kuat geser tanah kuliah mektan tambang 20 mei 2014

KUAT GESER TANAH

KUAT GESER TANAH BERHUBUNGAN DENGAN :

A. friksi

B. Kohesi :

- kohesi benar

- Kohesi nyata

- Harus hati-hati menggunakan kuat geser tanah dalamdesign

PENGUJIAN LABORATORIUM UNTUK MENDAPATKANPARAMETER KUAT GESER :

A. UJI KUAT TEKAN BEBAS (UNCONFINE COMP. STRENGHT)

B. UJI GESER LANGSUNG (DIRECT SHEAR, SIMPLE SHEAR TEST)

C. UJI TRIAXIAL

KUAT GESER TANAH

A. Faktor mempengaruhi kuat geser pasir

- Void ratio :

KUAT GESER TANAH

- Bentuk partikel:

KUAT GESER TANAH

-

KUAT GESER TANAH

Unconfined Compression Test

KUAT GESER TANAHLABORATORIUM MEKANIKA TANAH

FAKULTAS TEKNIK

UNIVERSITAS LAMBUNG MANGKURAT

Proyek : Perenc Teknis Jalan Lingkar Mabuun by pass Pemeriksa : Team

SP.3 Mabuari Guru Danau (Lingkar dalam perkotaan)

Tabalong

Lokasi : Maburai Tanggal : 05 Mei 2007

Sampel No. : B.I

UNCONFINED COMPRESSION TEST

Undisturbed Sampel

Sampel Area : 17.712 cm2

Sampel Length : 95.00 mm

Proving Ring No. : P-5

Calibration, 0,480 : 0.256 kg

Area

17.712 0.0000

17.801 0.2301

17.891 0.6725

17.982 1.0393

18.073 1.2748

18.166 1.4515

18.260 1.5842

18.354 1.7295

18.450 1.8454

18.547 1.9462

18.644 2.0459

18.743 2.1307

18.843 2.2145

18.943 2.3109

19.045 2.4061

19.148 2.5001

19.252 2.5797

19.464 2.7094

19.680 2.8488

19.901 2.9586

20.127 3.0908

20.359 3.1813

20.595 3.2443

20.838 3.2924

21.086 3.3144

21.340 3.3110

21.600 3.2593

21.867 3.1609

22.140

2.00

2.50

3.00

Time

0.00

0.50

1.00

Strain S (%)

1.50

5.50

6.00

6.50

7.00

3.50

4.00

4.50

5.00

11.00

12.00

13.00

14.00

7.50

8.00

9.00

10.00

19.00

20.0020.00

15.00

16.00

17.00

18.00

0.00

16.00

47.00

73.00

Unconfined

Compression

(kg/cm2)

Load P

(Kg)

