CONCLUSIONS AND RECOMMENDATIONS ANALYSIS OF AXIALLY LOADED SINGEL FILE.
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
i:rq \guai
tanah untut inftastrultur tambang
Kab. Kutai Barat Prov. Kalimantan
:-'.
= 961247,019; E = 398862109 (Mengikuti kood.
q
Lt
batubam
Timur
Weather
Date
T6ted by
M.A.T
Bor)
(r 2l(g/cm')
1m,0 200,0 3{n,0 /o0,0 500,0 6l}0,0 700,0 800,0 9{m,0
: Cetah
: 23 Desember
2009
: Sri Raharjo
:-
fkg/cm2), fs ftg/cm!), ft
1.000,0 1.t00,0 La)0,0 1.300,0
j
t
)
l
I
I
)
l
2
{
)
7
{
)
.:.,
Cone Resistancg
,----
-Ia.al
_
kg/cm'
Friction, kg/cm2
_ Total Friction, kg/cm,
1
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
Ngurai, Kab. Kutai BaraL Prov. Kalimantan Timur
::rq
li
Doru
=
n*-r,rrr, u =3ee028,468 (Mensikuti kood. Bor)
c*^
r
T*
(kdc^')
fdcrr')
_!4
_
_
_
_
_
-
--,*
l-
l-;
f
q.
1 (kglcm\
f"
(t/"-1
:
:
11 Desember 2009
ffi:f "
;
l" "*"n.
f,x20cm
4
(kSlctrr)
(kdcm')
Mendung
FR
0,0c
o00
0,00
!:W
0,0(
0,m
0,00
0,00
0,m
0,m
o0c
o00
3,00
5,0t
2,OA
3,00
o13
267
2,6?
4,46
0,0i
Itediction
(w
o0(
0,00
3,00
t0c
ZM
3,00
0,13
2,67
5,35
4,46
t4c
5,00
2,00
3,00
0,73
2,67
8,02
4,46
t00
t00
o33
6,69
74,77
6,69
0,33
6,69
27,39
6,69 CIav
6,69
5.00
10m
5,00
s.!q
10,00
5,00
10 00
5,m
5,m
5,00
0,33
6,69
28,08
0,00
15,00
5,00
1O00
0,33
6,69
u,76
tsq
3,v
1400
4,00
1000
0,27
5,35
40,\1.
2,67
100
10,00
5,00
5,00
0,33
6,69
46,80
6,69
5,00
10,00
5,00
0,33
6,69
53,48
6,69
10,00
t00
5lm
s00
0,33
6,69
@,77
6,69 Clau
{.00
&00
4,00
4,00
0,27
t3s
65,52
6,69
r-ool
8,00
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
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
12,00
4,00
&00
0,27
5,35
7oJ,29
12ffi
4,N
8,00
0,27
t09,64
3,U
10,00
5,00
500
0,33
6,69
'116,33
6,69 Clau
6,69 Clav
a,oo
F;
ll-.
K*
(W.
Weather
Date
I
3,34
Clav
CIw
3,14 Claa
CIav
-,"
10,00
5,00
5,00
0,33
6,69
723,01
[- :i
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
[;
L,
[I-
*,
F
ts
Nrl
14,00
4,N
10,00
0,27
5,35
L40,39
2,67
1000
5,00
5,m
0,33
6,69
747,08
!!uaq:yL
6,69
10,00
500
t00
o33
9t"y
6,69
753,76
6,69 Clav
10,00
5,00
5,00
0,33
6,69
1.60,45
6,69 CIna
12,N
12,M
4,N
&m
0,27
165,80
3,U Cloy
4,ffi
4,ffi
4,ffi
t3s
8,m
5,35
17't,75
3,34
18,00
f-
12,00
.t
-r
-
N
9!w
-
74,ffi
o )'7
5,35
176,49
1,91. Claveu
8,00
0,27
135
181,84
3,U CIav
sill to SiItu
cl,1u
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
1&00
4,ffi
14,00
0,27
5,35
203,24
1,91 Claaev silt la Si1tu cktu
5,35
208,58
0,27
5,35
213,93
7,97 Clayey silt Io Silty cla.y
1,9'l Claueu silt to Siltu clrr
Clalev silt to Silfu clau
Clavev silt to Silh! clalt
1,9'I CIaUev silt to Siltu clau
18,m
4,M
L4,0O
1&00
4,N
74,ffi
-
Aaye! silt to Silty clty
20,00
5,00
15,00
0,33
6,69
220,62
20,00
1100
0,33
6,69
227,30
18,00
100
4,m
74,N
0,27
t35
232,65
1&00
4,OA
14,00
027
5,35
x8,m
1.,97
18,00
4,N
14,m
0,n
243,35
?"v"v !!! J9 :!tv
5,35
1,91
Jaueu sill to Silh! .ln
9Y1/
Lampiran 3b2.1
Sandy SiIt to
CkrW Silt
Sand
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 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€rlokal
a=En :sdins ses€I
Ap
= Lua-3
Dr
= uameter piston
&
= Ltas penampang konus
D"
=
{
= Luas s€limut
D,
= Dameter bidans seser
L:
pmampdg pislon
Die€ter konus
(crr)
(cm)
ttdang
Pdtancbidarc
ceser
= 3'57
= 3,57
ges€r
(cm)
(cm)
= 3,57
:13,35
Lampiran 3b2.3
coNE PENETRATTON TEST (SONDTR)
(CAPACITY s.00 TON)
Peayelidikan tanah untuk inftastruktur tambang batubara
Siluq Ngurai, Kab. Kutai Barag P!ov. Kalimantan Timur
!2
\ = 9964M8,778; E = 399028,468 (Mengikuti
kood.
