Penentuan Perencanaan GeometriPenentuan Spesifikasi Medan

A . Penentuan Sesifikasi Medan

Jadi besar lereng melintang rata-rata = % (Datar)

1

NOELEVASI LERENG MELINTANG DENGAN

KIRI KANAN ROW 30 m x 100%(A) 101.8 101.4 21 101.99 101.47 2.62 101.7 101.25 2.253 101.43 101 2.154 101.45 100.98 2.35

(PPI) 102.25 101.6 3.255 101.99 101.49 2.56 101 101.45 2.757 99.44 98.75 3.458 98.49 98.51 -0.19 101.3 100.99 1.5510 102.97 102.49 2.4

(PPII) 101.98 103.25 -6.3511 103.6 101 1312 102 101.3 3.513 103.7 101.48 11.114 104.7 102 13.515 104.48 104.6 -0.6(B) 103.48 104.35 -4.35

JUMLAH 56.95

Ketentuan soal Kelas jalan : II BKoordinat titik sumbu : (570) ; (185)Spesifikasi medan : DatarStationing di titik A : Sta 12+600Elevasi rencana di titik A : Pada Permukaan Tanah Asli

A . PERHITUNGAN ALINEMEN HORIZONTAL

I. Perhitungan dan koordinat titikKoordinat titik :A : (570) ; (185))PP I : (1003.02) ; (435)PP II : (1608.4) ; (786.46)

B : (2205.5) ; (845.48)

Jarak antara titik

A – PP I = = 500,0063 m

PP I – PP II = = 700,0065 m

PPII – B = = 600,0098 m

II. Sudut Tikungan dan AzimutAzimut A = 60°

Azimut PP I = arc tg

= 59,862°

Azimut PP II = arc tg

= 84,355°

Sudut dari 2tg

2

PP1 = Azimut PP1I – Azimut PPI = 180° - 60° - 59,862

= 60,137°

PPII = Azimut PPII – Azimut B = 120° - 95° = 35,783°

B . PERHITUNGAN

NoKeterangan Klasifikasi Medan

Kelas II B

1234567891011121314

15

Medan Kecepatan Rencana (VR)Lebar daerah penguasaan (ROW)Lebar Perkerasan (Wn)Lebar bahuLereng melintang perkerasanLereng melintang bahuMiring tikungan maksimumJari-jari lengkung minimumLandai maksinunLandai relatife maksimal antara tepi perkerasanJarak pandang hentiJarak pandang menyiapJari-jari lengkung minimum dimana miring tikungan tadak perluBatas jari-jari lengkung harus dengan busur peralihan

Datar80 km/jam

30 m2 x 3,50 m

3,00 m2 %6 %10 %210 m5 %

1/200115 m520 m1600 m

1100 m

a. Tikungan

Vrencana = 80 km/jamRmin = 210 mRrencana = 300 m Sudut PPI = 60,137°

D = = 4,775°

Dari Tabel Bina Marga diperoleh :Panjang Lengkung (LS) = 70 mD1 = 4,5° = 0,088D2 = 5° = 0,093

3

ep untuk D = 4,775° = 0,088 + = 0,0907

Menentukan Ls maks dan Ls min

Ls maks =

=

= 314,878 m

Ls min =

=

= 44,373 m

Untuk tikungan I diperoleh :ep = 0,0907D = 4,775°Ls = 70 m

Menghitung besarnya Lc

s =

= 6,685°

c = = º =

Lc = π.Rrencana

= x 2.3,14 x 300

= 244,878 m

Lc > Lc min (25m) maka digunakan tikungan S-C-S. Kontrol landai relatife maksimum antara Ec tepi landai relative

m =

4

=

= 0,003519 < 0,005…………………….ok

Menghitung Es, Ts dan Ltotal

Xc =

=

= 69,905 m

Yc =

=

= 2,722 mK =

= = 34,984 m

P =

= = 0,683 m

Menghitung Tt, Et, dan L

Tt =

=

= 209,064 m

Et =

=

= 47,439 m

L = Lc + 2Ls= 244,878 + 2 . 70 = 384,878 m

b. Tikungan II

Vrencana = 80 km/jamRmin = 210m

5

Rrencana = 250 mSudut PPII = 35,783°Lereng perkerasan = 2 x 3,50 mLereng melintang = 2 % = 0,02

