CONCLUSIONS AND RECOMMENDATIONS ANALYSIS OF AXIALLY LOADED SINGEL FILE.

(1)

CHAPTER VI

CONCLUSIONS AND RECOMMENDATIONS

6.1. Conclusions

The conclusions that can be drawn from data analysis are:

1.

All of the results analyses are sufficient to resist the load that has to be carried

by pile foundation.

2.

The Dutch method, Schmertmann’s method, and LCPC method are the most

suitable methods for pile design.

3.

The calculation based on the soil properties using

α

method,

λ

method, and

β

method give the highest value among the other methods. In this case, model of

the S

u

give big influence in the calculation.

4.

The calculation based on CPT - SPT correlation using Meyerhof’s method and

Briaud’s method give the smallest value among the other methods.

Conversion of the q

c

to the N value take important part in this section. The

conversion can’t be same interpret with the N value gotten directly from the

field.

5.

In general, all of the methods to calculate the pile capacity are suitable for pile

capacity analysis, because the results are not much difference from one

(2)

55

6.2. Recommendations

There are some suggestions that can be considered:

1.

There would be better to calculate the pile capacity using another method that

author did in this final project.

2.

The variables and parameters in the all methods has to be choose and calculate

carefully.

3.

It is better to get another data which is support for the calculation, for example

Standard Penetration Test data.

4.

The pile foundation working in the field has to be done with carefully, so the

(3)

REFERENCESS

Bowles, J. E. (1988). Foundation Analysis and Design, McGraww-Hill Book

Company, Fourth Edition, Singapore.

Das, B.M. (2007). Principles of Foundation Engineering, Thomson Publisher,

Sixth Edition, New York.

Kulhawy, F.H. and Mayne, P.W. (1990). Manual on Estimating Soil Properties

for Foundation Design. Cornell University, New York.

Mahler, Andras (2004). Use of Cone Penetration Test in Pile Design. Budapest

University of Technology and Economics, Hungary.

Robertson, P.K. and Campanella, R.G. (1983). Interpretation of Cone Penetration

Tests, Part I (Sand) and Part II (Clay). Canadian Geotechnical Journal,

Canada.

Robertson, P.K. (1999). Estimation of Minimum Undrained Shear Strength for

Flow Liquefaction Using the CPT. Seco e Pinto, Rotterdam.

Sanglerat, G. (1972). The Penetrometer and Soil Exploration, Elsevier Publishing

Company, Amsterdam.

PT. Swadaya Manunggal Karsa. (2010). Laporan Akhir Penyelidikan Tanah

Untuk Infrastruktur Tambang Batubara untuk PT. Diva Kencana Borneo, PT.

Swadaya Manunggal Karsa, Samarinda.

Reese, Lymon C., (2006). Analysis and Design of Shallow and Deep Foundation,

(4)

57

Salgado, Rodrigo and Lee, Junhwan. (1999). Pile Design Based on Cone

Penetration Test Results, Joint Transport Research Program. Paper 170.

Whitlow, Roy. (1932). Basic Soil Mechanic, Prentice Hall, Inc., Fourth Edition,

(5)

(6)

(7)

(8)

(9)

(10)

coNE

PENETRATTON TEST (SONDTR)

{CAPACTTY

5.00

TON)

i=r-elifikal

tanah

untut inftastrultur

tambang

batubam

Weather

:

Cetah

i:rq \guai

Kab. Kutai

Barat

Prov. Kalimantan

Timur

Date

:

23 Desember 2009

:--

T6ted

by

:

Sri Raharjo

'.

= 961247,019; E = 398862109 (Mengikuti kood.

Bor)

M.A.T

:

-q

fkg/cm2),

fs

ftg/cm!),

ft

(r

2l(g/cm')

Lt

1m,0

200,0

3{n,0

/o0,0

500,0 6l}0,0 700,0 800,0

9{m,0

1.000,0 1.t00,0

La)0,0

1.300,0

t

j

)

l

I I

)

l

2

{

)

7

{

)

.:.,

1

-

Cone Resistancg kg/cm'

-Ia.al

Friction, kg/cm2

, -

- -

-

_ _ Total Friction, kg/cm,

FR

(Friction

Ratiol

₌

tyq.