Bor)
Weather
Date
:
Te$tedby
: Sri Ralarjo
: Mendung
11 Des€mber 2(XB
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
:i::ii
iii
r,
i''
.!|
-)
I -,
:
L
iil
f.
l:l
\i'
i:
i.
!1.1
'.i!
t
I
.
./
o
'iii
),
il '.
i.g'l ir
'\'
,
,J
jl:ii
t
I
i'
iii,
t:
:ij:
--.-.,-.---.-
-Local
t1
Cone Resistance, k/cm'
Friction, k/cm'
Tot I Friction- kql.m'
FR (Friction Ratio) = fs/q. (%)
Friction Ratio, %
PT. SWADAYA TAIIUIIGGAL KARSA
Lampiran 3b2.4
ilil
CONE PENETRATION TEST (SONDIR)
(CAPACTTY s.00 TON)
: Penyelidikan tanah untuk infrastrultur tambang batubara
Nguni Kab. Kutai Barat, Prov. Kalimantar Timur
: Sfluq
:3
: \ = 99(4388,477;
tr! *?,,
Bor)
E = 399084206 (Mengikuti kood.
T*
K*
(td.-1
(kdcu'1
ft/"-1
q.
f"
f"x20cm
(kd"-1 (tdcnr)
Weather
Date
Testedby
M.A-T
r,
FR
(kdcm')
(%',
: Mendung
: 14 Desemb€r 2009
: Sd Ralurjo
.-
Ptediction
rul
0,00
0,00
0,00
om
0,00
o00
0,00
MN
0,00
0,00
0,00
0,00
0,00
0,00
o00
3,00
5,00
o00
2,m
3m
0,13
2,67
4,46 Clay
3,00
5,00
2,On
3,m
0.13
267
267
3,00
t00
2,OA
3,00
0,13
0u
4,m
7,ffi
o,2a
4,07
72,93
5,01
@
7,N
3,m
3,m
4,OA
4,ffi
0,24
4,07
76,04
5,m CIay
q/gr
4,N
4,N
7,00
3,00
400
o,2a
4,07
20,M
t01
@1
3,00
6,00
3,00
3,00
o,2a
4,07
24,O7
6,69 Agaflic
!!
3,00
6,00
3,00
3,00
0,24
4,07
,08
6,69 Orgaflic nolerial
6,69 Orgoflic tfiaterial
M
ryr
m
F
I@
0,00
5,35
4,46 Clay
8,V2
4,46 Clay
CIay
CIov
fiuteial
!.q
o00
3,00
3,00
0,24
4,07
32,8
3,oo
6,OO
3,00
3,00
o,2a
4,01.
x,10
6,69 Organic malerial
400
400
8,00
4,N
4,m
0,27
5,35
41,45
6,69 CIaf
8,00
4,ffi
4,00
0,27
5,35
46,84
6,69 Clo!
n
4,n
7,M
300
4,OO
o,2a
4,07
50,81
5,01 CIa!
4,ffi
7,ffi
3,00
4,N
0,24
4,0r
,4;82
l@r
4,00
7,N
3,00
4,OO
0,20
4,07
58,83
t01 CIoy
t01 aay
5,00
10,00
5,m
5,00
0,33
6,69
65,52
6,69
5,oo
10;00
5;00
5;oo
0,33
6,69
5,oo
10,00
5,00
5,00
0,33
6,69
78,89
6,69
4,00
&00
4,00
4,N
0,27
t3s
t35
u,24
6,69 Cloy
5,35
,93
B
ryl
D
)lr
l:t
F
F b
Clay
6,69 Clay
cky
aay
4,00
&00
4,00
4,00
4,m
8,m
4,00
4,00
0,27
4,N
8,00
4,N
4,ffi
0,27
5,35
100,28
6,69
4,oo
8,m
4,00
4,OO
0,27
5,35
6,69
.po
x0t63
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
lry
5,00
10,00
tm
0,33
6,69
723,07
6,69 CIaf
5,m
5,m
10,00
5m
5m
5m
0,33
6,69
1.29,70
6,69 Cloy
5,m
5,m
5,m
5,00
0,33
6,69
736,38
6,69 Cloy
l$
t?
F
F
I
F
l@
lryj
lp
lp
F
F
p
t
I
E
lry
F
F,
10,00
5,00
1O00
5,00
1000
4,00
&00
4,00
&m
4,ffi
4,ffi
4,00
9,00
5,00
89,58
6,69
6,69 Clay
CW
5,00
0,33
6,69
743,O7
6,69 CIay
5,00
0,33
6,69
149,75
6,69 CIoy
6,69 CIa!
4,00
o,a
5,35
15110
4,ffi
4,N
0,27
535
7@,45
6,69 Cl"y
033
6,69
767,73
8,36 Organic nuterial
6,69 Clay
5,00
10,00
500
6,69
773,82
10,00
0,33
6,69
180,51
6,69
10,00
15,00
500
5,m
t00
t00
o33
500
10,00
0,33
6,69
187,-19
10,00
I5,00
1100
5,00
r
0,00
0,33
6,69
7
3,U Silty Cla!
3,U Silty CIt!