Control Lc, D dan Ls

D = = 5,730

Dari table Bina Marga didapat :Panjang lengkung (Ls) = 70 mD1 = 5°00'

= 0,093D2 = 6°00'

= 0,098

ep untuk D = 5,730°

= 0,093+

= 0,0966

Menentukan Ls maks dan Ls min

Lsmin =

=

= 59,928 m

Lsmaks =

=

= 156,132 m

Untuk tikungan II diperoleh :ep = 0,0966D = 5,730ºLs = 70 m

Menghitung lebar Lc

s =

6

=

= =

Lc =

=

= 86,132 m

Lc > Lcmin (25m) maka digunakan tikungan S-C-SKontrol landai Relatif maks (m) antara tepi jalan

m =

=

= 0,003666 < 0,005 (memenuhi syarat)

Menghitung Es, Ts dan Ltotal

Secara Analitis

Xc =

=

= 69,863 m

Yc =

=

= 3,267 m

K = = = 34,977 m

P = == 0,821 m

7

Tt = (Rc + P ) tg ∆2 + K = (250 + 0,821) tg 25º+ 34,977 = 131,164 m

Et = = 13,567 m

Ltotal = Lc + (2 Ls)

= 86,132+ (2×70)

= 226,132 m

No DATA TIKUNGAN I TIKUNGAN II

1 Medan Datar Datar 2 Kecepatan Rencana 80 km/jam 80 km/jam3 Sudut Tikungan ( ) 60,137 º 35,783º4 Lebar Perkerasan (Wn) 2 x 3,50 m 2 x 3,50 m5 Lebar penguasaan jalan (Row) 30 m 30 m6 Bentuk tikungan S-C-S S-C-S7 ℮ normal (en) 2 % 2 %8 ℮ super elevasi (ep) 0,0907 0,09669 Lengkung Spiral (Ls) 70 m 70 m10 Lengkung lingkaran (Lc) 244,878 m 86,132 m11 Sudut lengkung lingkaran ( ) 46,768º 19,740º12 Sudut lengkung spiral ( ) 6,685º 8,021º13 Panjang lengkung (L) 384,878 m 226,132 m14 Jari-jari (R) 300 m 250 m15 Xc 69,905 m 69,863 m16 Yc 2,722 m 3,267 m17 K 34,984m 34,977 m18 Tt 209,064 m 131,164 m19 Et 47,439 m 13,567 m20 P 0,683 m 0,821m21 D 4,775º 5,730º

Pelebaran perkerasan pada tikungan standart AashtoKendaraan rencana : TruckJarak gandar (L) : 6,07 mTonjolan depan (A) : 1,218 mKebebasan samping ( c) : 0,609 m

8

Lebar kendaraan (N) : 2,436 mJumlah jalur (n) : 2Kecepatan rencana (Vrencana) : 80 km/jamR1 : 3002 : 240Lebar perkerasan (Wn) : 7 m

Tikungan I

1. Jarak terdalam lintasan sampai terluarU =

= 2,436 + 300 = 2,4974 m

2. Lebar tambahan untuk tonjolan depan

FA =

= = 0,0271 m

3. Lebar kelandaian yang terjadi

=

= 0,485 m4. Lebar karena perkerasan tikungan

Wc = = 7,7249 m

5. Perkerasan tikungan

= = 72,5 cm → Tambahan perlebaran perkerasan

Tikungan II

1. Jarak terdalam lintasan sampai terluar

= = 2,51 m

9

2 Lebar tambahan akibat tonjolan depan

= = 0,033 m

3 Lebar kelandaian yang terjadi

=

= 0,034 m

4 Lebar karena perkerasan Tikungan

= = 7,814 m

5 Perkerasan tikunganW = Wc-Wn = 7,814 - 7 = 0,814 m = 81,4 cm →Tambahan perlebaran samping

Perhitungan kebebasan samping a. Berdasarkan jarak pandang henti

Dari tabel PPGJR jarak pandang henti (s) ditetapkan sebesar = 115 m

Tikungan I

L1 = 384,878mS = 115 m

Karena S < L maka dipakai

=

= 5,494 m

10

Tikungan II

L2 = 226,132 ms = 115 m

Karena s < L maka dipakai

=

= 6,583 m

b. Berdasarkan dari jarak pandang menyiapDari tabel ditentukan jarak pandang menyiap 520 m

