laporan geometri jalan raya
DESCRIPTION
Teknik SipilTRANSCRIPT
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 )|
= 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
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 :
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
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
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
= (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
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
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
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
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
Potongan/Titik Elev Atas Elev Bawah X1 X2 Elevasi
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
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
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
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
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
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 %
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 %
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 %
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)
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)
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
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
= (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
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
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 %
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 %
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
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
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
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
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