5,00
10,00
0,33
6,69
2ffi,56
3,34
16,00
5,00
11,00
0,33
6,69
207,25
3,04 Silty C)ay to cby
3,M Siltu CIav to clav
Clatw silt to Silfu clau
1o,m
44q
,88
11,00
16,00
5,00
11,00
0,33
6,69
213,93
13,00
1&00
5,00
13,00
033
o33
033
6,69
220,62
6,69
27,30
13,00
18;m
5,00
13;00
13,00
18,m
5,00
13,00
6,8
Clay
to
to
cla!
cky
Silty Clay to clay
CLryev silt to Siltv clau
2,57 Clauev silt to Silfu cl6u
Larnpiran 3b3.1
ltill
c*
(kg"-t)
-
|
K*
%
..,2,
((g/cm , ggcn?,
f"
fsx20cm
F,
FR
&/c-1
(kdc-')
(k/cql')
(%',
Prediction
18,00
t00
15,00
20,00
5,00
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
C\ftle! silt ta Silty cla!
18,00
5,00
13,m
0,33
6,69
267,42
1o"oo
15,00
10,00
0,33
6,69
274,70
13,00
T
I
T*
(kg"or")
13,00
15,m
0,33
0,33
6,69
240,67
Claveu silt to Siltv clav
6,69
247,36
Clayey silt to Silty clay
Claye! silt to SiLty clay
3,U Silht CI1lv to clav
3,U Siltu Clav Io cbv
rooo
15,00
5,m
5,m
10,m
0,t3
6,69
?30,79
looo
15,00
5,00
10,m
0,33
6,69
287,47
3,34 Silty Clay to clay
10,00
1100
5,00
10,m
o33
6,69
?94,L6
3,34 Silty Clsf la cllr!
10,00
15,00
5,00
10,m
0,33
6,69
300 84
3,U sillv 9t!y tlalTr
11,00
15,00
5,00
11,m
0,33
6,69
307,53
3,M SiIfu CIav to clav
16,00
5,00
1tm
0,33
6,69
374,2r
3,4 sjlg9lglz,bt
13,00
5,00
&m
0,33
6,69
320,90
4,78 CIay
13,00
5,m
6,69
327,58
4,18 CIa!
6,00
8,m
8,m
0,33
14,00
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
13,00
5,00
8,00
o33
6,69
355,C6
Clay
15,00
20,00
t00
15,00
0,33
6,69
362,35
4,t8 Clay
2,% Claveu silt to Siltv
ri,ry
20,00
5,m
1100
0,33
6,69
369,03
J71
]o'0o
25,00
5,00
20,0n
0,33
6,69
375,72
20,00
25,00
5,00
20,n
0,33
6,69
382,44
35,00
5,ffi
30,00
0,33
6,69
389,09
1,1'l Silty Sand to Sandy Sill
30,00
35,00
5,00
30,00
0,33
6,69
395,78
1,11
s,ffi
50,00
t00
45,00
0,3!
6,69
402,46
Silt
074 Silty Safld to Sandtl Silt
50,00
60,00
10,00
50,00
0,67
13,37
415,83
1,U Sil\l
50.00
60,00
10,00
50,00
0,67
73,37
429,24
1,34 Siltu SMd to Sandu
10,00
flr90
10,00
50,00
0,67
73,3'
u2,57
7,34 Silfu Sarul to Sandv Silt
65,00
10,00
55,00
o,67
't3,37
455,94
1,?2
Sil\t
65,00
10,00
55,00
0,67
1.3,37
469,31
1,22
Silty Sand Io Sa
It
35,00
t00
30,00
0,33
6,69
476,N
7,77 Silty Sand to Sandy Silt
35,00
5,00
3000
0,-13
6,69
182,69
r
35,00
5,00
30,00
0,33
6,69
489,37
40,00
5,00
35,00
0,33
5,69
496,0;6
'
l
l*
|
-'
-
u,r*
1s,99
55,00
N
r_
t;
li
ll *
l[ ",
-
clw
cla!
1,67 Sandu Silt to Claveu Silt
1,67 Sandy Silt to CWe! Silt
Clayey silt to Silty
Silt! Sa dto
Safldy
Safl.l to So dy Silt
Silt
Sand to Sandy Silt
!1y
SilI
40,00
5,00
35,00
0,33
6,69
502,74
3srn
40,00
35,00
0,33
6,69
5@,43
t$o
30,00
25,M
516,11
1,34
30,m
25,00
o33
o33
6b9
zsm
t00
too
t00
1,1t 9ilt1l gt d to Sandy SiIt
7,11. Si ty Sald to Sandy Silt
0,96 Silty Sand to Sa dy Silt
9:%l Silty Sanrl to Sm.dy Silt
0,96 Sil4l Sand to Safldy Silt
6,69
522,80
25;,oo
30,00
5,00
25,00
0,33
6,69
529,48
7,U Sandy Sih to Clale! SiIt
7,U Sar y SiIL to Claley SiIt
5,00
3tm
0,33
6,69
Safld! Silt tu Aayey SiIt
536,17
0,96 Silry Sand to Sand.y Silt
F
?1Q
40,00
39,00
40,00
5,00
35,00
0,33
6,69
542,85
0,96 Siltu Sa d to Sandv SiIt
r
35,00
40,00
5,00
35,00
0,33
6,69
549,54
0,96 SiU! Sand to Sandy Silt
35100
40,00
5,00
3tr[
0,33
6,69
,16,22
0,96 SiIt! Sand to Sandy Sih
40,00
45,00
t00
40,00
0,33
6,69
562,91
0,84
si.ttlt.
45,00
5,00
40,00
0,33
9,62
569,ffi
0,9,1
Silty Saud to Sandy SilI
60,00
10 00
50,00
0,67
73,37
582,97
1,34 Silty Sand to Saidy Silt
60,00
1000
50,00
0,67
-13,37
596,U
1,U Siltv
55,q
65,00
10 00
55,00
0,67
55,ry
65,00
10,m
73,37
623,08
80,00
r0,m
5100
70,M
0,67
70,N
0,67
13,37
616,45
F,:
-
't3,37
@9,7L
9En-!