1961

_

Frictiofl Ratio, %

PT. SWADAYA

ilA1lg166Ol.

KARSA

Lampiran 3bl

.4

(11)

coNE

(CAPACTTY

s.00

ToN)

.-

=seLidikan tanah

untul

infmstrultu!

tambang

batubara Weather

:

Mendung

::rq

Ngurai, Kab. Kutai BaraL Prov. Kalimantan

Timur

Date

:

11 Desember 2009

li

₌

n*-r,rrr,

u =3ee028,468

(Mensikuti

kood.

Bor)

ffi:f

"

;

l" "*"n.

Doru

r

c*^

fdcrr')

T*

(kdc^')

K*

(W.

1

q.

(kglcm\

f"

(t/"-1

f,x20cm

(kSlctrr)

4

(kdcm')

FR

(w

Itediction

F;

ll-.

l-l-;

f

-,"

[-

:i

[;

L,

[-

*,

I-F

ts

Nrl

f-.t

-r

-N

_!4

!:W

_

3,00

_

3,00

_

t4c

_

5.00

s.!q

5,00 0,00

_

tsq

-

100

5,00

--,*

{.00 r-ool

a,oo I

o0(

0,0c

o00

0,00 0,m 0,0i 0,00 0,0( 0,m 0,00 0,00 0,m o0c o00

5,0t 2,OA 3,00

o13

267 2,6? 4,46

t0c

ZM

3,00 0,13 2,67 5,35 4,46

5,00 2,00 3,00 0,73 2,67 8,02 4,46

10m

5,00

t00

o33

_6,69 _74,77 _6,69 10,00 5,m

t00

0,33 6,69 27,39 6,69 CIav 10 00 5,m 5,00 0,33 6,69 28,08 6,69 15,00 5,00 1O00 0,33 6,69

u,76

3,v

1400 4,00 1000 0,27 5,35 40,\1. 2,67

10,00 5,00 5,00 0,33 6,69 46,80 6,69 10,00

t00

5,00 0,33 6,69 53,48 6,69 10,00

5lm

s00

0,33 6,69 @,77 6,69 Clau

&00 4,00 4,00 0,27

t3s

65,52 6,69 8,00

4,N

0,27 5,35 70,87 6,69

12,m 4,OA 8,00 0,27

t3s

76,21

3,U

Clav

12,N

4,OO 8,00

o,a

5,35 81,56

3,U

CIay 10,00 5,00 5,00 0,33 6,69 88,25 6,69 Clau

72,M

4,N

_&00 0,27

93;6

_3,34 _ClEu

12,ffi

4,m 8,00 0,27

t3s

9a,94 3,34 CIw

12,00 4,00 _&00 0,27 5,35 7oJ,29 3,14 Claa

12ffi

4,N

8,00 0,27 t09,64

3,U

CIav

10,00 5,00

500

0,33 6,69 '116,33 6,69 Clau

10,00 5,00 5,00 0,33 6,69 723,01 6,69 Clav 10,00 5,00

t00

0,33 6,69 729,74 6,69 Clay

14,00 4,00 10,00 0,27 5,35 13504 2,67 Siltu Clav to clau

14,00

4,N

10,00 0,27 5,35 L40,39 2,67

!!uaq:yL

9t"y

Clav

1000 5,00 _5,m _0,33 _6,69 _747,08 _6,69 10,00

500

t00

o33 6,69 753,76 6,69 10,00 5,00 5,00 0,33 6,69 1.60,45 6,69 CIna

12,N

4,N

&m

0,27

t3s

165,80

3,U

Cloy

-9!w

-Claveu sill to SiItu cl,1u

12,M

4,ffi

8,m 5,35 17't,75 3,34 18,00

4,ffi

74,ffi

o )'7 _5,35 _176,49 _1,91.