P. Ring Dial 0,01

mm

0.000

113.00

124.00

133.00

141.00

90.00

103.00

179.00

187.00

194.00

206.00

149.00

156.00

163.00

171.00

261.00

268.00

273.00

276.00

219.00

230.00

243.00

253.00

275.00

270.00

4.096

12.032

18.688

23.040

26.368

28.928

31.744

41.728

43.776

45.824

47.872

34.048

36.096

38.144

39.936

3.00

3.50

69.888

70.656

70.400

69.120

62.208

64.768

66.816

68.608

0.00

0.50

1.00

1.50

2.00

2.50

4.00

4.50

5.00

5.50

49.664

52.736

56.064

58.880

8.00

9.00

10.00

11.00

6.00

6.50

7.00

7.50

16.00

17.00

18.00

19.00

12.00

13.00

14.00

15.00

KUAT GESER TANAH

LABORATORIUM MEKANIKA TANAH

FAKULTAS TEKNIK




Tabalong

Lokasi : Maburai Tanggal : 08 November 2007

Sampel No. : B.I


Disturbed Sampel

Sampel Area : 17.712 cm2

Sampel Length : 95.00 mm

Proving Ring No. : P-5

Calibration, 0,480 : 0.256 kg

Area

17.712 0.0000

17.801 0.0288

17.891 0.0429

17.982 0.0712

18.073 0.1133

18.166 0.1691

18.260 0.2103

18.354 0.2511

18.450 0.2775

18.547 0.3037

18.644 0.3501

18.743 0.3961

18.843 0.4212

18.943 0.4730

19.045 0.5646

19.148 0.5348

19.252 0.5053

19.464 0.4603

19.680 0.3902

19.901

20.127

20.359

20.595

20.838

21.086

21.340

21.600

21.867

22.140

Time Strain S (%) P. Ring Dial 0,01 Load P Unconfined

0.00 0.00 0.00 0.000

1.00 1.00 3.00 0.768

0.50 0.50 2.00 0.512

2.00 2.00 8.00 2.048

1.50 1.50 5.00 1.280

3.00 3.00 15.00 3.840

2.50 2.50 12.00 3.072

4.00 4.00 20.00 5.120

3.50 3.50 18.00 4.608

5.00 5.00 25.50 6.528

4.50 4.50 22.00 5.632

6.00 6.00 31.00 7.936

5.50 5.50 29.00 7.424

7.00 7.00 42.00 10.752

6.50 6.50 35.00 8.960

8.00 8.00 38.00 9.728

7.50 7.50 40.00 10.240

10.00 10.00 30.00 7.680

9.00 9.00 35.00 8.960

12.00 12.00

11.00 11.00

14.00 14.00

13.00 13.00

16.00 16.00

15.00 15.00

18.00 18.00

17.00 17.00

20.00 20.00

19.00 19.00


FAKULTAS TEKNIK




Tabalong


Sampel No. : B.I


0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

0.00 5.00 10.00 15.00 20.00

qu

(kg/

cm2 )

Strain (%)

UNDISTURBED SAMPLE

0.00

0.10

0.20

0.30

0.40

0.50

0.60

0.00 1.00 2.00 3.00 4.00 5.00 6.00 7.00 8.00 10.00

qu

(kg/

cm2 )

Strain (%)

DISTURBED SAMPLE

KUAT GESER TANAH

KUAT GESER TANAH

SENSITIVITAS = St = quundisturb/qu remolded

KUAT GESER TANAH

UJI GESER LANGSUNG (DIRECT SHEAR TEST)

KUAT GESER TANAH

UJI GESER LANGSUNG (DIRECT SHEAR TEST)- BIDANG RUNTUH DATAR

- CONFINING PRESSURE TIDAK TERKONTROL

- TEKANAN AIR PORI TIDAK TERUKUR

- UMUNYA DIGUNAKAN DIBATASI UNTUK TANAH PASIR DAN TANAHCOMPACTED

- DIGUNAKAN UNTUK MENENTUKAN KUAT GESER INTERFACE

KEUNTUNGAN UJI DIRECT SHEAR :

A. Pengujian Direct Shear cepat dan murah

B. Dapat digunakan untuk menentukan kuat geser tanah kohesif dan nonkohesif

C. Bidang runtuh datar btidak sesuai kondisi sebenarnya.

SAAT PENGUJIAN KECEPATAN GESER ANTARA 0,0025 mm/min s/d 1,0mm/min

KUAT GESER TANAH

UJI GESER LANGSUNG (DIRECT SHEAR TEST)

KUAT GESER TANAH

PERHITUNGAN :

Sampel segi empat B x B :

Ao = B x B

F = Faktor koreksi = Δh/B Δh = horizontal displacement

Sampel bulat:

cos-1(Δh/D) dalam Radian

2

1 1cos2

D

h

D

h

D

hF

KUAT GESER TANAH

PERHITUNGAN :

KUAT GESER TANAH

DATA HASIL UJI DIRECT SHEAR :