Jo.t!!q
Sand to Sandv
SiItV Sand ta Sdndy SilI
o,96 Sand Ia Sillv Sand
Siltf Sand
Silt! Sand
80,00
10,00
70,00
0,67
13,37
649,82
0,96 Snnd
10,m
75,ffi
0,67
66.3,19
0,89 Sand to
75,N
75,N
85,00
10,00
75,00
0,67
73,37
'\3,37
06s6
0,89 Sand to Silty
Sa11d
85,00
1000
75,U'
0,67
13,37
689,93
0,89 Sand lo
Silt!
Safld
9sg
75,M
10,00
6100
0,67
13,37
703,30
1,03 Sand to Silty Sontl
65,q
75,04
10,00
65,00
0,67
13,37
716,67
1,03 Sand to Siltu Sand
80,00
q),00
10,00
0,67
73,37
730,04
084 Sand
_l1w
80,00
Sill
Siltv SE d to Sandv Sil!
85,00
TOtM
t:tt
1.,
to
Silry Snnd
Lampiran 3b3.2
_
- - :iE:a,an manometer untuk pembacaan
l- . --E'3an manometer lmtuk p€mbacaan
r..s drar g€€er
t- =;es:T-d6ganCkonus
* =a,.Etan
- = =d.i:E Ber lokal
L = .n:E tadins geser
Ap
Dp
4
D.
= Luas p€nampang piston
= Diarnets piston (cmt
= Luas penampang konus
= Damerer konus
(cn)
= 3,57
= 3,57
4
= Luas selimut bdang geler
D"
= Dim€ter bidmC g€€€r
= 3,57
L.
= Panianc bidanc ceser
= 13,35
(cm)
(car)
Lampiran 3b3.3
ilm
coNE PENETRATTON TEST (SONDIR)
(CAPACTTY 5.00 TON)
Penyelidikan tanah untuk inftastrultur tambang
Siluq Ngurai Kab. Kutai Barat, Prov. Kalimantan
-\ = 99388,471;
q
i
E = 399084,206
(kg/cm2), fs
0
batubara
Timur
(Mengikuti kood.
Weathet
Date
Tested by
Bor)
: Mendung
:
14 Desemb€r 2009
: Sri Raharjo
M.A-T
(x 2 kg/cml)
ftg/cmi),t
100,0 200,0 300,0 ,100,0 a)0,0
1.000,0 1.100.0 t.200.0 t.300.0
600,0
,J
I'
I
|'1'
'i,
I til
,:,1
':::
l,'
'lt
,
'J
,j.
ia,
:l
i\
.ir
i
!ir
i',,::'.:
-j'r'
:
(:,
l
--
.
-.-
..- ., Cone Resistance,
kg/cm2
FR (Friction Ratio) = fs/qc (%)
Fridion, kglcm'?
Total Fri.tion- ksl.m'
-Local
Friction Ratio %
PT. EWADAYA TAIIUIIGGAL XARAA
Lampiran 3b3.4
coNE PENETRATION TEST (SONDIR)
(CAPACTTY s.00 ToN)
a=re{ifikan
tanah
ulltul inftastruktut
tambang batubata
i.al \gurai Kab. Kutai Barat, prov. Kalimantan
il
\.
Timur
= 9%1470,379. E = 3991117& (MeRgikuti kood. Bor)
Weather
Date
02 Desember 2009
Tested by
Sri Rallaijo
Cerah
M.A,T
ga!
Lampiran 3b4.1
0,33
0,33
43189
Sand to Sandu Silt
Silty Safld lo S6ndy S;lt
Silt!
469,31
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
Silt!
Sand Io Sandy
Sandy SiIt
Silt
Silty Sand lo Sandy Silt
Sond lo Siltu Sand
Lampiran 3b4.2
fll
--:lr.s
:-ts
---.-.m
r:5.m
:l-j.m
_- - :=?-_
r=r=
ll,,-
Eunometer untul p€mba.aan
g€.€r
, ;cs::,-- lagan
!l - :=*=:E
C"
kmus
- ' -4-a
F.erlokal
f , .rq: :erding geser
Tr
= Geserai total
Ap
= Luas penampang piston
D'
4
= Luas penampaag konus
D.
=
= Diameter piston
Dimeter konu
(cm)
(cn)
A, = Luas3€limut bdanC
D. = Dideter
L,
bidms
= 3,57
= 3,57
ges€r
(@)
(cm)
seser
= Panjanc bidanc cess
= 3,57
= 13,35
Lampiran 3b4.3
coNE PENETRATTON TEST (SONDIR)
(CAPACITY 5.oo rON)
weather
i=relidikan tarah untuk inJrastruktur tambang batubara
Date
:'irq \gurai Kab. Kutai Barat Prov. Kalimantan Timur
Testedby
:'l
\. = cx+410i7, E = 399113,7& (Mengikuti kood. Bor)
M.A-T
: Cerah
: 02 Desember
: Sri Raharjo
.-
2009
(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
)'
3,
::
iilr:i ):'
:
1
:.
l:i
|
!i.:
)'.
)
'.J
'5
't;'
.
.l
,)
li
).:
:,
'(
ti
;. I
)t:
'ti' ii
,:lrr':
@
..t.i...-,.
',1: til
I
(
'
EJ
1,
._;
t,
),
';
,li
i
i
J
lt
.1,
.1.
-.,--,.,.,---.-Cone
--
-, -,
-Local
kdcml
ftictiorr k/cm2
Resistance,
- Total Frictio&
FR (Friction Ratio) = fs/C. (%)
f.riction Ratio, %
k/cm'
PT. SWADAYA TAIIUNGGAL XARAA
Lampiran 3M.4
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
i:rq \guai
tanah untut inftastrultur tambang
Kab. Kutai Barat Prov. Kalimantan
:-'.
