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Powerpoint Templates Page 1 Powerpoint Templates PONDASI DANGKAL MEKANIKA TANAH II YULVI ZAIKA.

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Presentasi berjudul: "Powerpoint Templates Page 1 Powerpoint Templates PONDASI DANGKAL MEKANIKA TANAH II YULVI ZAIKA."— Transcript presentasi:

1 Powerpoint Templates Page 1 Powerpoint Templates PONDASI DANGKAL MEKANIKA TANAH II YULVI ZAIKA

2 Powerpoint Templates Page 2 SYARAT- SYARAT PEMILIHAN PONDASI 1.KEDALAMAN TANAH KERAS 2.BEBAN YANG DITAHAN 3.BIAYA YANG TERSEDIA 4.PENGARUH-PENGARUH LAIN

3 Powerpoint Templates Page 3 PONDASI TELAPAK Lapisan Tanah Keras

4 Powerpoint Templates Page 4 Combined footing 2 footings close to each other P 1 close to property line and P 2 > P 1 property line P1P2 If P 2 /P 1 < 1/2, use strap combined footing property line If 1/2 < P 2 /P 1 < 1 use trapezoidal footing property line P1P1 P2

5 Powerpoint Templates Page 5 BENTUK PONDASI TELAPAK

6 Powerpoint Templates Page 6

7 Powerpoint Templates Page 7 PONDASI TELAPAK MENERUS/ LAJUR

8 Powerpoint Templates Page 8

9 Powerpoint Templates Page 9

10 Powerpoint Templates Page 10 PONDASI RAKIT

11 Powerpoint Templates Page 11 PONDASI RAKIT

12 Powerpoint Templates Page 12

13 Powerpoint Templates Page 13 PONDASI RAKIT

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15 Powerpoint Templates Page 15 SYARAT PONDASI DANGKAL Kedalaman tanah pondasi kurang atau sama dengan lebarnya atau kedalaman (Terzaghi, 1943). Teori lain, kedalaman pondasi dangkal 3-4 kali lebar pondasi. Pondasi setempat harus memenuhi syarat-syarat: 1.Stabilitas, aman terhadap keruntuhan geser 2.deformasi harus lebih kecil dari yang diizinkan. Lapisan Tanah Keras Df B

16 Powerpoint Templates Page 16 METODA PELAKSANAAN

17 Powerpoint Templates Page 17 KERUNTUHAN PADA PONDASI DANGKAL PADA TANAH PASIR PADAT DAN LEMPUNG KAKU B

18 Powerpoint Templates Page 18 MODEL KERUNTUHAN GESER » keruntuhan umum geser »pasir padat Dr>67% » lempung kaku NSPT >12 »Koruntuhan lokal »pasir atau » pasir kelempungan »kurang padat (medium) »30%

19 Powerpoint Templates Page 19 MODEL KERUNTUHAN BERDASARKAN RELATIF DENSITY

20 Powerpoint Templates Page 20 Terzaghi Assumptions 1. Soil under footing is homogeneous and isotropic 2. Soil surface is horizontally 3. The base of footing is rough, to prevent the shear displacement. 4 The foot is shallow foundation, i.e. the depth of foundation is less than the width of foot… D f ≤ B 3. Shear strength above the level of the base of footing is negligible. c = 0 above ( F.L ). 4. Consider only the surcharge which produced as uniform pressure q =  D F at foundation level. 5. The load on foundation is vertical and uniform. 6. The foot is long strip footing (pondasi lajur, B/L  0). 7.  = 

21 Powerpoint Templates Page 21 Shear failure happened on many stages I) Stage I: The soil in the elastic case and behave as the part of foundation it still that, and by increasing the load performed the region I which called active zone. II) Stage II: At this stage the foundation load effect on the active zone and neighboring soil so perform the region which called arc of logarithmic spiral zone. III) Stage III: By increasing the load performed the third part curve in which part the soil became in the passive case it make to resist the failure.

22 Powerpoint Templates Page 22 PROSES TERJADINYA KERUNTUHAN

23 Powerpoint Templates Page 23 Three components produced to resist the failure of soil. I) (P p ) γ = Component produced by the weight of shear zone II, III. II)(P p ) c = Component produced by the cohesive stress. III) (P p ) q = Component produced by the surcharge q. Pp = (P p ) γ + (P p ) c + (P p ) q

24 Powerpoint Templates Page 24 DASAR PENURUNAN RUMUS TERZAGHI Kesetimbangan Gaya qu(2b)= -W+ 2Pp+f sin  W=(1/2)2b  btan  b 2  tan  f=c DC= c. b/cos  Pp=(1/2)  (b tan  ) 2 K  + c (b tan  )Kc +q(b tan  ) Kq qu =c{tan  c +1)} +q(tan  q) +  B/2{(1/2) tan . tan  Zona aktif Zona pasif Zona geser radial qu AB J Pp W  f f B=2b 

25 Powerpoint Templates Page 25 PERSAMAAN DAYA DUKUNG TERZAGHI UNTUK PONDASI LAJUR/ MENERUS Nq =  = e Nc =

26 Powerpoint Templates Page 26 TEORI DAYA DUKUNG TERZAGHI (1943) Daya dukung: Pondasi lajur Pondasi bujursangkar Pondasi lingkaran Untuk keruntuhan geser lokal: c’ = 2/3 c dan  ’  ququ q=  D f B DfDf 45-  /2  A C D E F H G JI

27 Powerpoint Templates Page 27 GRAFIK FAKTOR DAYA DUKUNG General shear failure Local shear failure

28 Powerpoint Templates Page 28 PERBANDINGAN BIDANG RUNTUH

29 Powerpoint Templates Page 29 RUMUS UMUM DAYA DUKUNG PONDASI MEYERHOF (1963) F cs, F qs, F  s = faktor bentuk F cd, F qd, F  d = faktor kedalaman F ci, F qi, F  i = faktor inklinasi

30 Powerpoint Templates Page 30 FAKTOR PENGARUH MEYERHOF F. BENTUK F. KEDALAMAN F. INKLINASI  Q T R

31 Powerpoint Templates Page 31

32 Powerpoint Templates Page 32 DISTRIBUSI TEGANGAN TANAH AKIBAT TEG. VERTIKAL DAN MOMEN P M

33 Powerpoint Templates Page 33 Tegangan kontak akibat beban vertikal dan momen P M e = B/6 q max q min e < B/6 q max q min e > B/6 q max q min B e R

34 Powerpoint Templates Page 34 P e = B/6 q max q min e < B/6 q max q min e > B/6 q max q min e

35 Powerpoint Templates Page 35 Pondasi Lajur e B B-2e

36 Powerpoint Templates Page 36 Stabilitas Daya Dukung C Tegangan kontak : tegangan akibat beban Menentukan eksentrisitas DPT


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