FAKULTAS TEKNIK




Tabalong


Sampel No. : B.I

Sampel Diameter = mm Proving Ring : 1155-2-3043

Sampel Height = 20.00 mm Calibration : kg/10-4

cm

1 = 1.28 kg/cm2 2 = 2.24 kg/cm

2 3 = 3.20 kg/cm2

menit mm kg/cm2 kg/cm2 kg/cm2

0.00 0.000 0.0000000 0.0000000 0.0000000

0.25 0.158 0.0721150 0.1081725 0.0824171

0.50 0.316 0.0875682 0.1648343 0.1287768

1.00 0.361 0.1236257 0.2266471 0.1648343

1.50 0.947 0.1648343 0.2884599 0.2317982

2.00 1.262 0.2266471 0.3296685 0.2884599

2.50 1.578 0.3502728 0.4223878 0.3605749

3.00 1.893 0.4429920 0.4738985 0.4223878

3.50 2.209 0.4893517 0.5254092 0.4945028

4.00 2.524 0.5563156 0.5975242 0.5666177

4.50 2.840 0.5563156 0.6387327 0.7005456

5.00 3.155 0.5563156 0.6696391 0.7726606

6.00 3.786 0.6696391 0.8499266

7.00 4.417 0.6696391 0.9271927

8.00 5.048 0.9787034

9.00 5.679 0.9787034

10.00 6.310 0.9787034

11.00 6.941

12.00 7.572

13.00 8.203

14.00 8.834

15.00 9.465

DIRECT SHEAR TEST

63.10

0.1610

PROVING RING

0,0002 CM

NORMAL STRESSTIME

HORIZONTAL

DEFORMATION

NORMAL STRESS NORMAL STRESS

0.00

7.00

8.50

12.00

PROVING RING

0,0002 CM

PROVING RING

0,0002 CM

16.00

22.00

34.00

43.00

41.00

46.00

51.0047.50

54.00

54.00

54.00

0.00

10.50

16.00

22.00

28.00

32.00

35.00

41.00

65.00

65.00

65.00

0.00

8.00

12.50

16.00

22.50

28.00

48.00

55.00

68.00

75.00

58.00

62.00

82.50

90.00

95.00

95.00

95.00

KUAT GESER TANAH

LABORATORIUM MEKANIKA TANAH

FAKULTAS TEKNIK




Tabalong


Sampel No.: B.I

Sampel Diameter = mm Proving Ring : 1155-2-3043

Sampel Height = 20.00 mm Calibration : kg/10-4

cm

C

kg/cm2 o

0.20 18.00

DIRECT SHEAR TEST

63.10

0.1610

0.00

0.50

1.00

1.50

2.00

2.50

3.00

3.50

0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50

Horiz

onta

l Stre

ss

kg/c

m2

Axial Stress kg/cm2

c = 0,20 kg/cm2

= 18o

KUAT GESER TANAHTRIAXIAL TEST :

KEUNTUNGA :

A. LEBIH SERBA GUNA

B. DRAINASE DAPAT DIKONTROL SESUAI KONDISI LAPANGAN

C. BIDANG RUNTUH DIMANA SAJA

D. TIDAK ADA ROTASI PRINSIPEL STRESS SEPERTI DIRECT SHEAR.

KUAT GESER TANAHLINGKARAN MORH :

JIKA C = 0

cot2

31

2

31

sin

cff

ff

cos2sin3131 cffff

sin3131 ffff

ff

ff

31

31sin

sin1

sin1

3

1

f

f

KUAT GESER TANAH

2/45tansin1

sin1

3

21

f

f

2/45tansin1

sin1

1

23

f

f

KUAT GESER TANAH- triaxial test mengukur kuat geser tanah dengan drainase dapat dikontrol

- Confining press bekerja pada selimut sampel.

- Test disebut triaxial karena gaya bekerja pada 3 arah.

- Selama test major principal stress 1 = confining pressure 3

- Pada pengujian ini 3 tetap 1 bertamabah sebesar (diviator stress)

- 2 = 3 ( confining pressure)

KUAT GESER TANAH

KUAT GESER TANAHTipikal hasil pengujian triaxial :

PENGUJIAN KUAT GESER TANAHPengujian CD

PENGUJIAN KUAT GESER TANAH


A = 0,5 – 1 untuk Lempung NC

A = -0,5 – 0 nuntuk lempung OC

PENGUJIAN KUAT GESER TANAHPERHITUNGAN:

Ho’ = Ho - H

Ho = tinggi sampel awal

H = perobahan tinggi


uσσ

ΔσΔσ

1

'

1

'

1

PENGUJIAN KUAT GESER TANAHTable 1: Sample 1 Data

Sample 1

v Ac Ac d u 3 1 ' 1 ' 3 p p' q

(%) (in2) (ft

2) (psf) (psf) A-bar (psf) (psf) (psf) (psf) (psf) (psf) (psf)

0 6.069871 0.042152 0 0 -- 1440 1440 1440 1440 1440 1440 0

0.000495 6.072877 0.042173 151.5196 54.72 0.361141 1440 1591.52 1536.8 1385.28 1515.76 1461.04 75.75981

0.001007 6.075989 0.042194 271.3632 106.56 0.392684 1441 1712.363 1605.803 1334.44 1576.682 1470.122 135.6816

0.001502 6.079 0.042215 416.2 178.56 0.429024 1442 1858.2 1679.64 1263.44 1650.1 1471.54 208.1

