CHAPTER VI CONCLUSIONS AND RECOMMENDATIONS …e-journal.uajy.ac.id/1326/7/6TSI12451.pdf · CHAPTER...
Transcript of CHAPTER VI CONCLUSIONS AND RECOMMENDATIONS …e-journal.uajy.ac.id/1326/7/6TSI12451.pdf · CHAPTER...
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
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')
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
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-.,--,.,.,---.-Cone Resistance, kdcml
-Local
ftictiorr k/cm2- - -, -, - Total Frictio& k/cm'
FR (Friction Ratio) = fs/C. (%)
f.riction Ratio, %
PT. SWADAYA TAIIUNGGAL XARAA
Lampiran 3M.4