12,00

4,ffi

8,00 0,27 ₁₃₅ 181,84

3,U

CIav

1.2,m 4,00 _&00

n),

_5,35 _787,79 _{3,34 Clalr}

12,00 4,M 8,00 0,27 5,35 1.92,54

3,U

Clal

18,00 ₄₀₀

14,N

0,27 5,35 797,89 1.,97 Aaye! silt to Silty clty

Claaev silt la Si1tu cktu

1&00

4,ffi

14,00 0,27 5,35 203,24 1,91

7,97 1,9'l 18,m 1&00

4,M

4,N

L4,0O

74,ffi

0,27 5,35 5,35 208,58 213,93

Clayey silt Io Silty cla.y

Claueu silt to Siltu

clrr

20,00 5,00 15,00 0,33 6,69 220,62 Clalev silt to Silfu clau

20,00 100 1100 0,33 6,69 227,30 Clavev silt to Silh! clalt

18,00 4,m

74,N

0,27

t35

232,65 1,9'I CIaUev silt to Siltu clau

1&00 4,OA 14,00

027

5,35

x8,m

1.,97 _?"v"v

!!!

J9

:!tv

9Y1/

Jaueu sill to Silh! .ln

18,00

4,N

14,m

0,n

5,35 243,35 1,91

(12)

Sandy SiIt to CkrW Silt

Sand

Sr",l S^"d

S".d

Sand. to Si|tu Sand

Sand to Siltu Sand

Sond to 9iltu Sand

Sa dto Siltu Sand

gtnd _toSiltu Sand

(13)

-

::c@n

Danometer untuk p€mbacaan

-- . l:ia-.in

rnanometer untut p€mbacaan

G jd

g€ser

L . ;.it':

:- dmganc.

a,

- A-aan

konus

-

.:--:a::vnges€rlokal

a

-

=En

:sdins

ses€I

Ap = Lua-3 pmampdg pislon

Dr

= uameter piston

(crr)

= 3'57

&

= Ltas penampang konus

D"

= Die€ter konus

(cm)

= 3,57

{

= Luas s€limut ttdang ges€r

D,

= Dameter bidans seser

(cm)

= 3,57

L :

Pdtancbidarc ceser

(cm)

:13,35

(14)

ilil

Lampiran

3b2.4

coNE

(CAPACITY

s.00

TON)

Peayelidikan tanah untuk

inftastruktur

tambang

batubara

Weather

:

Mendung Siluq Ngurai, Kab.

Kutai

Barag P!ov. Kalimantan

Timur

Date

:

11 Des€mber 2(XB

!2

Te$tedby

:

Sri

Ralarjo

\

= 9964M8,778; E = 399028,468 (Mengikuti kood.

Bor)

M.A.T

% fkg/cm,),

fs

(kg/cm'), ft

(x

2

kg/cm')

:0

100,0 200,0

3lx',0

400,0

5m,0

600,0 700,0 800,0

$0,0

1.@0,0 1.100,0 1.200,0 1.300,0

o

iii

:i::ii

r,

I

-)

-,

i''

.!| _:

L

iil

f.

l:l

\i'

i.

!1.1

i:

'.i!

.

t

I

'iii

il '.

./

),

i.g'l ir

,J

jl:ii

'\'

,

t

I

i'

iii,

:ij:

t:

t1

--.-.,-.---.-

Cone Resistance,

k/cm'

-Local

Friction,

k/cm'

Tot

I Friction- kql.m'

FR

(Friction

Ratio)

₌

fs/q.

(%)

Friction Ratio, %

(15)

ltill

CONE PENETRATION

TEST

(SONDIR)

(CAPACTTY

s.00

TON)

:

Penyelidikan tanah

untuk

infrastrultur

tambang

batubara Weather

:

Mendung : Sfluq

Nguni

Kab. Kutai Barat, Prov.

Kalimantar

Timur

Date

:

14 Desemb€r 2009

:3

Testedby

:

Sd

Ralurjo

:

\

= 99(4388,477; E = 399084206 (Mengikuti kood.

Bor)

M.A-T

.

-tr!

