Daya Dukung Pondasi Tiang pada Tanah Daya Dukung Pondasi Tiang pada Tanah

Daya Dukung Pondasi Tiang

1. Daya Dukung Pondasi Tiang Brian Adam, ST Kursus Sipil

2. Outline Daya Dukung Pondasi Tiang Konsep Transfer Beban Studi Kasus Analisis Transfer Beban Interpertasi Hasil

3. Daya Dukung Pondasi Tiang Daya Dukung Ultimit   Daya Dukung Selimut Q s = f s .A s Q s = daya dukung ultimit selimut tiang (ton) f s = gesekan selimut (ton/m 2 ) A s = luas selimut tiang (m 2 ) Daya Dukung Ujung Q p = q p .A p Q p = daya dukung ultimit ujung tiang (ton) q p = kemampuan ujung (ton/m 2 ) A p = luas ujung tiang (m 2 ) Daya Dukung Ultimit  

4. Daya Dukung Pondasi Tiang Bor Gesekan Selimut (f s ) dan Tahanan Ujung ( q p ) Pondasi Tiang Bor Metode Reese dan Wright (1977) Tanah Kohesif f s = 0.55 C u q p = 9.C u Tanah non- Kohesif q p vs N spt f s vs N spt

5. Konsep Transfer Beban Pondasi Tiang

6. STUDI KASUS Lapis 1 γ unsat = 16 kPa, E’ = 25000 kPa C u = 90 kPa γ sat = 17 kPa, Ʋ = 0,3 R inter = 0,6 Tiang Bor D1000mm L = 12m 5 m 10 m Lapis 2 γ unsat = 17 kPa, E’ = 60000 kPa C u = 200 kPa γ sat = 18 kPa, Ʋ = 0,3 R inter = 0,6

7. Perhitungan Daya Dukung Pondasi Daya Dukung Selimut Lapis 1 C u = 90 KPa F s-2 = 0.55 x 90 KPa = 49.5 KPa Q s-1 = 49.5 KPa x 15.7 m 2 = 777 kN 77 Ton   Daya Dukung Selimut Lapis 2 C u = 200 KPa F s-2 = 0.55 x 200 KPa = 110 KPa Q s-1 = 110 KPa x 21.9 m 2 = 2419 kN 242 Ton   Daya Dukung Ujung C u = 200 KPa q p = 9 x 200 KPa = 1800 KPa Q s = 1800 KPa x 0.785 m 2 = 1413 kN 141 Ton   Daya Dukung Ujung Q ult = Q s-1 + Q s-2 + Q p = 460 Ton Daya Dukung Ijin Q all = =  

8. Case 1 : Analisis Transfer Beban dengan MEH ( Plaxis 2D dan Plaxis 3D) Lapis 1 γ unsat = 16 kPa, E’ = 25000 kPa C u = 90 kPa γ sat = 17 kPa, Ʋ = 0,3 R inter = 0,55 Tiang Bor D1000mm L = 12m 5 m 10 m Lapis 2 γ unsat = 17 kPa, E’ = 60000 kPa C u = 200 kPa γ sat = 18 kPa, Ʋ = 0,3 R inter = 0,55 50% P = 92 T = 1171 kPa 100% P = 184 T = 2342 kPa 150% P = 276 T = 3514 kPa 200% P = 368 T = 4685 kPa 250% P = 460 T = 5856 kPa

9. Case 2 : Pile pada Abutment ( Plaxis 2D) 7 m 7 m 450 kN /m 5 m 0.5 m 1 m 1.6 m D = 1 m, S = 1,5 m Material Beton F’c = 25 MPa E = 23500 MPa

10. Data Tanah Kedalaman (m) Jenis Tanah g unsat ( kN /m 3 ) g sat ( kN /m 3 ) Material Model Material Type K (m/day) C ( kN /m 2 ) f ( o ) E ( kN /m 2 ) ν Timbunan 16 17 Mohr-Coulomb Drained 0,1 15 25 10000 0,3 Lapis 1 γ unsat = 16 kPa, E’ = 25000 kPa C u = 90 kPa γ sat = 17 kPa, Ʋ = 0,3 R inter = 0,55 Tiang Bor D1000mm L = 12m 5 m 20 m Lapis 2 γ unsat = 17 kPa, E’ = 60000 kPa C u = 200 kPa γ sat = 18 kPa, Ʋ = 0,3 R inter = 0,55 50% P = 92 T = 1171 kPa 100% P = 184 T = 2342 kPa 150% P = 276 T = 3514 kPa 200% P = 368 T = 4685 kPa 250% P = 460 T = 5856 kPa

11. Case 3 : Pile pada Abutment (Plaxis 2D) 7 m 7 m 450 kN /m 5 m 0.5 m 1 m 1.6 m D = 1 m, S = 1,5 m Desain rencana Abutment

12. Kontur Sekitar Abutment Letak Abutment M.A.T Lapisan Tanah 1 Lapisan Tanah 2 Lapisan Tanah 3 Lapisan Tanah 4

13. Data Material dan Lapisan Tanah Kedalaman (m) Jenis Tanah g unsat ( kN /m 3 ) g sat ( kN /m 3 ) Material Model Material Type K (m/day) C ( kN /m 2 ) f ( o ) E ( kN /m 2 ) ν Timbunan 16 17 Mohr-Coulomb Drained 0,1 15 25 10000 0,3 0 – 15 Lempung 16 17 Mohr-Coulomb Undrained 1 x 10 -5 47 5 39000 0,3 15 – 21 Lempung 16 17 Mohr-Coulomb Undrained 1 x 10 -5 80 5 43000 0,3 21 – 37 Lempung 17 18 Mohr-Coulomb Undrained 1 x 10 -5 180 5 58000 0,3 37 – 49 Lempung 17 18 Mohr-Coulomb Undrained 1 x 10 -5 200 5 60000 0,3 Material Beton F’c = 25 MPa E = 23500 MPa

14. Geotekstile COMPOSITE GEOTEXTILE : HIBRITEX ®

15. Data Sheetpile