Perhitungan Stationing Kontrol Overlaping

commit to user PI 1 S-C-S 45 ⁰ 3521,41 9,9 220 85 84,68 5,47 73,677 1,381 42,76 135,796 20,136 PI 2 S-C-S 16 ⁰ 3342,34 7,15 450 75 74,948 2,083 55,076 0,522 37,543 103,114 5,269 PI 3 F-C 8 ⁰ 2619,69 2,9 1300 75 _ _ 191,47 _ _ 95,908 3,533 PI 4 S-C-S 17 ⁰ 10,38 7,15 450 75 74,948 2,083 58,649 0,522 37,543 104,941 5,536 Et m Tikungan ∆ PI 1 e tjd Rr m Ls m Xs m Ys m Lc m p m k m Tt m Tikungan Et m Tt m k m p m Lc m Ys m Xs m Ls m Rr m e tjd ∆ PI 2 Ec m Tikungan ∆ PI 3 e tjd Rr m Ls m Xs m Ys m Lc m p m k m Tc m p m k m Tt m Et m Tikungan ∆ PI 4 e tjd Rr m Ls m Xs m Ys m Lc m Tabel 3.3 Rekapitulasi Hasil Perhitungan Tikungan PI 1, PI 2, PI 3 dan PI 4

3.3. Perhitungan Stationing

Data : Perhitungan jarak dari peta dengan skala 1: 10.000 d 1 : 516,24 m d 2 : 586,00 m d 3 : 756,11 m d 4 : 774,14 m d 5 : 500,09 m 1. Tikungan PI 1 S - C - S Tt 1 = 135,796 m Ls 1 = 85 m Lc 1 = 73,677 m commit to user 2. Tikungan PI 2 S -C- S Tt 2 = 103,114 m Ls 2 = 75 m Lc 2 = 55,076 m 3. Tikungan PI 3 F- C Tc 3 = 95,908 m Lc 3 = 191,47 m 4. Tikungan PI 4 S -C- S Tt 4 = 104,941 m Ls 4 = 75 m Lc 4 = 58,649 m Sta A = 0+000 Awal proyek Sta PI 1 = Sta A + d 1 = 0+000 + 516,24 = 0+516,24 Sta TS 1 = Sta PI 1 - Tt 1 = 0+516,24 – 135,796 = 0+380,444 Sta SC 1 = Sta TS 1 + Ls 1 = 0+380,444 + 85 = 0+465,444 Sta CS 1 = Sta SC 1 + Lc 1 = 0+465,444 + 73,677 = 0+539,121 Sta ST 1 = Sta CS 1 + Ls 1 = 0+539,121 + 85 = 0+624,121 commit to user Sta PI 2 = Sta ST 1 + d 2 – Tt 1 = 0+624,121 + 586,00 – 135,796 = 1+074,325 Sta TS 2 = Sta PI 2 – Tt 2 = 1+074,325 – 103,114 = 0+971,211 Sta SC 2 = Sta TS 2 + Ls 2 = 0+971,211 + 75 = 1+046,211 Sta CS 2 = Sta SC 2 + Lc 2 = 1+046,211 + 55,076 = 1+101,287 Sta ST 2 = Sta CS 2 + Ls 2 = 1+101,287 + 75 = 1+176,287 Sta PI 3 = Sta ST 2 + d 3 – Tt 2 = 1+176,287 + 756,11 – 103,114 = 1+829,283 Sta TC 3 = Sta PI 3 - Tc 3 = 1+829,283 – 95,908 = 1+733,375 Sta CT 3 = Sta TC 3 + Lc 3 = 1+733,375 + 191,47 = 1+924,845 Sta PI 4 = Sta CT 3 + d 4 – Tc 3 = 1+924,845 + 774,14 – 95,908 = 2+603,077 Sta TS 4 = Sta PI 4 – Tt 4 = 2+603,077 – 104,941 = 2+498,136 commit to user Sta SC 4 = Sta TS 4 + Ls 4 = 2+498,136 + 75 = 2+573,136 Sta CS 4 = Sta SC 4 + Lc 4 = 2+573,136 + 58,649 = 2+631,785 Sta ST 4 = Sta CS 4 + Ls 4 = 2+631,785 + 75 = 2+706,785 Sta B = Sta ST 4 + d 5 –Tt 4 = 2+706,785 + 500,09 – 104,941 = 3+101,934 = Sta B ∑ d..........ok = 3+101,934 3135 .........ok Gambar 3.11 Stasioning TS 4 SC 4 CS 4 ST 4 PI 4 TS 2 SC 2 CS 2 ST 2 PI 2 A B TS 1 SC 1 CS 1 ST 1 PI 1 TC 3 CT 3 PI 3 d A-1 d 1-2 d 2-3 d 3-4 d 4-B Ls 1 Lc 1 Ls 1 Lc 3 Ls 2 Lc 2 Ls 2 Ls 4 Lc 4 Ls 4 commit to user