*?,,

T*

(td.-1

K*

(kdcu'1

q.

ft/"-1

f"

(kd"-1

f"x20cm

(tdcnr)

r,

(kdcm')

FR (%',

Ptediction

rul

0,00 0,00 0,00

om

0,00 o00 0,00 0,00

o00

MN

0,00 0,00 o00 0,00 0,00 0,00 0,00

M

3,00 5,00 2,m

3m

0,13 267 2,67 4,46 Clay

ryr

3,00 5,00 2,On 3,m 0.13 267 5,35 4,46 Clay

m

3,00

t00

2,OA 3,00 0,13 8,V2 4,46 Clay

0u

4,m

7,ffi

3,m 4,OA o,2a 4,07 72,93 5,01 CIay

@

4,N

7,N

3,m

4,ffi

0,24 4,07 76,04 5,m CIay

q/gr

4,N

_7,00 _3,00 ₄₀₀ _o,2a _4,07 _20,M

t01

_CIov

@1

3,00 6,00 3,00 3,00 o,2a 4,07 24,O7 6,69 Agaflic

fiuteial

!!

3,00 6,00 3,00 3,00 0,24 4,07 _,08 6,69 Orgaflic nolerial

F

!.q

I@

3,oo

o00

3,00 3,00 0,24 4,07

32,8

6,69 Orgoflic tfiaterial

6,OO 3,00 3,00 o,2a 4,01.

x,10

6,69 Organic malerial

B

400

8,00

4,N

4,m 0,27 5,35 41,45 6,69 CIaf

ryl

400

8,00

4,ffi

4,00 0,27 5,35 46,84 6,69 Clo!

D

4,n

7,M 300 4,OO o,2a 4,07 50,81 5,01 CIa!

n

4,ffi

7,ffi

3,00

4,N

0,24 4,0r ,4;82

t01

CIoy

l@r

4,00

7,N

3,00 4,OO 0,20 4,07 58,83

t01

aay

)lr

5,00 10,00

5,m

5,00 0,33 6,69 65,52 6,69 Clay

l:t

5,oo

F

-

5,oo

10;00 5;00 5;oo 0,33 6,69 6,69

6,69

Clay

cky

10,00 5,00 5,00 0,33 6,69 78,89

F

4,00 &00 4,00

4,N

0,27

t3s

u,24

6,69 Cloy

b

4,00 _&00 4,00 4,00

t35

89,58 6,69

aay

l$

4,m

8,m 4,00 4,00 0,27 5,35 ,93 6,69 Clay

t?

4,N

8,00

4,N

4,ffi

0,27 5,35 100,28 6,69

CW

F

4,oo

F

.po

8,m

4,00 4,OO 0,27 5,35

x0t63

6,69

aoll

9,OA

400

5,00

o,n

5,35 110,98

t35

Cby

lD

t00

9,00 4,m 5,m 0,27

t3s

116,33 5,35 Clav

lry

5,00 10,00

5m

tm

0,33 6,69 723,07 6,69 CIaf

lry

5,m 10,00

5m

0,33 6,69 1.29,70 6,69 Cloy

I

5,m 10,00 5,m 5,00 0,33 6,69 736,38 6,69 Cloy

F

5,00 1O00 5,m 5,00 0,33 6,69 743,O7 6,69 CIay

l@

5,00 1000 5,m 5,00 0,33 6,69 149,75 6,69 CIoy

lryj

4,00 &00

4,ffi

4,00

o,a

5,35 15110 6,69 CIa!

lp

4,00

&m

4,ffi

0,27 535 7@,45 6,69 Cl"y

lp

4,00 9,00 5,00

4,N

033 6,69 767,73 8,36 Organic nuterial

F

5,00 10,00

500

t00

o33 6,69 773,82 6,69 Clay

F

500

10,00 500

t00

0,33 6,69 180,51 6,69 Clay

p

10,00 15,00 5,m 10,00 0,33 6,69 187,-19

3,U

Silty Cla! to cla!

t

10,00 I5,00 5,00 r 0,00 0,33 6,69

7

,88

3,U

Silty

CIt!

to cky

I

1o,m 1100 5,00 10,00 0,33 6,69 2ffi,56 3,34 Silty Clay to clay

E

44q

11,00

16,00 5,00 11,00 0,33 6,69 207,25 3,04 Silty C)ay to cby

16,00 5,00 11,00 0,33 6,69 213,93 3,M Siltu CIav to clav

lry

13,00 1&00 5,00 13,00

033

6,69 220,62 Clatw silt to Silfu clau

F

13,00 18;m 5,00 13;00

o33

6,69

27,30

CLryev silt to Siltv clau

F,

13,00 18,m 5,00 13,00

033

6,8

2,57 Clauev silt to Silfu cl6u

(16)

c*

(kg"-t)