Tikungan I

R1 = 300 S = 520L1 = 384,878 → s > L

Dari grafik didapat

m =

=

= 157,282 m

Tikungan IIR2 = 250

s = 520L2 = 226,132 m→ s > L2

m =

=

= 250,162 m

Perhitungan stationing

11

A→PP1 = d1 = 500,0063 mPP1→ PP2 = d2 = 700,0065 mPP2→B = d3 = 600,0098 m

Tt1 = 209,0643 m Tt2 = 115,9843 m Lc1 = 244,8785 m

Lc2 = 86,1320 mLs1 = 70Ls2 = 70

Titik Keterangan Stationong

A - Sta 12 + 600Ts1 Sta 12 + (600 + (d1 – Tt1)

Sta 12 + (600 +(500,0063 – 209,0643) Sta 12 + 890,942Sc1 Sta 12 + (Ts1 + Ls1)

Sta 12 + (890,942 + 70) Sta 12 + 960,942PPI Sta 13 + (A + d1)

Sta 13 + (600 + 500,0063) Sta 13 + 1100,0063Cs1 Sta 13 + (Sc1 + Lc1)

Sta 13 + (960,942 + 244,8785) Sta 13 + 1205,8205St1 Sta 13 + (Cs1 +Ls1)

Sta 13 + (1205,8205 + 70) Sta 13 + 1275,8205Ts2 Sta 13 + St1 + (d2 – Tt1 – Tt2)

Sta 13 + 1275,8205 + (700,006 – 209,0643 – 115,9843) Sta 13 + 1650,8143Sc2 Sta 13 + (Ts2 + Ls2)

Sta 13 + (1650,8143 + 70) Sta 13 + 1720,8143PP II Sta 13 + (PP1 + d2)

Sta 13 + (1100,0063 + 700,0065) Sta 13 + 1800,0128Cs2 Sta 13 + (Sc2 + Lc2)

Sta 13 + (1720,8143 + 86,1320) Sta 13 + 1806,9463St2 Sta 13 + (Cs2 + Ls2)

Sta 13 + (1806,9463 + 70) Sta 13 + 1876,9463B Sta 14 + St2 + (d3 – Tt2)

Sta 14 + 344,24 + (600,0098 – 115,9843) Sta 14 + 2361,0078

Tabel jarak antar titik

No Jarak antar titik Panjang

1 A – Ts1 -290,9420

12

2 Ts1 – Sc1 -703 Sc1 – Cs1 -244,87854 Cs1 – St1 -705 St1 - Ts2 374,99386 Ts2 – Sc2 -707 Sc2 – Cs2 -86,13208 Cs2 – St2 -70

St2 – B -484,0615

PERHITUNGAN ALINEMEN VERTIKALELEVASI TITIK A PADA PERMUKAAN TANAH ASLI

A = 101,20 mPPI =101,10 mPPII = 101,10 m B = 104,10 m

Jarak horizontal A → PPI = 483,380 mPPI → PPII = 610,486 mPPII → B = 597,126 m

Data umum PPGJR no 13/1970Kelas jalan II B

Vrencana = 80 km/jamLandaimak = 5 %Jarak pandang henti(s) = 115Jarak pandang susul = 520

I. perhitungan landai jalan

Q1 =

Q2 =

Q3 = %

II. Perhitungan lengkung verticala. lengkung vertical

A1 = Q1 + Q2

= (-0,021) + 0,000 = 0,021% (cekung)

Berdasarkan jarak pandang henti = 115 m

s < Lv → Lv =

13

=

= -0664 (tidak memenuhi syarat)

s > Lv → Lv =

=

= 20145,26 (memenuhi syarat)

