan geometri jalan raya

611 - 11 156.2500 152.5000 154.375

12 - 12 154.6154 153.7500154.182692

3

13 - 13 151.3636 156.8182154.090909

1

14 - 14 146.9231 161.2500154.086538

5

15 - 15 146.9231 161.2500154.086538

5

16 - 16 146.1538 163.1250154.639423

1

17 - 17 145.3846 163.5000154.442307

7

18 - 18 145.3846 165.0000155.192307

7

19 - 19 145.3846 165.0000155.192307

7

20 - 20 144.3750 140.3448142.359913

8

21 - 21 143.4783 140.9677142.223001

4

22 - 22 144.1667 141.8182142.992424

2

23 - 23 144.1379 142.3529143.245436

1

24 - 24 143.4884 141.7857142.637043

2

25 - 25 144.8387 142.1429143.490783

4

26 - 26 144.8148 142.6923143.753561

3

27 - 27 144.2308 143.2000143.715384

628 - 28 143.6000 143.6000 143.6

29 - 29 143.8462 143.8462143.846153

8

30 - 30 144.4444 143.4615143.952991

5

31 - 31 145.0000 142.6923143.846153

8

32 - 32 145.3571 142.2222143.789682

5

33 - 33 145.8621 142.1429144.002463

1

34 - 34 146.2069 143.5870144.896926

535 - 35 145.9259 143.7778 144.851851

Page 17: Laporan geometri jalan raya

9

36 - 36 145.7143 144.0449144.879614

837 - 37 145.3571 144.5679 144.962522

38 - 38 143.0769 146.0000144.538461

5

39 - 39 141.5789 145.2941143.436532

5

40 - 40 141.1765 144.1176142.647058

8

41 - 41 140.5000 146.1111143.305555

6

42 - 42 140.4762 146.6667143.571428

6

43 - 43 140.3704 146.9565143.663446

1

44 - 44 144.1667 142.9167143.541666

7

45 - 45 145.3333 141.8182143.575757

6

46 - 46 146.3333 140.9091143.621212

1

47 - 47 146.9231 140.7143143.818681

3

48 - 48 147.2727 145.0000146.136363

6

49 - 49 147.7273 145.0000146.363636

4

50 - 50 148.0769 149.6429148.859890

1

51 - 51 149.1667 148.5294148.848039

2

52 - 52 149.4286 147.7778148.603174

6

53 - 53 149.4737 150.0000149.736842

154 - 54 150.0000 150.0000 150

55 - 55 158.3333 150.0000154.166666

7

56 - 56 160.1786 159.3750159.776785

7

57 - 57 159.0000 159.6429159.321428

6

58 - 58 158.1250 161.1111159.618055

6

59 - 59 156.8182 161.8750159.346590

960 - 60 155.0000 163.0435 159.021739

Page 18: Laporan geometri jalan raya

161 - 61 153.7500 140.0000 146.875

62 - 62 151.5789 145.0000148.289473

7

63 - 63 148.3333 148.3333148.333333

3

64 - 64 143.3333 137.0000140.166666

7

65 - 65 140.0000 138.3333139.166666

7

66 - 66 137.7778 130.0000133.888888

9

67 - 67 137.0000 130.7143133.857142

968 - 68 136.2500 131.8750 134.0625

69 - 69 135.4167 132.5000133.958333

3

70 - 70 134.1667 133.5000133.833333

3

71 - 71 135.0000 133.8889134.444444

4

72 - 72 130.6250 133.5714132.098214

3

73 - 73 131.8750 131.4286131.651785

7

74 - 74 133.1818 130.0000131.590909

1

75 - 75 142.5000 143.3333142.916666

7