= 961247,019; E = 398862109 (Mengikuti kood.
q
Lt
batubam
Timur
Weather
Date
T6ted by
M.A.T
Bor)
(r 2l(g/cm')
1m,0 200,0 3{n,0 /o0,0 500,0 6l}0,0 700,0 800,0 9{m,0
: Cetah
: 23 Desember
2009
: Sri Raharjo
:-
fkg/cm2), fs ftg/cm!), ft
1.000,0 1.t00,0 La)0,0 1.300,0
j
t
)
l
I
I
)
l
2
{
)
7
{
)
.:.,
Cone Resistancg
,----
-Ia.al
_
kg/cm'
Friction, kg/cm2
_ Total Friction, kg/cm,
1
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
Ngurai, Kab. Kutai BaraL Prov. Kalimantan Timur
::rq
li
Doru
=
n*-r,rrr, u =3ee028,468 (Mensikuti kood. Bor)
c*^
r
T*
(kdc^')
fdcrr')
_!4
_
_
_
_
_
-
--,*
l-
l-;
f
q.
1 (kglcm\
f"
(t/"-1
:
:
11 Desember 2009
ffi:f "
;
l" "*"n.
f,x20cm
4
(kSlctrr)
(kdcm')
Mendung
FR
0,0c
o00
0,00
!:W
0,0(
0,m
0,00
0,00
0,m
0,m
o0c
o00
3,00
5,0t
2,OA
3,00
o13
267
2,6?
4,46
0,0i
Itediction
(w
o0(
0,00
3,00
t0c
ZM
3,00
0,13
2,67
5,35
4,46
t4c
5,00
2,00
3,00
0,73
2,67
8,02
4,46
t00
t00
o33
6,69
74,77
6,69
0,33
6,69
27,39
6,69 CIav
6,69
5.00
10m
5,00
s.!q
10,00
5,00
10 00
5,m
5,m
5,00
0,33
6,69
28,08
0,00
15,00
5,00
1O00
0,33
6,69
u,76
tsq
3,v
1400
4,00
1000
0,27
5,35
40,\1.
2,67
100
10,00
5,00
5,00
0,33
6,69
46,80
6,69
5,00
10,00
5,00
0,33
6,69
53,48
6,69
10,00
t00
5lm
s00
0,33
6,69
@,77
6,69 Clau
{.00
&00
4,00
4,00
0,27
t3s
65,52
6,69
r-ool
8,00
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
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
12,00
4,00
&00
0,27
5,35
7oJ,29
12ffi
4,N
8,00
0,27
t09,64
3,U
10,00
5,00
500
0,33
6,69
'116,33
6,69 Clau
6,69 Clav
a,oo
F;
ll-.
K*
(W.
Weather
Date
I
3,34
Clav
CIw
3,14 Claa
CIav
-,"
10,00
5,00
5,00
0,33
6,69
723,01
[- :i
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
[;
L,
[I-
*,
F
ts
Nrl
14,00
4,N
10,00
0,27
5,35
L40,39
2,67
1000
5,00
5,m
0,33
6,69
747,08
!!uaq:yL
6,69
10,00
500
t00
o33
9t"y
6,69
753,76
6,69 Clav
10,00
5,00
5,00
0,33
6,69
1.60,45
6,69 CIna
12,N
12,M
4,N
&m
0,27
165,80
3,U Cloy
4,ffi
4,ffi
4,ffi
t3s
8,m
5,35
17't,75
3,34
18,00
f-
12,00
.t
-r
-
N
9!w
-
74,ffi
o )'7
5,35
176,49
1,91. Claveu
8,00
0,27
135
181,84
3,U CIav
sill to SiItu
cl,1u
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
1&00
4,ffi
14,00
0,27
5,35
203,24
1,91 Claaev silt la Si1tu cktu
5,35
208,58
0,27
5,35
213,93
7,97 Clayey silt Io Silty cla.y
1,9'l Claueu silt to Siltu clrr
Clalev silt to Silfu clau
Clavev silt to Silh! clalt
1,9'I CIaUev silt to Siltu clau
18,m
4,M
L4,0O
1&00
4,N
74,ffi
-
Aaye! silt to Silty clty
20,00
5,00
15,00
0,33
6,69
220,62
20,00
1100
0,33
6,69
227,30
18,00
100
4,m
74,N
0,27
t35
232,65
1&00
4,OA
14,00
027
5,35
x8,m
1.,97
18,00
4,N
14,m
0,n
243,35
?"v"v !!! J9 :!tv
5,35
1,91
Jaueu sill to Silh! .ln
9Y1/
Lampiran 3b2.1
Sandy SiIt to
CkrW Silt
Sand
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 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€rlokal
a=En :sdins ses€I
Ap
= Lua-3
Dr
= uameter piston
&
= Ltas penampang konus
D"
=
{
= Luas s€limut
D,
= Dameter bidans seser
L:
pmampdg pislon
Die€ter konus
(crr)
(cm)
ttdang
Pdtancbidarc
ceser
= 3'57
= 3,57
ges€r
(cm)
(cm)
= 3,57
:13,35
Lampiran 3b2.3
coNE PENETRATTON TEST (SONDTR)
(CAPACITY s.00 TON)
Peayelidikan tanah untuk inftastruktur tambang batubara
Siluq Ngurai, Kab. Kutai Barag P!ov. Kalimantan Timur
!2
\ = 9964M8,778; E = 399028,468 (Mengikuti
kood.
