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 Su 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 qc 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

method to another.

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

pile foundation can work properly same with the design.

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,

John Wiley & Sons, Canada.

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,

England

APPENDIX

coNE PENETRATTON TEST (SONDTR)

{CAPACTTY 5.00 TON)

i=r-elifikal tanah untut inftastrultur tambang batubam Weather : Cetahi: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

tj

)

lII

)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

nI

coNE PENETRATTON TEST (SONDTR)(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/"-1f,x20cm(kSlctrr)

4(kdcm')

FR(w Itediction

F;ll-.l-l-;f -,"

[- :i

[;L,[- *,

I-FtsNrlf-

.t

-r-

N

_!4!:W

_ 3,00

_ 3,00

_ t4c_ 5.00

s.!q5,00

0,00

_ tsq- 100

5,00

--,*{.00

r-ool

a,oo I

o0( 0,0c o00 0,00 0,m 0,0i 0,000,0( 0,m 0,00 0,00 0,m o0c o005,0t 2,OA 3,00 o13 267 2,6? 4,46t0c ZM 3,00 0,13 2,67 5,35 4,465,00 2,00 3,00 0,73 2,67 8,02 4,46

10m 5,00 t00 o33 6,69 74,77 6,6910,00 5,m t00 0,33 6,69 27,39 6,69 CIav10 00 5,m 5,00 0,33 6,69 28,08 6,6915,00 5,00 1O00 0,33 6,69 u,76 3,v1400 4,00 1000 0,27 5,35 40,\1. 2,6710,00 5,00 5,00 0,33 6,69 46,80 6,6910,00 t00 5,00 0,33 6,69 53,48 6,6910,00 5lm s00 0,33 6,69 @,77 6,69 Clau&00 4,00 4,00 0,27 t3s 65,52 6,698,00 4,N 4,N 0,27 5,35 70,87 6,69

12,m 4,OA 8,00 0,27 t3s 76,21 3,U Clav12,N 4,OO 8,00 o,a 5,35 81,56 3,U CIay10,00 5,00 5,00 0,33 6,69 88,25 6,69 Clau72,M 4,N &00 0,27 93;6 3,34 ClEu12,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 Claa12ffi 4,N 8,00 0,27 t09,64 3,U CIav10,00 5,00 500 0,33 6,69 '116,33 6,69 Clau10,00 5,00 5,00 0,33 6,69 723,01 6,69 Clav10,00 5,00 t00 0,33 6,69 729,74 6,69 Clay14,00 4,00 10,00 0,27 5,35 13504 2,67 Siltu Clav to clau14,00 4,N 10,00 0,27 5,35 L40,39 2,67 !!uaq:yL

9t"yClav

1000 5,00 5,m 0,33 6,69 747,08 6,6910,00 500 t00 o33 6,69 753,76 6,6910,00 5,00 5,00 0,33 6,69 1.60,45 6,69 CIna12,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 3,3418,00 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 CIav1.2,m 4,00 &00 n), 5,35 787,79 3,34 Clalr12,00 4,M 8,00 0,27 5,35 1.92,54 3,U Clal18,00 400 14,N 0,27 5,35 797,89 1.,97 Aaye! silt to Silty clty

Claaev silt la Si1tu cktu1&00 4,ffi 14,00 0,27 5,35 203,24 1,91

7,97

1,9'l

18,m

1&00

4,M4,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 clrr20,00 5,00 15,00 0,33 6,69 220,62 Clalev silt to Silfu clau20,00 100 1100 0,33 6,69 227,30 Clavev silt to Silh! clalt18,00 4,m 74,N 0,27 t35 232,65 1,9'I CIaUev silt to Siltu clau1&00 4,OA 14,00 027 5,35 x8,m 1.,97 ?"v"v !!! J9 :!tv 9Y1/

Jaueu sill to Silh! .ln18,00 4,N 14,m 0,n 5,35 243,35 1,91

Lampiran 3b2.1

Sandy SiIt to CkrW Silt

Sand

Sand

Sr",lS^"d

S".d

Sand. to Si|tu Sand

Sand to Siltu Sand

Sond to 9iltu Sand

Sa dto Siltu Sandgtnd to Siltu Sand

Lampiran 3b2.2

- - ::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€rlokala - =En :sdins ses€I

Ap = Lua-3 pmampdg pislonDr = uameter piston (crr) = 3'57& = Ltas penampang konusD" = 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

Lampiran 3b2.3

ilil

Lampiran 3b2.4

coNE PENETRATTON TEST (SONDTR)(CAPACITY s.00 TON)

Peayelidikan tanah untuk inftastruktur tambang batubara Weather : MendungSiluq 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::iir, I

-)

-,

i'' .!| : Liil

f.

l:l

\i'

i. !1.1

i:'.i! .

tI 'iii

il '.

