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REKAYASA PONDASI I

REKAYASA PONDASI I. PERTEMUAN 2 KONSEP TEGANGAN TANAH LATERAL. Oleh : Arwan Apriyono. PROGRAM STUDI TEKNIK SIPIL JURUSAN TEKNIK FAKULTAS SAINS DAN TEKNIK UNSOED TAHUN 2009. I NTRODUCTION. TANAH LONGSOR. I NTRODUCTION. TUNNEL. I NTRODUCTION. RETAINING WALL. I NTRODUCTION.

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REKAYASA PONDASI I

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  1. REKAYASA PONDASI I PERTEMUAN 2 KONSEP TEGANGAN TANAH LATERAL Oleh : ArwanApriyono PROGRAM STUDI TEKNIK SIPIL JURUSAN TEKNIK FAKULTAS SAINS DAN TEKNIK UNSOED TAHUN 2009

  2. INTRODUCTION TANAH LONGSOR

  3. INTRODUCTION TUNNEL

  4. INTRODUCTION RETAINING WALL

  5. INTRODUCTION Coulomb (1736-1806) • Charles-Augustine de Coulomb (1736-1806) was a military engineer and a famous French physicist that discovered the force between two electrical charges. • Less known was his development of the first thoroughly analytical study of lateral earth pressures which he published in 1776. • That theory remains the standard choice of analysis for lateral forces upon structures in soils.

  6. INTRODUCTION Rankine (1820-1872) • William J.M. Rankine (1820-1872), the famous Scot engineer and physicist is best known as one of the founders of the science of thermodynamics. • He held the Queen Victoria Chair of civil engineering at the University of Glasgow. • In soil mechanics, he simplified Coulomb’s theory for cases when the surface of the backfill is horizontal, the friction between the wall and the backfill is negligible and the retaining wall is vertical.

  7. A sv z sh sh sv B • L E P • AT REST • TEKANAN TANAH LATERAL DIAM • Tanah beradapadakondisikeseimbanganelastik • Displacement / Regangantanah = 0 (tanahtidakbergerak)

  8. L E P • AT REST • KOEFISIEN TEKANAN TANAH LATERAL DIAM (K0) • Perbandingantekananhorisontal (sh) dengantekananverikal (sv) dinyatakandengan parameter koefisientekanantanahdiam (coefficient of earth pressure at rest), Ko. • dimana: • Ko = koefisientekanantanahdiam • sh = tekanantanahhorisontal • sv = tekanantanahvertikal

  9. L E P • AT REST PENENTUAN NILAI K0 Untuktanahpasir Untuktanahlempungnormaly consolidation, Untuktanahlempung over consolidation, dimana: f = sudutgeser internal tanah (o) PI = PlastisitasIndek (%) OCR = Over Consolidated Ratio

  10. H Po = 1/2 Ko g H2 1/3 H Ko g H • L E P • AT REST KESIMPULAN Apabilasuatumassatanahberadapadakondisistabil, berartitanahberadapadakondisikesimbanganelastis, danpadamassatanahtersebutbekerjatekanantanah lateral diam. Distribusitekanantanah lateral diamadalahsebagaiberikut:

  11. L E P • AKTIVE & PASIVE • TEKANAN TANAH LATERAL AKTIF DAN PASIF • Tekanantanah lateral aktifdanpasif, tanahdianalisispadakondisikeseimbanganplastis (tanahpadaambangkelongsoran). • Teoriinidigunakanuntukmenganalisisstabilitaskonstruksigeoteknik (stabiltaslereng, terowongan, DPT) • Tekanantanah lateral aktifadalahtekanantanah yang arahnyasearaharahkelongsoran, sedangkantekanan lateral pasifadalahtekanantanah yang arahnyaberlawananarahkelongsoran. • Teori yang dipelajariadalahteoricoloumbdanteorirankine.

  12. L E P • AKTIVE & PASIVE • ASUMSI TEORI COLOUMB • Bidangkelongsorantanahterjadisepanjangpermukaandinding, padabidang ABC • Mempertimbangkangesekantanahdenganpermukaandindingdenganmenggunakankoefisiengesekantanahdengandinding (d) • d = 1/2f - 2/3f. • Tekanantanahteoricoloumb C a A b B

  13. C a A Pa d Pn 90o b • L E P • AKTIVE & PASIVE • TEKANAN TANAH AKTIF • TEORI COLOUMB • Tekanantanahaktifteoricoloumb • Bidangkelongsoransearahbidang ABC, denganarahtekananaktif (Pa) bersudutddariPn • Nilaikoefisientekanantanahaktif (Ka), dihitungdenganpersamaan: B

  14. C a A Pn 90o d Pp b B • L E P • AKTIVE & PASIVE • TEKANAN TANAH PASIF • TEORI COLOUMB • Tekanantanahpasifteoricoloumb • Bidangkelongsoransearahbidang CBA, denganarahtekananaktif (Pa) bersudutddariPn • Nilaikoefisientekanantanahpasif(Kp), dihitungdenganpersamaan:

  15. L E P • AKTIVE & PASIVE • ASUMSI TEORI RANKINE • Permukaanbidanglongsor (AB) bersudut 90oterhadapgarishorisontal • Tidakmempertimbangkangesekantanahdengandindingpenahan • Tanah non kohesif (pasir) • Tekanantanahteorirankine A sv z sh sh sv B

  16. A’ A sv z sh sh sv B • L E P • AKTIVE & PASIVE • TEKANAN TANAH AKTIF • TEORI RANKINE • Tekanantanahaktifteorirankine • Tanah aktif yang beradapadakedudukankeseimbanganplastik, akanmengalamiregangansebesarDL darikondisi AB menjadi A’B. • Nilaikoefisientekanantanahaktif (Ka), dihitungdenganpersamaan: DL

  17. 45 + f/2 45 + f/2 • L E P • AKTIVE & PASIVE • TEKANAN TANAH AKTIF • TEORI RANKINE • Bidanglongsortanahaktifpadakondisirankine, membentuksudutdengangarismendatar • Bidanglongsortanahaktifkondisirankine

  18. DL A’ A sv z sh sh sv B • L E P • AKTIVE & PASIVE • TEKANAN TANAH PASIF • TEORI RANKINE • Tekanantanahpasifteorirankine • Tanah pasif yang beradapadakedudukankeseimbanganplastik, akanmengalamiregangansebesarDL darikondisi AB menjadi A’B. • Nilaikoefisientekanantanahpasif (Kp), dihitungdenganpersamaan:

  19. 45 - f/2 45 - f/2 • L E P • AKTIVE & PASIVE • TEKANAN TANAH PASIF • TEORI RANKINE • Bidanglongsortanahpasifpadakondisirankine, membentuksudutdengangarismendatar • Bidanglongsortanahpasifkondisirankine

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