Bor)
Weather
Date
:
Te$tedby
: Sri Ralarjo
: Mendung
11 Des€mber 2(XB
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
:i::ii
iii
r,
i''
.!|
-)
I -,
:
L
iil
f.
l:l
\i'
i:
i.
!1.1
'.i!
t
I
.
./
o
'iii
),
il '.
i.g'l ir
'\'
,
,J
jl:ii
t
I
i'
iii,
t:
:ij:
--.-.,-.---.-
-Local
t1
Cone Resistance, k/cm'
Friction, k/cm'
Tot I Friction- kql.m'
FR (Friction Ratio) = fs/q. (%)
Friction Ratio, %
PT. SWADAYA TAIIUIIGGAL KARSA
Lampiran 3b2.4
ilil
CONE PENETRATION TEST (SONDIR)
(CAPACTTY s.00 TON)
: Penyelidikan tanah untuk infrastrultur tambang batubara
Nguni Kab. Kutai Barat, Prov. Kalimantar Timur
: Sfluq
:3
: \ = 99(4388,477;
tr! *?,,
Bor)
E = 399084206 (Mengikuti kood.
T*
K*
(td.-1
(kdcu'1
ft/"-1
q.
f"
f"x20cm
(kd"-1 (tdcnr)
Weather
Date
Testedby
M.A-T
r,
FR
(kdcm')
(%',
: Mendung
: 14 Desemb€r 2009
: Sd Ralurjo
.-
Ptediction
rul
0,00
0,00
0,00
om
0,00
o00
0,00
MN
0,00
0,00
0,00
0,00
0,00
0,00
o00
3,00
5,00
o00
2,m
3m
0,13
2,67
4,46 Clay
3,00
5,00
2,On
3,m
0.13
267
267
3,00
t00
2,OA
3,00
0,13
0u
4,m
7,ffi
o,2a
4,07
72,93
5,01
@
7,N
3,m
3,m
4,OA
4,ffi
0,24
4,07
76,04
5,m CIay
q/gr
4,N
4,N
7,00
3,00
400
o,2a
4,07
20,M
t01
@1
3,00
6,00
3,00
3,00
o,2a
4,07
24,O7
6,69 Agaflic
!!
3,00
6,00
3,00
3,00
0,24
4,07
,08
6,69 Orgaflic nolerial
6,69 Orgoflic tfiaterial
M
ryr
m
F
I@
0,00
5,35
4,46 Clay
8,V2
4,46 Clay
CIay
CIov
fiuteial
!.q
o00
3,00
3,00
0,24
4,07
32,8
3,oo
6,OO
3,00
3,00
o,2a
4,01.
x,10
6,69 Organic malerial
400
400
8,00
4,N
4,m
0,27
5,35
41,45
6,69 CIaf
8,00
4,ffi
4,00
0,27
5,35
46,84
6,69 Clo!
n
4,n
7,M
300
4,OO
o,2a
4,07
50,81
5,01 CIa!
4,ffi
7,ffi
3,00
4,N
0,24
4,0r
,4;82
l@r
4,00
7,N
3,00
4,OO
0,20
4,07
58,83
t01 CIoy
t01 aay
5,00
10,00
5,m
5,00
0,33
6,69
65,52
6,69
5,oo
10;00
5;00
5;oo
0,33
6,69
5,oo
10,00
5,00
5,00
0,33
6,69
78,89
6,69
4,00
&00
4,00
4,N
0,27
t3s
t35
u,24
6,69 Cloy
5,35
,93
B
ryl
D
)lr
l:t
F
F b
Clay
6,69 Clay
cky
aay
4,00
&00
4,00
4,00
4,m
8,m
4,00
4,00
0,27
4,N
8,00
4,N
4,ffi
0,27
5,35
100,28
6,69
4,oo
8,m
4,00
4,OO
0,27
5,35
6,69
.po
x0t63
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
lry
5,00
10,00
tm
0,33
6,69
723,07
6,69 CIaf
5,m
5,m
10,00
5m
5m
5m
0,33
6,69
1.29,70
6,69 Cloy
5,m
5,m
5,m
5,00
0,33
6,69
736,38
6,69 Cloy
l$
t?
F
F
I
F
l@
lryj
lp
lp
F
F
p
t
I
E
lry
F
F,
10,00
5,00
1O00
5,00
1000
4,00
&00
4,00
&m
4,ffi
4,ffi
4,00
9,00
5,00
89,58
6,69
6,69 Clay
CW
5,00
0,33
6,69
743,O7
6,69 CIay
5,00
0,33
6,69
149,75
6,69 CIoy
6,69 CIa!
4,00
o,a
5,35
15110
4,ffi
4,N
0,27
535
7@,45
6,69 Cl"y
033
6,69
767,73
8,36 Organic nuterial
6,69 Clay
5,00
10,00
500
6,69
773,82
10,00
0,33
6,69
180,51
6,69
10,00
15,00
500
5,m
t00
t00
o33
500
10,00
0,33
6,69
187,-19
10,00
I5,00
1100
5,00
r
0,00
0,33
6,69
7
3,U Silty Cla!
3,U Silty CIt!
5,00
10,00
0,33
6,69
2ffi,56
3,34
16,00
5,00
11,00
0,33
6,69
207,25
3,04 Silty C)ay to cby
3,M Siltu CIav to clav
Clatw silt to Silfu clau
1o,m
44q
,88
11,00
16,00
5,00
11,00
0,33
6,69
213,93
13,00
1&00
5,00
13,00
033
o33
033
6,69
220,62
6,69
27,30
13,00
18;m
5,00
13;00
13,00
18,m
5,00
13,00
6,8
Clay
to
to
cla!
cky
Silty Clay to clay
CLryev silt to Siltv clau
2,57 Clauev silt to Silfu cl6u
Larnpiran 3b3.1
ltill
c*
(kg"-t)
-
|
K*
%
..,2,
((g/cm , ggcn?,
f"
fsx20cm
F,
FR
&/c-1
(kdc-')
(k/cql')
(%',
Prediction
18,00
t00
15,00
20,00
5,00
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
C\ftle! silt ta Silty cla!