Jadi tidak memenuhi syarat, dilakukan pembacaan grafik dari tabel III maka diperoleh Lv = 50

Berdasarkan jarak pandang susul (s) = 520 m

s < Lv → Lv =

=

= -5,594 (tidak memenuhi syarat)

s > Lv → Lv =

=

= 49378 (memenuhi syarat)

Digunakan Lv = 50

Ev1 =

=

= -0,00129 m

b. Lengkung vertical IIA2 = Q2 + Q3

= 0,000 + 0,502 = 0,502 % (cembung)

Berdasarkan jarak pandang henti = 115 m

s < Lv → Lv =

14

=

= 16,127 (tidak memenuhi syarat)

s > Lv → Lv =

=

= - 590,053 (memenuhi syarat)

Berdasarkan jarak pandang susul (s) = 520 m

s < Lv → Lv =

=

= 135,851 (tidak memenuhi syarat)

s > Lv → Lv =

=

= -950,420 (memenuhi syarat)

Karena tidak memenuhi syarat, maka dilakukan percobaan tabel grafik III maka didapat Lv1 = 50

Ev2 =

=

= 0,0314 m

Titik Stationing Perhitungan

A Sta 21 + 200 -1 A + 60 Sta 21 + 200 + 60 = 21+2602 Sta1 + 60 Sta 21 + 260 + 60 = 21+ 320Ts1 Sta 2 + 60 Sta 21 + 320 + 60 = 21+ 380Sc I Ts1+ 45 Sta 21 + 380 + 45 = 21+ 425PLV I Sc1 + 40 Sta 21 + 425 + 40 = 21+ 465PPV1 PLV1 + 22,5 Sta 21+ 465 + 22,5 = 21 + 487,5

15

PTV1 PPV1 + 22,5 Sta 21 + 487,5 + 22,5 = 21 + 510Cs1 PTV1 + 40 Sta 21 + 510 + 40 = 21 + 550St1 Cs1 + 45 Sta 21 + 550 + 45 = 21 + 5953 St1 + 60 Sta 21 + 595 + 60 = 21 + 6554 Sta 3 + 60 Sta 21 + 655 + 60 = 21 + 7155 Sta 4 + 60 Sta 21 + 715 + 60 = 21 + 7756 Sta 5 + 60 Sta 21 + 775 + 60 = 21 + 8357 Sta 6 + 60 Sta 21 + 835 + 60 = 21 + 8958 Sta 7 + 60 Sta 21 + 895 + 60 = 21 + 9559 Sta 8 + 60 Sta 21 + 955 + 60 = 22 + 1510 Sta 9 + 60 Sta 22 + 15 + 60 = 22 + 75Ts2 Sta 10 + 48 Sta 22 + 75 + 48 = 22 + 123Sc2 Ts2 + 45 Sta 22 + 123 + 45 = 22 + 168PLV2 Sc2 + 18 Sta 22 + 168 + 18 = 22 +186PPV2 PLV2 + 18 Sta 22 +186 + 18 = 22 + 204PTV2 PPV2 + 18 Sta 22 + 204 + 18 = 22 + 222Cs2 PTV2 + 18 Sta 22 + 222 + 18 = 22 + 240St2 PTV2 + 45 Sta 22 + 240 + 45 = 22 + 28511 St2 + 60 Sta 22 + 285 + 60 = 22 + 34512 Sta 11 + 60 Sta 22 + 345 + 60 = 22 + 40513 Sta 12 + 60 Sta 22 + 405 + 60 = 22 + 46514 Sta 13 + 60 Sta 22 + 465 + 60 = 22 + 52515 Sta 14 + 60 Sta 22 + 525 + 60 = 22 + 58516 Sta 15 + 60 Sta 22 + 585 + 60 = 22 + 64517 Sta 16 + 78 Sta 22 + 645 + 78 = 22 + 723

Perhitungan Elevasi

Data Elevasi → A = 99,45 PPV I = 100,80 PPV II = 103,80 B = 102,70 Q1 = + 0,3674 % Q2 = + 0,4854 % Q3 = - 0,1966 %