76 - 76 145.0000 142.2727143.636363

6

77 - 77 138.8462 140.5556139.700854

7

78 - 78 150.3846 153.3333151.858974

4

79 - 79 152.2727 153.1818152.727272

7B - B 155.0000 145.0000 150

4. Perhitungan kondisi medan

Potongan X – X =

(Elevasi Rumija ki .-Elevasi Rumija ka . )40

×100 %

Page 19: Laporan geometri jalan raya

Potongan A = |135 ,00−125 ,0040

×100 %|=25 ,00%

Potongan 1 =

|127,72-126,8140

×100 %|=2 ,27 %

Potongan 2 = |130,00-140,0040

×100 %|=25 ,00 %

Potongan 3 = |137,50-135,0040

×100 %|=5,00%

Potongan 4 = |140,00-138,0040

×100 %|=4 ,16 %

Potongan 5 = |14 0,00-140,0040

×100 %|=0%

Potongan 6 = |14 7,77-140,0040

×100 %|=19 ,44 %

Potongan 7 = |144,44-142,2240

×100 %|=5 ,56%

Potongan 8 = |160,00-150,0040

×100 %|=25 ,00 %

Potongan 9 = |154,41-154,2840

×100 %|=0 ,31 %

Potongan 10 = |156,00-152,1440

×100 %|=9,64%

Untuk potongan selanjutnya dapat dilihat pada tabel di bawah ini :

Tabel Perhitungan kondisi medan jalan

Potongan/Titik Elevasi Kanan Elevasi Kiri Kemiringan Medan(%)

A - A 125.0000 135.0000 25.0000 %1 - 1 126.8182 127.7273 2.2727 %2 - 2 130.0000 140.0000 25.0000 %

Page 20: Laporan geometri jalan raya

3 - 3 135.5000 137.5000 5.0000 %4 - 4 138.3333 140.0000 4.1667 %5 - 5 140.0000 140.0000 0.0000 %6 - 6 140.0000 147.7778 19.4444 %7 - 7 144.4444 142.2222 5.5556 %8 - 8 150.0000 160.0000 25.0000 %9 - 9 154.4118 154.2857 0.3151 %

10 - 10 156.0000 152.1429 9.6429 %11 - 11 156.2500 152.5000 9.3750 %12 - 12 154.6154 153.7500 2.1635 %13 - 13 151.3636 156.8182 13.6364 %14 - 14 146.9231 161.2500 35.8173 %15 - 15 146.9231 161.2500 35.8173 %16 - 16 146.1538 163.1250 42.4279 %17 - 17 145.3846 163.5000 45.2885 %18 - 18 145.3846 165.0000 49.0385 %19 - 19 145.3846 165.0000 49.0385 %20 - 20 144.3750 140.3448 10.0754 %21 - 21 143.4783 140.9677 6.2763 %22 - 22 144.1667 141.8182 5.8712 %23 - 23 144.1379 142.3529 4.4625 %24 - 24 143.4884 141.7857 4.2566 %25 - 25 144.8387 142.1429 6.7396 %26 - 26 144.8148 142.6923 5.3063 %27 - 27 144.2308 143.2000 2.5769 %28 - 28 143.6000 143.6000 0.0000 %29 - 29 143.8462 143.8462 0.0000 %30 - 30 144.4444 143.4615 2.4573 %31 - 31 145.0000 142.6923 5.7692 %32 - 32 145.3571 142.2222 7.8373 %33 - 33 145.8621 142.1429 9.2980 %34 - 34 146.2069 143.5870 6.5499 %35 - 35 145.9259 143.7778 5.3704 %36 - 36 145.7143 144.0449 4.1734 %37 - 37 145.3571 144.5679 1.9731 %38 - 38 143.0769 146.0000 7.3077 %39 - 39 141.5789 145.2941 9.2879 %40 - 40 141.1765 144.1176 7.3529 %41 - 41 140.5000 146.1111 14.0278 %42 - 42 140.4762 146.6667 15.4762 %43 - 43 140.3704 146.9565 16.4654 %44 - 44 144.1667 142.9167 3.1250 %45 - 45 145.3333 141.8182 8.7879 %46 - 46 146.3333 140.9091 13.5606 %