18,00
5,00
13,m
0,33
6,69
267,42
1o"oo
15,00
10,00
0,33
6,69
274,70
13,00
T
I
T*
(kg"or")
13,00
15,m
0,33
0,33
6,69
240,67
Claveu silt to Siltv clav
6,69
247,36
Clayey silt to Silty clay
Claye! silt to SiLty clay
3,U Silht CI1lv to clav
3,U Siltu Clav Io cbv
rooo
15,00
5,m
5,m
10,m
0,t3
6,69
?30,79
looo
15,00
5,00
10,m
0,33
6,69
287,47
3,34 Silty Clay to clay
10,00
1100
5,00
10,m
o33
6,69
?94,L6
3,34 Silty Clsf la cllr!
10,00
15,00
5,00
10,m
0,33
6,69
300 84
3,U sillv 9t!y tlalTr
11,00
15,00
5,00
11,m
0,33
6,69
307,53
3,M SiIfu CIav to clav
16,00
5,00
1tm
0,33
6,69
374,2r
3,4 sjlg9lglz,bt
13,00
5,00
&m
0,33
6,69
320,90
4,78 CIay
13,00
5,m
6,69
327,58
4,18 CIa!
6,00
8,m
8,m
0,33
14,00
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
13,00
5,00
8,00
o33
6,69
355,C6
Clay
15,00
20,00
t00
15,00
0,33
6,69
362,35
4,t8 Clay
2,% Claveu silt to Siltv
ri,ry
20,00
5,m
1100
0,33
6,69
369,03
J71
]o'0o
25,00
5,00
20,0n
0,33
6,69
375,72
20,00
25,00
5,00
20,n
0,33
6,69
382,44
35,00
5,ffi
30,00
0,33
6,69
389,09
1,1'l Silty Sand to Sandy Sill
30,00
35,00
5,00
30,00
0,33
6,69
395,78
1,11
s,ffi
50,00
t00
45,00
0,3!
6,69
402,46
Silt
074 Silty Safld to Sandtl Silt
50,00
60,00
10,00
50,00
0,67
13,37
415,83
1,U Sil\l
50.00
60,00
10,00
50,00
0,67
73,37
429,24
1,34 Siltu SMd to Sandu
10,00
flr90
10,00
50,00
0,67
73,3'
u2,57
7,34 Silfu Sarul to Sandv Silt
65,00
10,00
55,00
o,67
't3,37
455,94
1,?2
Sil\t
65,00
10,00
55,00
0,67
1.3,37
469,31
1,22
Silty Sand Io Sa
It
35,00
t00
30,00
0,33
6,69
476,N
7,77 Silty Sand to Sandy Silt
35,00
5,00
3000
0,-13
6,69
182,69
r
35,00
5,00
30,00
0,33
6,69
489,37
40,00
5,00
35,00
0,33
5,69
496,0;6
'
l
l*
|
-'
-
u,r*
1s,99
55,00
N
r_
t;
li
ll *
l[ ",
-
clw
cla!
1,67 Sandu Silt to Claveu Silt
1,67 Sandy Silt to CWe! Silt
Clayey silt to Silty
Silt! Sa dto
Safldy
Safl.l to So dy Silt
Silt
Sand to Sandy Silt
!1y
SilI
40,00
5,00
35,00
0,33
6,69
502,74
3srn
40,00
35,00
0,33
6,69
5@,43
t$o
30,00
25,M
516,11
1,34
30,m
25,00
o33
o33
6b9
zsm
t00
too
t00
1,1t 9ilt1l gt d to Sandy SiIt
7,11. Si ty Sald to Sandy Silt
0,96 Silty Sand to Sa dy Silt
9:%l Silty Sanrl to Sm.dy Silt
0,96 Sil4l Sand to Safldy Silt
6,69
522,80
25;,oo
30,00
5,00
25,00
0,33
6,69
529,48
7,U Sandy Sih to Clale! SiIt
7,U Sar y SiIL to Claley SiIt
5,00
3tm
0,33
6,69
Safld! Silt tu Aayey SiIt
536,17
0,96 Silry Sand to Sand.y Silt
F
?1Q
40,00
39,00
40,00
5,00
35,00
0,33
6,69
542,85
0,96 Siltu Sa d to Sandv SiIt
r
35,00
40,00
5,00
35,00
0,33
6,69
549,54
0,96 SiU! Sand to Sandy Silt
35100
40,00
5,00
3tr[
0,33
6,69
,16,22
0,96 SiIt! Sand to Sandy Sih
40,00
45,00
t00
40,00
0,33
6,69
562,91
0,84
si.ttlt.
45,00
5,00
40,00
0,33
9,62
569,ffi
0,9,1
Silty Saud to Sandy SilI
60,00
10 00
50,00
0,67
73,37
582,97
1,34 Silty Sand to Saidy Silt
60,00
1000
50,00
0,67
-13,37
596,U
1,U Siltv
55,q
65,00
10 00
55,00
0,67
55,ry
65,00
10,m
73,37
623,08
80,00
r0,m
5100
70,M
0,67
70,N
0,67
13,37
616,45
F,:
-
't3,37
@9,7L
9En-!