T*

(kg"or")

K*

..,2,

((g/cm

,

%

ggcn?,

f"

&/c-1

fsx20cm

(kdc-')

F,

(k/cql')

FR (%',

Prediction

13,00 18,00

t00

13,00 0,33 6,69 240,67 Claveu silt to Siltv clav

15,00 20,00 5,00 15,m 0,33 6,69 247,36 Clayey silt to Silty clay

15,00 20;00 5,00 15,00 0,33 6,69 254,04 Clave! silt to Silfu clav

13,00 1&00 5,00 13,00 0,33 6,69 260,73 267,42

C\ftle! silt ta Silty cla!

18,00 5,00 13,m 0,33 6,69 Claye! silt to SiLty clay

Silht CI1lv to clav

T

1o"oo

I

rooo

-

|

looo

15,00 5,m 10,00 0,33 6,69 274,70

3,U

15,00 5,m 10,m

0,t3

6,69 ?30,79

3,U

Siltu Clav Io cbv

15,00 5,00 10,m 0,33 6,69 287,47 3,34 Silty Clay to clay

15,00

'

ri,ry

]o'0o

20,00

l

u,r*

30,00

l*

-

'

s,ffi

_50,00

10,00 10,00 11,00

1100 5,00 10,m

o33

6,69 ?94,L6 3,34 Silty Clsf la cllr!

15,00 5,00 10,m 0,33 6,69 300 84

3,U sillv

_9t!y

tlalTr

SiIfu CIav to clav

15,00 5,00 11,m 0,33 6,69 307,53 3,M

16,00 5,00

1tm

&m

0,33 6,69 374,2r

3,4

sjlg9lglz,bt

CIay 13,00 5,00 0,33 6,69 320,90 4,78 13,00 5,m 8,m 0,33 6,69 327,58 4,18 CIa!

14,00 6,00 8,m 0,40 8,02 335,61 5,01 CIoy

12,M 5,00

7,N

0,33 6,69 M2,29 4,78 CIay

72,04 5,00

7,N

0,33 6,69 348,98 4,78 Clay

13,00 5,00 8,00

o33

6,69 355,C6 4,t8 Clay

20,00

t00

15,00 0,33 6,69 362,35 2,% Claveu silt to Siltv clw

20,00 5,m 1100 0,33 6,69 369,03

J71

Clayey silt to Silty cla!

25,00 5,00 20,0n 0,33 6,69 375,72 1,67 Sandu Silt to Claveu Silt

25,00 5,00

20,n

0,33 6,69 382,44 1,67 Sandy Silt to CWe! Silt

35,00

5,ffi

30,00 0,33 6,69 389,09 1,1'l Silty Sand to Sandy Sill

35,00 5,00 30,00 0,33 6,69 395,78 1,11

Silt!

Sa dto Safldy Silt

50,00

t00

45,00

0,3!

0,67

6,69 402,46 074 Silty Safld to Sandtl Silt

60,00 10,00 50,00 13,37

73,37

415,83

1,U Sil\l

Safl.l to So dy Silt

|

-

50.00

10,00 1s,99

N

55,00

60,00 10,00 50,00 0,67 429,24 1,34 Siltu SMd to Sandu Silt

flr90

65,00

10,00 50,00 0,67 73,3'

u2,57

7,34 Silfu Sarul to Sandv Silt

10,00 55,00 o,67 't3,37 455,94 1,?2

Sil\t

Sand to Sandy Silt

65,00 10,00 55,00 0,67 1.3,37 469,31 1,22

7,77

Silty Sand Io Sa !1y SilI

Silty Sand to Sandy Silt

It

r_

r

t;

35,00

t00

30,00 0,33 6,69 476,N

35,00 5,00 3000 0,-13 6,69 182,69 1,1t 9ilt1l

gt

d to Sandy SiIt

Si ty Sald to Sandy Silt Silty Sand to Sa dy Silt Silty Sanrl to Sm.dy Silt

35,00 5,00 30,00 0,33 6,69 489,37 7,11.

