PENANGANAN LONGSORAN DENGAN DINDING PENAHAN TANAH TIPE KANTILEVER PADA RUAS JALAN SAMBERA-SANTAN STA 0+650 --

ABSTRAK
Ruas Jalan Sambera-Santan STA 0+650 memiliki lereng yang sudah
mengalami kelongsoran dengan ketinggian lereng ±4 meter. Perencanaan dinding
penahan tanah dilakukan sebagai penanganan dalam alternatif penanganan
longsoran. Perhitungan dimensi, kontrol stabilitas terhadap penggeseran,
penggulinggan, daya dukung tanah serta kelongsoran dan penulangan sangat
penting dalam perencanaan dinding penahan tanah. Metode perhitungan tekanan
tanah lateral menggunakan teori Coulomb. Dari analisis perhitungan mundur lereng
didapat nilai 0,99 < 1,5 maka tidak aman. Dengan dimensi tinggi 5 meter dan lebar
3 meter diperoleh nilai stabilitas terhadap geser sebesar 3,78 dan guling sebesar
4,55. Sedangkan untuk kapasitas dukung tanah mengacu pada kapasitas dukung
Terzaghi didapatkan nilai sebesar 3,48. Kontrol terhadap stabilitas kelongsoran
dengan menggunakan cara manual metode Fellenius sebesar 1,64 dan
menggunakan aplikasi Geo5 sebesar 1,65. Dari nilai seluruh stabilitas yang
didapatkan, maka dinding penahan tanah dianggap aman. Setelah dilakukan kontrol
stabilitas secara keseluruhan, terakhir dinding penahan tanah direncanakan
penulangan secara detail diperoleh tulangan pokok D19 dan tulangan menanjang
D16.
Kata Kunci : Back analysis, Kantilever, Stabilitas, Geo5
ABSTRACT
The Sambera-Santan Road Section STA 0+650 has a slope that has
experienced landslides with a slope height of ± 4 meters. Soil retaining wall
planning is carried out as a treatment in alternative landslide handling.
Dimensional calculations, stability control against sliding, overturning, soil
bearing capacity and landslides and reinforcement are very important in planning
retaining walls. The lateral earth pressure calculation method uses the Coulomb
theory. From the analysis of the slope retreat calculation, the value of 0.99 < 1.5 is
not safe. With dimensions of 5 meters high and 3 meters wide, the stability value
against shear is 3.78 and overturning is 4.55. As for the bearing capacity of the soil
referring to Terzaghi's bearing capacity, a value of 3.48 was obtained. Control of
landslide stability using the manual Fellenius method is 1.64 and using the Geo5
application is 1.65. From the value of all stability obtained, the retaining wall is
considered safe. After the overall stability control is carried out, the last retaining
wall is planned in detail reinforcement obtained D19 main reinforcement and D16
longitudinal reinforcement.
Keywords : Back analysis, Cantilever, Stability, Geo5