Jo.t!!q
Sand to Sandv
SiItV Sand ta Sdndy SilI
o,96 Sand Ia Sillv Sand
Siltf Sand
Silt! Sand
80,00
10,00
70,00
0,67
13,37
649,82
0,96 Snnd
10,m
75,ffi
0,67
66.3,19
0,89 Sand to
75,N
75,N
85,00
10,00
75,00
0,67
73,37
'\3,37
06s6
0,89 Sand to Silty
Sa11d
85,00
1000
75,U'
0,67
13,37
689,93
0,89 Sand lo
Silt!
Safld
9sg
75,M
10,00
6100
0,67
13,37
703,30
1,03 Sand to Silty Sontl
65,q
75,04
10,00
65,00
0,67
13,37
716,67
1,03 Sand to Siltu Sand
80,00
q),00
10,00
0,67
73,37
730,04
084 Sand
_l1w
80,00
Sill
Siltv SE d to Sandv Sil!
85,00
TOtM
t:tt
1.,
to
Silry Snnd
Lampiran 3b3.2
_
- - :iE:a,an manometer untuk pembacaan
l- . --E'3an manometer lmtuk p€mbacaan
r..s drar g€€er
t- =;es:T-d6ganCkonus
* =a,.Etan
- = =d.i:E Ber lokal
L = .n:E tadins geser
Ap
Dp
4
D.
= Luas p€nampang piston
= Diarnets piston (cmt
= Luas penampang konus
= Damerer konus
(cn)
= 3,57
= 3,57
4
= Luas selimut bdang geler
D"
= Dim€ter bidmC g€€€r
= 3,57
L.
= Panianc bidanc ceser
= 13,35
(cm)
(car)
Lampiran 3b3.3
ilm
coNE PENETRATTON TEST (SONDIR)
(CAPACTTY 5.00 TON)
Penyelidikan tanah untuk inftastrultur tambang
Siluq Ngurai Kab. Kutai Barat, Prov. Kalimantan
-\ = 99388,471;
q
i
E = 399084,206
(kg/cm2), fs
0
batubara
Timur
(Mengikuti kood.
Weathet
Date
Tested by
Bor)
: Mendung
:
14 Desemb€r 2009
: Sri Raharjo
M.A-T
(x 2 kg/cml)
ftg/cmi),t
100,0 200,0 300,0 ,100,0 a)0,0
1.000,0 1.100.0 t.200.0 t.300.0
600,0
,J
I'
I
|'1'
'i,
I til
,:,1
':::
l,'
'lt
,
'J
,j.
ia,
:l
i\
.ir
i
!ir
i',,::'.:
-j'r'
:
(:,
l
--
.
-.-
..- ., Cone Resistance,
kg/cm2
FR (Friction Ratio) = fs/qc (%)
Fridion, kglcm'?
Total Fri.tion- ksl.m'
-Local
Friction Ratio %
PT. EWADAYA TAIIUIIGGAL XARAA
Lampiran 3b3.4
coNE PENETRATION TEST (SONDIR)
(CAPACTTY s.00 ToN)
a=re{ifikan
tanah
ulltul inftastruktut
tambang batubata
i.al \gurai Kab. Kutai Barat, prov. Kalimantan
il
\.
Timur
= 9%1470,379. E = 3991117& (MeRgikuti kood. Bor)
Weather
Date
02 Desember 2009
Tested by
Sri Rallaijo
Cerah
M.A,T
ga!
Lampiran 3b4.1
0,33
0,33
43189
Sand to Sandu Silt
Silty Safld lo S6ndy S;lt
Silt!
469,31
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
Silt!
Sand Io Sandy
Sandy SiIt
Silt
Silty Sand lo Sandy Silt
Sond lo Siltu Sand
Lampiran 3b4.2
fll
--:lr.s
:-ts
---.-.m
r:5.m
:l-j.m
_- - :=?-_
r=r=
ll,,-
Eunometer untul p€mba.aan
g€.€r
, ;cs::,-- lagan
!l - :=*=:E
C"
kmus
- ' -4-a
F.erlokal
f , .rq: :erding geser
Tr
= Geserai total
Ap
= Luas penampang piston
D'
4
= Luas penampaag konus
D.
=
= Diameter piston
Dimeter konu
(cm)
(cn)
A, = Luas3€limut bdanC
D. = Dideter
L,
bidms
= 3,57
= 3,57
ges€r
(@)
(cm)
seser
= Panjanc bidanc cess
= 3,57
= 13,35
Lampiran 3b4.3
coNE PENETRATTON TEST (SONDIR)
(CAPACITY 5.oo rON)
weather
i=relidikan tarah untuk inJrastruktur tambang batubara
Date
:'irq \gurai Kab. Kutai Barat Prov. Kalimantan Timur
Testedby
:'l
\. = cx+410i7, E = 399113,7& (Mengikuti kood. Bor)
M.A-T
: Cerah
: 02 Desember
: Sri Raharjo
.-
2009
(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
)'
3,
::
iilr:i ):'
:
1
:.
l:i
|
!i.:
)'.
)
'.J
'5
't;'
.
.l
,)
li
).:
:,
'(
ti
;. I
)t:
'ti' ii
,:lrr':
@
..t.i...-,.
',1: til
I
(
'
EJ
1,
._;
t,
),
';
,li
i
i
J
lt
.1,
.1.
-.,--,.,.,---.-Cone
--
-, -,
-Local
kdcml
ftictiorr k/cm2
Resistance,
- Total Frictio&
FR (Friction Ratio) = fs/C. (%)
f.riction Ratio, %
k/cm'
PT. SWADAYA TAIIUNGGAL XARAA
Lampiran 3M.4