Evaluasi Stabilitas Dinding Pengaman Tebingan Saluran Irigasi Cadasngampar Ruas Sdn 02 Cikeas

Abstract

ABSTRAK

Dinding pengaman tebingan di belakang sekolah SDN 02 Cikeas, Desa Cadasngampar, Kecamatan Sukaraja, mengalami kerusakan pada bagian dasar strukturnya terutama pada bagian yang terkena aliran saluran irigasi di bagian depan dinding penahan tanah. Analisis kekuatan struktur dinding pengaman terhadap stabilitas geser, guling, dan kapasitas daya dukung tanah dilakukan menggunakan metode Rankine. Hasil analisis menunjukkan stabilitas terhadap guling Fs = 0,2568<1,5 (tidak aman), stabilitas terhadap geser Fs = 0,5552<1,5 (tidak aman), dan analisis stabilitas daya dukung tanah dibagian tumit didapat q_toe = 531,5066<q_all = 1900,3149 ( aman) dan q_hell = -438,0073 (tidak aman). Perbaikan dimensi dinding penahan dilakukan mengikuti SNI 8460:2017. Hasil analisis menunjukkan bahwa stabilitas dinding terhadap guling Fs = 1,7483>1,5 (aman) dan stabilitas dinding terhadap geser Fs = 1,7721>1,5 (aman), Tegangan tanah di bawah dinding q_toe 158,1605 kN/m2<q_all 4773,3219 kN/m² (aman) namun untuk tegangan q_heel masih ada sebesar -48,5119 kN/m² <0 (belum aman). Untuk itu, perlu ditambahkan perkuatan pondasi sumuran berdiameter 80 cm dengan kedalaman 1 m. Hasil analisis menunjukkan bahwa diperoleh 7 pondasi dengan fs = 3 (aman) dengan jarak konfigurasi 2,35D. Tulangan pada plat kaki tidak diperlukan tulangan geser, untuk tulangan minimal yang diperoleh 5D12 dengan jarak minimal 134 mm atau maksimal 2400 mm, sedangkan pada pondasi sumuran diperoleh tulangan utama 5D12 dan tulangan geser spiral Ø10-350 mm

Kata kunci : Metode Rankine, SNI 8460:2017, stabilitas, pondasi sumuran

ABSTRACT

The cliff guard wall behind the SDN 02 Cikeas school, Cadasngampar Village, Sukaraja District, was damaged at the base of the structure, especially the part affected by the flow of the irrigation canal at the front of the retaining wall. Analysis of the strength of the retaining wall structure on shear stability, overturning, and the bearing capacity of the soil was carried out using the Rankine method. The results of the analysis showed stability to overturning Fs = 0.2568<1.5 (unsafe), stability to shear Fs = 0.5552<1.5 (unsafe), and analysis of the stability of the soil bearing capacity at the heel obtained q_toe = 531, 5066<q_all = 1900,3149 (safe) and q_hell = -438,0073 (unsafe). The repair of the retaining wall dimensions is carried out according to SNI 8460:2017.The results of the analysis show that the stability of the wall against overturning Fs = 1.7483>1.5 (safe) and the stability of the wall against shear Fs = 1.7721>1.5 (safe), the soil stress under the wall q_toe 158.1605 kN/m2 <q_all 4773,3219 kN/m² (safe) but for q_heel voltage there is still -48,5119 kN/m² <0 (not safe). For this reason, it is necessary to add reinforcement for the foundation of the 80 cm diameter well with a depth of 1 m. The results of the analysis show that there are 7 foundations with fs = 3 (safe) with a configuration distance of 2.35D. Reinforcement on the foot plate does not require shear reinforcement, for the minimum reinforcement obtained is 5D12 with a minimum distance of 134 mm or a maximum of 2400 mm, while in the well foundation, the main reinforcement is 5D12 and spiral shear reinforcement is 10-350 mm

Key words: Rankine method, SNI 8460:2017, stability, well foundation