Page 21: Laporan geometri jalan raya

47 - 47 146.9231 140.7143 15.5220 %48 - 48 147.2727 145.0000 5.6818 %49 - 49 147.7273 145.0000 6.8182 %50 - 50 148.0769 149.6429 3.9148 %51 - 51 149.1667 148.5294 1.5931 %52 - 52 149.4286 147.7778 4.1270 %53 - 53 149.4737 150.0000 1.3158 %54 - 54 150.0000 150.0000 0.0000 %55 - 55 158.3333 150.0000 20.8333 %56 - 56 160.1786 159.3750 2.0089 %57 - 57 159.0000 159.6429 1.6071 %58 - 58 158.1250 161.1111 7.4653 %59 - 59 156.8182 161.8750 12.6420 %60 - 60 155.0000 163.0435 20.1087 %61 - 61 153.7500 140.0000 34.3750 %62 - 62 151.5789 145.0000 16.4474 %63 - 63 148.3333 148.3333 0.0000 %64 - 64 143.3333 137.0000 15.8333 %65 - 65 140.0000 138.3333 4.1667 %66 - 66 137.7778 130.0000 19.4444 %67 - 67 137.0000 130.7143 15.7143 %68 - 68 136.2500 131.8750 10.9375 %69 - 69 135.4167 132.5000 7.2917 %70 - 70 134.1667 133.5000 1.6667 %71 - 71 135.0000 133.8889 2.7778 %72 - 72 130.6250 133.5714 7.3661 %73 - 73 131.8750 131.4286 1.1161 %74 - 74 133.1818 130.0000 7.9545 %75 - 75 142.5000 143.3333 2.0833 %76 - 76 145.0000 142.2727 6.8182 %77 - 77 138.8462 140.5556 4.2735 %78 - 78 150.3846 153.3333 7.3718 %79 - 79 152.2727 153.1818 2.2727 %

B - B 155.0000 145.0000 25.0000 %

Kondisi medan =

∑ Kondis i medan potongan

∑Potongan=

884,93481

=910 ,925 %

Berdasarkan tabel kondisi medan , Kondisi medan trase 1 adalah datar.

(BINA MARGA ,1990)

5. Jarak Pandang

a. Jarak Pandang Henti (JPH)

Page 22: Laporan geometri jalan raya

Data:

Vr = 80 km/jam

g = 9,8 m/dt²

f = 0,35

t = 2,5 dt

JPH = [ Vr3.6 ] t+[ ( Vr3.6

)2

2×g× f ]= [ 80

3.6 ]2,5+[ ( 803,6

)2

2×9.8×0,35 ]= 127,469 m

b. Jarak Pandang Menyiap (JPM)

a. JPM adalah jarak yang memungkinkan suatu kendaraan mendahului

kendaraan lain di depannya dengan aman sampai kendaraan tersebut

kembali ke lajur semula.

b. Diukur berdasarkan asumsi bahwa tinggi mata pengemudi adalah 105 cm

dan tinggi halangan adalah 105 cm.

c. Dalam satuan meter ditentukan sebagai berikut :

JPM=D 1+D 2+D3+D 4

Dimana :D1 = Jarak yang ditempuh selama waktu tanggap (m) dengan rumus :

0,278⋅t 1⋅(Vr−m+ a⋅t 1

2 )0,278 = nilai konversi dari km/jam (m/dtk)

t1 = waktu tanggap (detik)

Vr = kec. rata – rata kendaraan yang menyiap (km/jam)

m = perbedaan kecepatan (15 km/jam)

a = percepatan rata – rata (bergantung kec. rencana)

Page 23: Laporan geometri jalan raya

D2 = Jarak yang ditempuh selama mendahului sampai kembali kelajur

semula (m) dihitung dengan rumus :

0,278×Vr×t 2

Vr = kec. rata – rata kendaraan yang menyiap (km/jam)

t2 =waktu kendaraan dijalur kanan (detik)

D3 = Jarak bebas kendaraan atau jarak antara kendaraan yang mendahului

dengan kendaraan yang datang dari arahberlawanan setelah proses

mendahului selesai (30-100 m)

D4 =Jarak yang ditempuh oleh kendaraan yang

datangdariarahberlawanan, yang besarnya diambil 2/3 D2

T1 = 2,12 + ( 0,026 x VR )

= 2,12 + ( 0,026 x 80 )

= 4,2 dt

T2 = 6,56 + ( 0,048 x VR )

= 6,56 + ( 0,048 x 80 )

= 10,4 dt

a = 2,052 + ( 0,0036 x VR )

= 2,052 + ( 0,0036 x 80)

= 2,34 km/jam

m = 15 km/jam

D1 = 0,278 x T1 x ( VR – m + a xT 1

2 )

= 0,278 x 4,2 x ( 80 –15 + 2,34 x 4,2

2 )

= 90,101 m

D2 = 0.278 x VR x T2

= 0.278 x 80 x 10,4

= 231,296 m

Page 24: Laporan geometri jalan raya

D3 = 50 m

D4 = 23

x D2

= 23

x 231,296

= 154,1973 m

JPM = D1 + D2 + D3 + D4

= 90,1014+ 231,296 + 50 +154,1973

= 525,595 m

6. Jarak bebasan Samping

Tikungan 1

Rc = 574 m

JPH = 127,469 m

Rc’ = Rc – Lebar lajur –(0,5 x Lebar lajur)