0.001997 6.082014 0.042236 515.908 241.92 0.468921 1443 1958.908 1716.988 1201.08 1700.954 1459.034 257.954

0.002509 6.085136 0.042258 595.3918 295.2 0.495808 1444 2039.392 1744.192 1148.8 1741.696 1446.496 297.6959

0.003003 6.088156 0.042279 658.2485 345.6 0.52503 1445 2103.249 1757.649 1099.4 1774.124 1428.524 329.1243

0.003498 6.09118 0.0423 707.0945 387.36 0.547819 1446 2153.095 1765.735 1058.64 1799.547 1412.187 353.5473

0.003993 6.094206 0.042321 758.2546 426.24 0.562133 1447 2205.255 1779.015 1020.76 1826.127 1399.887 379.1273

0.004505 6.09734 0.042343 795.6518 459.36 0.577338 1448 2243.652 1784.292 988.64 1845.826 1386.466 397.8259

0.005 6.100373 0.042364 832.7884 491.04 0.589634 1449 2281.788 1790.748 957.96 1865.394 1374.354 416.3942

0.005495 6.103409 0.042385 867.0565 519.84 0.599546 1450 2317.056 1797.216 930.16 1883.528 1363.688 433.5282

0.006007 6.106552 0.042407 897.9732 545.76 0.607769 1451 2348.973 1803.213 905.24 1899.987 1354.227 448.9866

0.006502 6.109594 0.042428 925.8095 568.8 0.614381 1452 2377.809 1809.009 883.2 1914.905 1346.105 462.9047

0.006997 6.112639 0.042449 953.6176 590.4 0.619116 1453 2406.618 1816.218 862.6 1929.809 1339.409 476.8088

0.007509 6.115792 0.042471 975.0234 610.56 0.6262 1454 2429.023 1818.463 843.44 1941.512 1330.952 487.5117

0.008003 6.118843 0.042492 1001.601 629.28 0.628274 1455 2456.601 1827.321 825.72 1955.801 1326.521 500.8006

0.008498 6.121897 0.042513 1021.095 646.56 0.633202 1456 2477.095 1830.535 809.44 1966.548 1319.988 510.5476

0.008993 6.124954 0.042534 1042.45 662.4 0.635426 1457 2499.45 1837.05 794.6 1978.225 1315.825 521.2251

0.009505 6.12812 0.042556 1060.71 678.24 0.639421 1458 2518.71 1840.47 779.76 1988.355 1310.115 530.3552


Sample 2

v Ac Ac d u 3 1 ' 1 ' 3 p p' q

(%) (in2) (ft


0 6.157522 0.042761 0 0 -- 2880 2880 2880 2880 2880 2880 0

0.000498 6.160591 0.042782 268.5716 105.12 0.391404 2880 3148.572 3043.452 2774.88 3014.286 2909.166 134.2858

0.000997 6.163664 0.042803 547.1551 228.96 0.418455 2880 3427.155 3198.195 2651.04 3153.578 2924.618 273.5775

0.001495 6.16674 0.042825 733.6907 336.96 0.459267 2880 3613.691 3276.731 2543.04 3246.845 2909.885 366.8454

0.001993 6.169819 0.042846 874.7615 437.76 0.500434 2880 3754.762 3317.002 2442.24 3317.381 2879.621 437.3808

0.002509 6.173007 0.042868 1002.144 531.36 0.530223 2880 3882.144 3350.784 2348.64 3381.072 2849.712 501.0718

0.003007 6.176092 0.04289 1106.097 614.88 0.5559 2880 3986.097 3371.217 2265.12 3433.049 2818.169 553.0487

0.003505 6.179181 0.042911 1188.507 689.76 0.580358 2880 4068.507 3378.747 2190.24 3474.254 2784.494 594.2536

0.004003 6.182272 0.042932 1268.505 761.76 0.600518 2880 4148.505 3386.745 2118.24 3514.252 2752.492 634.2523

0.004502 6.185366 0.042954 1335.617 826.56 0.61886 2880 4215.617 3389.057 2053.44 3547.808 2721.248 667.8085

0.005498 6.191565 0.042997 1463.359 947.52 0.647497 2880 4343.359 3395.839 1932.48 3611.679 2664.159 731.6794

0.005997 6.194668 0.043019 1516.323 997.92 0.658118 2880 4396.323 3398.403 1882.08 3638.162 2640.242 758.1617