40,00 5,00 5,00

35,00 0,33 5,69 496,0;6

502,74 0,96

40,00 35,00

35,00

0,33 6,69 _9:%l

0,96

li

3srn

ll *

t$o

l-

-

zsm

[

"

,

25;,oo

40,00

t00

0,33 6,69 5@,43 Sil4l Sand to Safldy Silt

30,00

too

25,M

o33

6b9 516,11 1,34 Safld! Silt tu Aayey SiIt 30,m

t00

25,00

o33

6,69 522,80

7,U

Sandy Sih to Clale! SiIt

30,00 5,00 25,00 0,33 6,69 529,48

7,U

0,96

Sar y SiIL to Claley SiIt Silry Sand to Sand.y Silt F

r

F,:

?1Q

39,00 35,00 35100 40,00

40,00 5,00

3tm

0,33 6,69 536,17

40,00 5,00 35,00 0,33 6,69 542,85 0,96 Siltu Sa d to Sandv SiIt

40,00 5,00 35,00 0,33 6,69 549,54 0,96 SiU! Sand to Sandy Silt

40,00 5,00

3tr[

0,33 6,69 ,16,22 0,96 0,84

SiIt! Sand to Sandy Sih

45,00

t00

40,00 0,33 6,69 562,91 si.ttlt.

9En-!

Jo.t!!q

t:tt

_

Silty Saud to Sandy SilI

55,q

-

55,ry

70,N

TOtM

_l1w

75,N

9sg

65,q

80,00

45,00 5,00 40,00 0,33 _9,62

73,37

569,ffi

582,97

0,9,1

1,34

60,00 10 00 50,00 0,67 Silty Sand to Saidy Silt

60,00 1000 50,00 0,67 -13,37 596,U

1,U

Siltv Sand to Sandv Sill

65,00 10 00 55,00 0,67 't3,37 @9,7L Siltv SE d to Sandv Sil!

65,00 10,m 5100 0,67 73,37 623,08 o,96

SiItV Sand ta Sdndy SilI

80,00

r0,m

70,M 0,67 0,67

13,37

616,45 Sand Ia Sillv Sand

80,00 10,00 70,00 649,82 0,96 Snnd 1.,

Siltf

Sand

85,00 10,m

75,ffi

0,67 73,37 66.3,19 0,89 Sand to

Silt!

Sand

85,00 10,00 75,00 0,67 '\3,37

06s6

0,89 0,89

Sand to Silty Sa11d

Sand lo

Silt!

Safld

85,00 1000 75,U' 6100

0,67 0,67

13,37 689,93

75,M 10,00 13,37 703,30 1,03 Sand to Silty Sontl

75,04 10,00 65,00 0,67 13,37 716,67 1,03 Sand to Siltu Sand

q),00 10,00 80,00 0,67 73,37 730,04 084 Sand to Silry Snnd

(17)

ilm

Lampiran

3b3.3

- -

:iE:a,an

manometer untuk pembacaan

l- . --E'3an

manometer lmtuk p€mbacaan

r..s

drar g€€er

t-

=;es:T-d6ganC-* -

=a,.Etan

konus

-

=

=d.i:E

Ber

lokal

L

=

.n:E

tadins

geser

Ap = Luas p€nampang piston

Dp ₌Diarnets piston

(cmt

= 3,57

4

= Luas penampang konus

D.

= Damerer konus

(cn)

= 3,57

4

= Luas selimut bdang geler

D"

₌Dim€ter bidmC g€€€r

(cm)

₌3,57

(18)

coNE

PENETRATTON TEST

(SONDIR)

(CAPACTTY

5.00

TON)

Penyelidikan tanah untuk

inftastrultur

tambang

batubara

Weathet

:

Mendung Siluq

Ngurai

Kab.

Kutai

Barat, Prov. Kalimantan

Timur

Date

:

14 Desemb€r 2009

--

_Tested

by

:

_{Sri Raharjo}

\

=

99388,471;

E = 399084,206 (Mengikuti kood.