= 574– 3,5 –(0,5 x 3,5) = 568,75 m

Lt = (2 x Ls) + Lc

= (2×60 )+¿ 640,074

= 760,0748 m> JPH = 127,469 m

Karena JPH < Lt maka :

E = Rc ' [1−cos( 28.65×JPHRc ' )]

= 568,75[1−cos( 28.65×127,469568,75 )]= 3,57 m

Tikungan 2

Rc = 1432 m

JPH = 127,47 m

Rc’ = Rc – Lebar lajur –(0,5 x Lebar lajur)

= 1432 – 3,5 –(0,5 x 3,5) = 1426,75 m

Lt = (2 x Ls) + Lc

Page 25: Laporan geometri jalan raya

= (2×50 )+¿ 749,914

= 849,91 m> JPH = 127,469 m

Karena JPH < Lt maka :

E = Rc ' [1−cos( 28.65×JPHRc ' )]

= 1426,75[1−cos ( 28.65×127,4691904,75 )]= 1,42 m

7. Perhitungan Pelebaran di Tikungan

Diketahui data :

- Lebar mobil (b) = 2,5 m

- Lebar jalan satu lajur = 3,5 m

a. Tikungan 1

Vr = 80 km/jam

Rrenc = 574 m

Pelebaran jalan yang dilewati truk

Ri = Rrenc – lebar lajur

= 574 – 3,5

= 570,5 m

Rc = Ri + 0.5×b

= 570,5+ 0,5 x 2,5

=571,75 m

Rw = √¿¿

= √¿¿

= 573,00 m

B = Rw+1 .25−√Rc 2−64

= 573 ,00+1 .25−√571,752−64 = 2,56 m

Page 26: Laporan geometri jalan raya

ε = B – b

= 2,56 – 2.5

= 0.06 m

Untuk Semi Trailer

Rw = √¿¿

=√¿¿

= 573 m

B = Rw+1 .25−√Rc 2−109.9

= 573+1 .25−√571 ,752−109 . 9= 2,595 m

ε = B – b

= 2.59 – 2.5

= 0.09 m

b. Tikungan 2

Vr = 80 km/jam

Rrenc = 1432 m

Pelebaran jalan yang dilewati truk

Ri = Rrenc – lebar lajur

= 1432 – 3,5

= 1428,5 m

Rc = Ri + 0.5×b

= 1428,5 + 0,5 x 2,5

= 1429,75 m

Rw = √¿¿

= √¿¿

= 1431 m

B = Rw+1 .25−√Rc 2−64

= 1431+1 .25−√1429 ,752−64 = 2,522 m

Page 27: Laporan geometri jalan raya

ε = B – b

= 2,52 – 2.5

= 0,02 m

Untuk Semi Trailer

Rw = √¿¿

=√¿¿

= 1431 m

B = Rw+1 .25−√Rc 2−109.9

= 1431+1 .25−√1429 ,752−109 . 9= 2,53 m

ε = B – b

= 2,53 – 2.5

= 0,03 m

8. Diagram Superelevasi

a. Tikungan 1

Lebar 1 lajur = 3,5 m

en = 2 %

e = 5,5%

Ls = 60 m

Lc = 640,0748 m

Y1 = en x lebar jalur = 0,02 x 3,5 = 0,07 = 7 %

Y2 = e x lebar jalur = 0,055 x 3,5 = 0,1925 = 19,25 %

Page 28: Laporan geometri jalan raya

Gambar Diagram Super Elevasi tikungan 1

b. Tikungan 2

Lebar 1 lajur = 3,5 m

en = 2 %

e = 2,2 %

Ls = 50 m

Lc = 749,9142 m

Y1 = en x lebar jalur = 0,02 x 3,5 = 0,07 = 7 %

Y2 = e x lebar jalur = 0,022 x 3,5 = 0,077 = 7,7 %

Page 29: Laporan geometri jalan raya

Gambar Diagram Super Elevasi tikungan 2

9. Perhitungan Alinyemen Vertikal

Data Stationing

Titik A = 0 + 000 ; elevasi =130

Titik PPV1 = 0 + 500 ; elevasi =159,24

Titik PPV2 = 0 + 982,64 ; elevasi =120,93

Titik PPV3 = 1 + 1453,96 ; elevasi =151,5

Titk PPV4 = 1 + 1953,78 ; elevasi =125,6

Titik PPV5 = 2 + 2456,61 ; elevasi =160,45

Titik B = 2 + 2759,72 ; elevasi =150

Perhitungan Kelandaian

Page 30: Laporan geometri jalan raya

g=elevasi depan-elevasi belakangjarak

100%

g1 = PPV 1-titikA450

= 159,24-130500

= 5,85 %

g2 = PPV 2-PPV1

482,64

= 120,93−159,24482,64

= -7,94 %

Untuk perhitungan selanjutnya dapat dilihat pada tabel berikut :

