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TRANSCRIPT
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( BH - 1 ) 'JjutILeJniu 70~ .
rl;U.Jlm1Jl::'lJru.::'Yhm1~111Ji'U.~'U.~1'U.11nVliilJJL,n::Yi 3~ , 15
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(SU)lL«::yil SPT(N) 'I'l~ulilLii[JunUrnlJJ~n(BH-2.3)'JjElULUnitJ 68
1t1~ 9 mlW Ultimate Skin Friction (qf) VS Depth (BH-1)"1tl~ 10 mlW Ultimate End Bearing (qe) VS Depth (BH-1)u
':itl~ 11 n'nw Ultimate Skin Friction (q.) VS Depth (BH-2,3)"1tl~ 12 mlW Ultimate End Bearing (qe) VS Depth (BH-2,3)'\I
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1l1f1~'U.ln n. Boring Log and Summary of Test Results.
rnfl~'U.1n 'lJ. Principle of Basic Design Concept.
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n11Lnuilarh.JllUU~.J~flTYi (Undisturbed sample) m::'Yhlwffu~ufiem (Soft to medium
cohesive soil) r;]l:IJ:IJ1m~lU ASTM 01587 'Ylm::tJ::mllJ~n 1.50 llJm hltJlim::uanul-J (Thin wall~ .tube sample) "lJU1~lim.hfluOmn.J 2.5 ifl trri 50 'ITlJ.L1Jum::uamnuilath.J n11Lnuilath.J9l::r'h
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n11n~n1:::1J8nUl.J~"'W1::1J1J Hydraulic ~lml1.Jt1'~lLt1'lJa lUUn11iJa-Jnml1aUl-J~Urlm1Jmu ~18Ul-J'U
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"''Yl11tJ(Stiff to hard cohesive or cohesion less soil) rm1::V:: 1.50 l:IJm 'V'r5amr.l'Yhrn1'Yl~~alJ•Standard Penetration Test (SPT) ~l~J:IJ1m~lU ASTM 0 1568 n11lf1uilarh.,j1J::H'm::uElmh (Spilt
spoon sample) "lJU1~liu~lflu6n~1.J flltllu 34.9 uu. (1 1/8 Ul) rnuuan 50.80 :IJ:IJ.( 2 Ul) L~8'IJ
dl1Jilm.h-J~u m1'YlI11~alJStandard Penetration Test (SPT) m::ih 1~tJnTaliG1ml:IJ:IJ1~d~luVlirn'U q «s
140 Uem~ (63.5 nn.) tln~.J 30 ifl (76 'ITlJ.)m::ll'Ylnn1::lJam.h UWnmhU1U~.fJ'lJ8.Jrn1m:;ll'Yln'II
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t1'f)-\lflf.Jt1'111'111r.r;):::b1nuu-nmlJurhBlow count (N) iJwl.bmlJu Blow / foot ~ltJril.,j~u~l!fi~::r'h• 'IJ
Visual classification ~l~VI~nl'nltl;jVln~m~'i\f lL~::l-'h~.JuJJ~ bJll"1l'u:;UeJ-\lnU~11lJ;u1::m u U~l~ .ii,IR~lilitl~tlB1Jllm1L~tl't11nl"l'Yl~~tl.J~tlltl ~.JLl~~.J1'U.Jtl~2 - 5
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4.2.1 'YI1ill."imJ'V\lTl113J:t~1~3J1~~h.t'il13JllJ13J"lIl~(Natural moisture content)
4.2.2 'YI1il~fl1J'V\lml3J'VI'U.1llUUltJun (Wet density) "1.Ifl~ilmh~~hu wilm4.2.3 'YI1il~fl1JAtterberg limtis LU'Yn::1J1~ilmh.J~u.L'V\ihn
4.2.4 mHHl1J Sieve analysis LU'Yn::1J1.JilUci1.J~mrntl
4.2.5 'Y11il~fl1Jv\lih~~11JLL1~LUHU.Ll1J1Jl1itlfl3J liijn111::1J1mr1 (Undrained) 1Iiltln11'Y11