Bor)

M.A-T

q

(kg/cm2),

fs

ftg/cmi),t

(x

2

kg/cml)

i

0

100,0

200,0 300,0

,100,0

a)0,0

600,0 1.000,0 1.100.0 t.200.0 t.300.0

--

. -.- ..- ., Cone Resistance, kg/cm2

-Local

Fridion, kglcm'?

Total Fri.tion-

ksl.m'

FR

(Friction

Ratio)

₌

fs/qc (%)

Friction Ratio %

,J

I'

I

'i,

|'1'

I til

,:,1

':::

l,'

'lt

, ,j.

'J

_ia,

i\

:l

i',-.ir

i

!ir

,::'.:

-j'r'

:

(:,

l

PT. EWADAYA

TAIIUIIGGAL

XARAA

(19)

coNE

PENETRATION

TEST

(SONDIR)

(CAPACTTY

s.00

ToN)

a=re{ifikan

tanah

ulltul

inftastruktut

_{tambang batubata}

i.al

\gurai

Kab. Kutai Barat, prov. Kalimantan

Timur

il

\.

_{= 9%1470,379. E =}

3991117& (MeRgikuti kood. Bor)

Weather Date Tested

by

M.A,T

Cerah

02 Desember 2009

Sri Rallaijo

ga!

(20)

fll

0,33 0,33

43189

469,31

Sand to Sandu Silt

Silty Safld lo S6ndy S;lt

Silt!

Sand Io Sdndy Silt

Sand to Sandy Silt

Safld to Silty Safld

Sand to Sandu Silt

Sand to Silty Slnd

san!]o sltry

:yL4

Sand to Si|tu Sand

Sand to SiItu Sdfl.l

SiIIy Sand. Io Sandy SiIt

Silt!

Sand Io Sandy Silt Silty Sand lo Sandy Silt

Sond lo Siltu Sand

(21)

--:lr.s

:-ts

---.-.m

r:5.m

:l-j.m

_-

-

:=?-_

Eunometer untul p€mba.aan

r=r=

--

g€.€r

ll,,-

,

;cs::,

lagan C"

!l - :=*=:E

kmus

- ' -4-a

F.erlokal

f , .rq:

:erding geser

Tr

_{= Geserai}_total

Ap = Luas penampang piston

D'

= Diameter piston

(cm)

= 3,57

4

= Luas penampaag konus

D.

= Dimeter konu

(cn)

= 3,57

A,

₌Luas3€limut bdanC ges€r

D.

= Dideter bidms seser

(@)

= 3,57

L,

= Panjanc bidanc cess

(cm)

= 13,35

(22)

coNE

PENETRATTON TEST

(SONDIR)

(CAPACITY

5.oo

rON)

i=relidikan

tarah

untuk inJrastruktur tambang

batubara

weather

:

Cerah

:'irq \gurai

Kab.

Kutai

Barat Prov. Kalimantan

Timur

Date

:

02 Desember 2009

:'l

Testedby

:

Sri Raharjo

\.

₌

cx+410i7,

_{E =}_{399113,7& (Mengikuti kood.}

Bor)

M.A-T

.

-+

(kg/cm2),

fs

ftg/cm'),

ft (x

2*g/cm')

f,i

100.0

200.0 300,0 ,l{)0,0 500,0 600,0 700,0 800,0

$0,0

l.{X)0,0 1.100,0 1.200,0 1.3{F,0

'.J

'5

::

)'

3,

:

1

:.

iilr:i

l:i

| !i.:

):'

-)'.

)

't;'

li

.

,)

.l

'(

).:

:,

ti

)t:

;.

I

..t.i...-,.

'ti'

ii

,:lrr':

',1: til

I

'

._;

(

1,

';

i

t,

),

,li

i

J

lt

.1,

.1.

@

EJ

-.,--,.,.,---.-Cone Resistance,

kdcml

-Local

ftictiorr k/cm2

- -

-, -,

-

Total Frictio&

k/cm'

FR

(Friction

Ratio)

₌

fs/C. (%)

f.riction Ratio, %

PT. SWADAYA

TAIIUNGGAL

XARAA