./ ),

i.g'l ir,Jjl: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, %

PT. SWADAYA TAIIUIIGGAL KARSA

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.-1K*

(kdcu'1q.

ft/"-1f"

(kd"-1f"x20cm(tdcnr)

r,(kdcm')

FR(%',

Ptediction

rul 0,00 0,00 0,00 om 0,00 o00 0,00 0,00

o00MN 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 CIayq/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 !.qI@ 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

cky10,00 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 CWF 4,oo

F .po8,m 4,00 4,OO 0,27 5,35 x0t63 6,69 aoll9,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 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 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 Clayp 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 44q11,00

16,00 5,00 11,00 0,33 6,69 207,25 3,04 Silty C)ay to cby16,00 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

Larnpiran 3b3.1

c*(kg"-t)

T*(kg"or")

K*..,2,((g/cm ,

%ggcn?,

f"

&/c-1fsx20cm(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 clavT 1o"oo

I rooo- | looo

15,00 5,m 10,00 0,33 6,69 274,70 3,U15,00 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'0o20,00

l u,r*30,00l*

- 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 tlalTrSiIfu CIav to clav15,00 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,btCIay13,00 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,99N 55,00

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

flr9065,00

10,00 50,00 0,67 73,3' u2,57 7,34 Silfu Sarul to Sandv Silt10,00 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 SiltItr_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 SiltSilty 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:%l0,96li 3srn

ll * t$ol- -

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,U0,96

Sar y SiIL to Claley SiIt

Silry Sand to Sand.y SiltF

r

F,:

?1Q39,00

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,NTOtM

_l1w75,N75,N

9sg65,q80,00

45,00 5,00 40,00 0,33 9,6273,37

569,ffi582,97

0,9,1

1,3460,00 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

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! Safld85,00 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

Lampiran 3b3.2

ilm

Lampiran 3b3.3

- - :iE:a,an manometer untuk pembacaan

l- . --E'3an manometer lmtuk p€mbacaanr..s drar g€€er

t- =;es:T-d6ganC-* - =a,.Etan

konus

- = =d.i:E Ber lokalL = .n:E tadins geser

Ap = Luas p€nampang pistonDp = Diarnets piston (cmt = 3,574 = Luas penampang konusD. = Damerer konus (cn) = 3,57

4 = Luas selimut bdang geler

D" = Dim€ter bidmC g€€€r (cm) = 3,57L. = Panianc bidanc ceser (car) = 13,35

coNE PENETRATTON TEST (SONDIR)(CAPACTTY 5.00 TON)

Penyelidikan tanah untuk inftastrultur tambang batubara Weathet : MendungSiluq 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

Lampiran 3b3.4

coNE PENETRATION TEST (SONDIR)(CAPACTTY s.00 ToN)

a=re{ifikan tanah ulltul inftastruktut tambang batubatai.al \gurai Kab. Kutai Barat, prov. Kalimantan Timuril\. = 9%1470,379. E = 3991117& (MeRgikuti kood. Bor)

WeatherDate

Tested byM.A,T

Cerah

02 Desember 2009

Sri Rallaijo

ga!

Lampiran 3b4.1

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 SiltSafld to Silty Safld

Sand to Sandu Silt

Sand to Silty Slnd

san!]o sltry :yL4Sand to Si|tu Sand

Sand to SiItu Sdfl.l

SiIIy Sand. Io Sandy SiIt

Silt! Sand Io Sandy SiltSilty Sand lo Sandy SiltSond lo Siltu Sand

Lampiran 3b4.2

--:lr.s

:-ts---.-.m

r:5.m:l-j.m

_- - :=?-_ Eunometer untul p€mba.aanr=r=

-- g€.€r

ll,,- , ;cs::, lagan C"

!l - :=*=:E kmus

- ' -4-a F.erlokal

f , .rq: :erding geser

Tr = Geserai totalAp = Luas penampang pistonD' = Diameter piston (cm) = 3,574 = Luas penampaag konusD. = Dimeter konu (cn) = 3,57

A, = Luas3€limut bdanC ges€r

D. = Dideter bidms seser (@) = 3,57L, = Panjanc bidanc cess (cm) = 13,35

Lampiran 3b4.3

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')

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ftictiorr k/cm2- - -, -, - Total Frictio& k/cm'

FR (Friction Ratio) = fs/C. (%)

f.riction Ratio, %

PT. SWADAYA TAIIUNGGAL XARAA

Lampiran 3M.4