0.006495 6.197775 0.04304 1565.517 1044 0.666873 2880 4445.517 3401.517 1836 3662.758 2618.758 782.7583

0.006993 6.200885 0.043062 1612.338 1088.64 0.675194 2880 4492.338 3403.698 1791.36 3686.169 2597.529 806.1688

0.007509 6.204106 0.043084 1655.368 1130.4 0.682869 2880 4535.368 3404.968 1749.6 3707.684 2577.284 827.6842

0.008007 6.207222 0.043106 1695.367 1169.28 0.689691 2880 4575.367 3406.087 1710.72 3727.684 2558.404 847.6835

0.008505 6.210342 0.043127 1731.383 1205.28 0.696137 2880 4611.383 3406.103 1674.72 3745.692 2540.412 865.6915

0.009003 6.213464 0.043149 1767.362 1236.96 0.699891 2880 4647.362 3410.402 1643.04 3763.681 2526.721 883.681

0.009502 6.21659 0.043171 1796.355 1270.08 0.707032 2880 4676.355 3406.275 1609.92 3778.177 2508.097 898.1773


Sample 3

v Ac Ac d u 3 1 ' 1 ' 3 p p' q

(%) (in2) (ft


0 6.201582 0.043067 0 0 -- 5425.92 5425.92 5425.92 5425.92 5425.92 5425.92 0

0.0005 6.204685 0.043088 523.1144 138.24 0.264263 5425.92 5949.034 5810.794 5287.68 5687.477 5549.237 261.5572

0.001 6.20779 0.04311 996.9925 313.92 0.314867 5425.92 6422.912 6108.992 5112 5924.416 5610.496 498.4962

0.0015 6.210899 0.043131 1354.934 491.04 0.362409 5425.92 6780.854 6289.814 4934.88 6103.387 5612.347 677.4672

0.002 6.21401 0.043153 1632.105 662.4 0.405856 5425.92 7058.025 6395.625 4763.52 6241.973 5579.573 816.0527

0.0025 6.217125 0.043174 1864.991 829.44 0.444742 5425.92 7290.911 6461.471 4596.48 6358.415 5528.975 932.4953

0.003 6.220243 0.043196 2056.897 984.96 0.478857 5425.92 7482.817 6497.857 4440.96 6454.369 5469.409 1028.449

0.0035 6.223364 0.043218 2225.009 1133.28 0.509337 5425.92 7650.929 6517.649 4292.64 6538.424 5405.144 1112.504

0.004 6.226488 0.04324 2362.886 1258.56 0.532637 5425.92 7788.806 6530.246 4167.36 6607.363 5348.803 1181.443

0.0045 6.229616 0.043261 2496 1383.84 0.554423 5425.92 7921.92 6538.08 4042.08 6673.92 5290.08 1248

0.005 6.232746 0.043283 2609.11 1497.6 0.573989 5425.92 8035.03 6537.43 3928.32 6730.475 5232.875 1304.555

0.0055 6.23588 0.043305 2717.948 1608.48 0.591799 5425.92 8143.868 6535.388 3817.44 6784.894 5176.414 1358.974

0.006 6.239017 0.043327 2814.905 1709.28 0.607225 5425.92 8240.825 6531.545 3716.64 6833.373 5124.093 1407.453

0.0065 6.242156 0.043348 2911.071 1804.32 0.619813 5425.92 8336.991 6532.671 3621.6 6881.455 5077.135 1455.535

0.007 6.2453 0.04337 2990.998 1893.6 0.6331 5425.92 8416.918 6523.318 3532.32 6921.419 5027.819 1495.499

0.0075 6.248446 0.043392 3066.926 1977.12 0.644659 5425.92 8492.846 6515.726 3448.8 6959.383 4982.263 1533.463

0.008 6.251595 0.043414 3142.084 2054.88 0.653986 5425.92 8568.004 6513.124 3371.04 6996.962 4942.082 1571.042

0.0085 6.254748 0.043436 3207.957 2125.44 0.662553 5425.92 8633.877 6508.437 3300.48 7029.898 4904.458 1603.978

0.009 6.257904 0.043458 3265.017 2194.56 0.672144 5425.92 8690.937 6496.377 3231.36 7058.428 4863.868 1632.508

0.0095 6.261063 0.04348 3327.077 2257.92 0.67865 5425.92 8752.997 6495.077 3168 7089.459 4831.539 1663.539

kuat geser tanah kuliah mektan tambang 20 mei 2014

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