1 = = = 99,685

2 = = = 99,920

16

Ts 1 = = 99,45 + = 100,155

3 = = = 100,265

4 = = = 100,375

Sc 1 = = = 100,449

5 = = 99,45 = 100,583

PLV 1 = = = 100,712

PPV 1 = = = 100,80

PTV 1 = = = 100,916

6 = = = 101,086

Cs 1 = = = 101,256

7 = = = 101,362

8 = = =

101,507

ST 1 = = = 101,362

9 = = = 101,959

10 = = = 102,264

11 = = = 102,570

12 = = = 102,876

TS 2 = = = 103,188

17

13 = = = 103,334

14 = = = 103,479

Sc 2 = = = 103,576

PLV 2 = = = 103,799

PPV 2 = = = 103,80

PTV 2 = = = 103,753

Cs 2 = = = 103,709

15 = = = 103,670

16 = ` = = 103,611

ST 2 = = = 103,552

17 = = = 103,442

18 = = = 103,293

19 = = = 103,163

20 = = = 103,033

21 = = = 102,904

B = = = 102,70

18

Titik Stationing Perhitungan

A Sta 21 + 200 -1 Sta A + 60 21 + (200 + 60) = 21 + 2602 Sta 1 + 60 20 + (260 + 60) = 21 + 320Ts I Sta 2 + 63,8 21 + (3 + 63,8) = 21 + 66,83 Sta Ts 1 + 30 21 + (66,8 + 30) = 21 + 96,84 Sta 3 + 30 21 + (96,8 + 30) = 21 + 126,8Sc I Sta 4 + 20 21 + (126,8 + 20) = 21 + 146,85 Sta Sc I + 33,2 21 + (146,8 + 33,2) = 21 + 180PLV I Sta 5 + 33 21 + (180 + 33) = 21 + 213PPV I Sta PLV I + 24 21 + (213 + 24) = 21 + 237PTV I Sta PPV I + 24 21 + (237 + 24) = 21 + 2616 Sta PTV I +33 21 + (261 + 33) = 21 + 294Cs I Sta 6 + 33,2 21 + (294 + 33,2) = 21 + 327,27 Sta Cs I + 20 21 + (327,2 + 20) = 21 + 347,28 Sta 7 + 30 21 + (347,2 + 30) = 21 + 377,2St I Sta 8 + 30 21 + (377,2 + 30) = 21 + 407,29 Sta St I + 63 21 + (407,2 + 63) = 21 + 470,210 Sta 9 + 63 21 + (470,2 + 63) = 21 + 533,211 Sta 10 + 63 21 + (533,2 + 63) = 21 + 596,212 Sta 11 + 63 21 + (596,2 + 63) = 21 + 659,2 Ts II Sta 12 + 64,3 21 + (659,2 + 64,3) = 21 + 723,513 Sta Ts II + 30 21 + (723,5 + 30) = 21 + 753,514 Sta 13 + 30 21 + (753,5 + 30) = 21 + 783,5Sc II Sta 14 + 20 21 + (783,5 + 20) = 21 + 803,5PLV II

Sta Sc II + 22,04 21 + (803,5 + 22,04) = 21 + 825,54

PPV II

Sta PLV II + 24 21 + (825,54 + 24) = 21 + 849,54

PTV II

Sta PPV II + 24 21 + (849,54 + 24) = 21 + 873,54

Cs II Sta PTV II + 22,04 21 + (873,54 + 22,04) = 21 + 895,5815 Sta Cs II + 20 21 + (895,58 + 20) = 21 + 915,5816 Sta 15 + 30 21 + (915,58 + 30) = 21 + 945,58St II Sta 16 + 30 21 + (945,58 + 30) = 21 + 975,5817 Sta St II +66 21 + (975,58 + 66) = 22 + 41,5818 Sta 17 + 66 22 + (41,58 + 66) = 22 + 107,5819 Sta 18 + 66 22 + (107,58 + 66) = 22 + 173,5820 Sta 19 + 66 22 + (173,58 + 66) = 22 + 239,5821 Sta 20 + 66 22 + (239,58 + 66) = 22 + 305,58B Sta 21 + 65,4 22 + (305,58 + 66,4) = 22 + 370,98

19

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