3.3. Kontrol Overlaping

Diketahui: Diketahui : det 22 , 22 3600 80000 80 m jam km ren V    Syarat overlapping m xV a ren 66 , 66 22 , 22 3 3     d a  Aman d 66,66 m  Aman Koordinat : A = 0 ; 0 Jembatan 1 = 694,90 ; -57,69 PI – 1 = 510 ; 80 Jembatan 2 = 1490,01 ; -456,77 PI – 2 = 980 ; -270 Jembatan 3 = 2154,00 ; -782,47 PI – 3 = 1690 ; -530 Jembatan 4 = 2678,20 ; -962,90 PI – 4 = 2370 ; -900 B = 2860 ; -100 Jarak PI 1 − Jembatan I =     m 54 , 230 80 69 , 57 510 90 , 694 2 2      Jarak Jembatan I – PI 2 =     m 47 , 355 69 , 57 270 90 , 694 980 2 2       Jarak PI 2 – Jembatan 2 =     m 13 , 543 270 77 , 456 980 01 , 1490 2 2       Jarak Jembatan 2 – PI 3 =     m 97 , 212 77 , 456 530 01 , 1490 1690 2 2       Jarak PI 3 – Jembatan 3 =     m 24 , 528 530 47 , 782 1690 00 , 2154 2 2       commit to user Jarak Jembatan 3 – PI 4 =     m 91 , 245 47 , 782 900 00 , 2154 2370 2 2       Jarak PI 4 – Jembatan 4 =     m 55 , 314 900 90 , 962 2370 20 , 2678 2 2       Jarak Jembatan4 - B =     m 55 , 185 90 , 962 1000 20 , 2678 2860 2 2       Tt 1 = 135,796 m Tt 2 = 103,114 m Tc 3 = 95,908 m Tt 4 = 104,941 m Sehingga agar tidak over laping d n 66,66 m. 1. A Awal proyek dengan Tikungan 1 d 1 = Jarak A - PI 1 – Tt 1 = 516,24 – 135,796 = 380,444 m 66,66 m  Aman 2. Tikungan 1 dengan Jembatan I d 2 = JarakPI 1 – Jembatan – ½ panjang jembatan – Tt 1 = 230,54 - ½ x 50 – 135,796 = 69,744 m 66,66 m  Aman 3. Jembatan I dengan Tikungan 2 d 3 = Jarak jembatan – PI 2 – Tt 2 – ½ panjang jembatan = 355,47 - 103,114 – ½ x 50 = 227,356 m 66,66m  Aman commit to user 4. Tikungan 2 dengan Jembatan 2 d 4 = Jarak PI 2 – jembatan 2 – Tt 2 - ½ Panjang Jembatan = 543,13 – 103,114 - ½ x 100 = 390,016 m 66,66 m  Aman 5. Jembatan 2 dengan Tikungan 3 d 5 = Jarak Jembatan 2 – PI 3 - Tc 3 - ½ lebar Jembatan = 212,97 – 95,908 - ½ x 100 = 67,062 m 66,66 m  Aman 6. Tikungan 3 dengan Jembatan 3 d 6 = JarakPI 3 – Jembatan 3 – ½ panjang jembatan – Tc 3 = 528,24 - ½ x 50 – 95,908 =407,332 m 66,66 m  Aman 7. Jembatan 3 dengan Tikungan 4 d 5 = Jarak Jembatan 3 – PI 4 – Tt 4 - ½ lebar Jembatan = 245,91 – 104,941 - ½ x 50 = 115,969 m 66,66 m  Aman 8. Tikungan 4 dengan Jembatan 4 d 6 = JarakPI 4 – Jembatan 4 – ½ panjang jembatan – Tt 4 = 314,55 - ½ x 50 – 104,941 =184,609 m 66,66 m  Aman 9. Jembatan 4 dengan B Akhir Proyek d 7 = Jarak jembatan 4 – B – ½ panjang jembatan = 185,55 – ½ x 50 = 160,55 m 66,66m  Ama Gambar 3.12 Overlaping A B d 1 d 2 d 3 d 4 d 5 Overlaping A - PI 1 Overlaping PI 1 - Jembatan 1 Overlaping Jembatan 1 - PI 2 Overlaping PI 2 - Jembatan 2 Overlaping Jembatan 2 - PI 3 Overlaping PI 3 - Jembatan 3 Overlaping Jembatan 3 - PI 4 Overlaping PI 4 - Jembatan 4 Overlaping Jembatan 4 - B Jembatan 1 Jembatan 2 Jembatan 3 Jembatan 4 commit to user commit to user Bersambung ke halaman berikutnya

3.5 Perhitungan Alinemen Vertikal