No TITIK STASIUNELEVASI

RENCANAKELANDAIAN

g1 A 0 + 0 1302 1 0 + 500 159,24 5,85%3 2 0 + 982,64 120,93 -7,94%4 3 1 + 1453,96 151,5 6,49%5 4 1 + 1953,78 125,6 -5,18%6 5 2 + 2456,61 160,45 6,93%7 B 2 + 2759,72 150 -3,43%

Lengkung PPV1

Sta. PPV1 =0 + 500

Elevasi PPV1 =159,24

g1 = 5,85 %

g2 = -7,94 %

Δ =|g2−g1|

= |(−7,94)−5,85|= 13,79 %

JPH =127,469 m

Page 31: Laporan geometri jalan raya

Lv =∆ ( JPH )2

398

Lv =13,79 (127,469 )2

398

= 562,79 m

El. PVC1 =el. PPV1 – (0,5 x Lv x g1)

=159,19 – (0,5 x 562,79 x (0,0585))

=142,73 m

Sta. PVC1 = Sta. PPV1 – (0.5 x Lv)

= 499,14 – (0.5 x 562,79)

= 0 + 217,75 m

El. PVT1 =el. PPV1 - (0.5 x Lv x g2)

=159,19 - (0.5 x 562,79 x (-0,0794))

= 181,53 m

Sta. PVT1 = Sta. PPV1 + (0.5 x Lv1)

= 499,14 + (0,5 x 562,79)

= 0 + 780,54 m

Ev =

Δ800 . LV

=

13,79800 x 562,79

=9,7El. Ev =el. PPV1 + Ev

=159,19 + 9,7

=168,89 m

Page 32: Laporan geometri jalan raya

Lengkung PPV2

Sta. PPV2 =0 + 982,64

Elevasi PPV2 =159,24

g2 = -7,94 %

g3 = 6,69%

Δ =|g2−g3|

= |(−7,94)−6,69|= 14,42 %

JPH =127,469 m

Lv =∆ ( JPH )2

398

Lv =14,42 (127,469 )2

398

=588,84 m

El. PVC2 =el. PPV2 – (0,5 x Lv x g2)

=121,05– (0,5 x 588,84 x (-0,0794))

=142,73 m

Sta. PVC2 = Sta. PPV2 – (0.5 x Lv)

= 982,12 – (0,5 x 588,84)

= 0 + 686,70 m

El. PVT2 =el. PPV2 - (0,5 x Lv x g3)

=121,04- (0,5 x 588,84 x (0,0649))

=101,95 m

Sta. PVT2 =Sta. PPV2 + (0,5 x Lv)

=981,12 + (0,5 x 588,84)

=1 + 1275,54 m

Page 33: Laporan geometri jalan raya

Ev =

Δ800 . LV

=

14,42 800 x 588,84

= 10,61

El. Ev = el. PPV2 + Ev

= 121,05+ 10,616

= 131,67 m

Untuk perhitungan selanjutnya dapat dilihat dalam tabel Berikut :

Lv g (%) ΔPPV PVC PVT

EV El. EVElevasi station elevasi station elevasi station

A 5.85

1 562,79 -7,94 13,79 159,19 449,14 142,73 217,75 181,53 780,54 9,69 168,892 588,84 6,49 14,42 121,05 981,12 144,42 686,70 101,95 1275,54 10,61 131,673 467,34 -5,18 11,67 151,44 1452,97 135,99 1214,80 163,78 1691,14 6,94 158,384 494,50 6,93 12,11 125,63 1953,11 138,45 1705,86 108,50 2200,36 7,48 133,125 423,69 -3,45 10,38 160,37 2455,40 145,68 2243,55 167,67 2667,25 5,49 165,86

Tabel Perhitungan elevasi EV