Unconfined Compression Test Luvn::1J1.Jilflth.J~u.L'V\urn
, ~11Unl'JYi'Y1<il~fl1J<il13Jm<il1~i1u.i.Ju..•
ASTM - Designation
Sieve Analysis
Atterberg Limit
Natural Water Content
D 422
D 423, D 424
D 2216
D 2166Unconfined Compression Test
Wet and Dry Unit Weight
Unified Soil Classificition D 2487
'""-' "-' A5.1 ~ mHll,::n',"~a-l
mUJl~1::1J1L1tWnflmflniu 70•~lmmn1jl~l::~'nl~~'U. 111'U.l'U.1 'VI1:l3J(BH-1) ml3J~n 30.45 3J ml3J~n"lJ€l~tl1:le:lnL'V\~n~
(Casing) 7.50 3Jj::i1J1r1hl~u. 1.20 3J ~lnr:h~'U. L~fr)'U.~ 17 - 18 b3J'M1tl'U.2551 i~bL~<il~hJ,jtl ~3"
LL~:::4 ~l:lJT'Hll."iJtltln'Mrn::.ffu.~'U.l~i..:Jd•..,
~m~rn::-B'u~u
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LUU"lJtJ::LL1:l::t)..:J'WGl1~~n•
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1.00 - 3.00
3.00 - 11.00..,
~UL'VIurrnJU'Y111mil<il1:l::bBtJlil iifi1v\'j.b £nhmtn j::w ..h~
1.00
2.00
8.00
Li1u~ U ti 8U1I1n al'Y1Wllu tlu
btl~Clnv\tlU ( Very soft dark
grey silty clay , shell bit)
1.352-1.391 n11l~ eJ~U.6J5ll
iitl1:lJ1 rnTl113J:tu.l~~'U.ff..:J.,1::w;il.J 76.16 - 111.08
3
11.00 - 19.00 8.00
19.00 - 23.80 4.80
23.80 - 25.00 1.20
n.Hln'llU L'lJVliruunu nYl1J.
iJ~l undrained shear
strength ~lnmtl1~HHl1.J
Unconfined compression
test iJ~11::Vlil..:! 1.350 -
2.355 nr3J~ rJIiI1.'U3JbiirJ
-,J,LLumh::tJll1"lJeh'~U 1u
1::1.J1.JUnified soil rJ[j':un~3J'II q
CL
dJ'U.~'U.tif)'U. ffb'Yllb"1i3J( Soft 1.605 - 1.779 n13J~f)rl1.J.
dark grey silty clay) "ll3Jiim3Jlrnml3J.:f'U.l 'U.&l'U.
1::Vlil..:! 44.040 -60.020
shear strength ,nnm1
'Y11i1~f)lJUnconfined
compression test ~fil
1::Vlil.J 2.780-4.360 n13J
~flIil1.<n3J b~mhbL'U.m.h:~bJll1
"lJfl.J~'U.l'U.1::UU Unified soil
mjl'U.n~3J CL'II q
v
~'U.lVIii,tJJbb~.Jffbl11L"1i3J( Stiff iJfilVlli:1fJUIV1'Un 1::Vlil..:!
dark grey clay)
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l.bmtuJ'U,Ll11 (Very dense
grayish brown fine sand )
4
1.779 -2.960nr3J~mw."ll3J
ihl1m rnml3J:au,l 'U.~'U.
1::vr:il..:! 20.61-47.06
L1.lrJfb.n'U.~
ii~, SPT 1::wh3 14 - 60
blows/ft L~f1-,)ILmm.h::LJll1
"lJu.J~'U.lw~::lJlJ Unified soil
milu,mi3J CL'II q
>-
iifilVllb tJUlwun 3.380
n13J~ nsu. <n3J"'_I'; .J' 1 ~3Ju1mmml3J"J5u, Wnu'
.1 •. ~ •.28.62 Lutl1b<nUIiI
ii~l SPT b'YhnlJ 82
ImJnTHitl.nlJtllfl11 '11. wn-nu 68 U,,: 70
25.00 -30.45 5.45
Vit'l~b911:::1J1b'drn6lHHJb€lni£.J68,
O.ltln"'llU l'IJlil U1JUtlU ntllJ .
.blowslft L~t)"ihLmm.h::l1)'n
"lJfI.J~U.1U.1::1J1JUnified soil
ml1u.n~~ SW... .~uLVlittJlllaV~llJln ~Jl~l~UU ij,)l~liltJJ1V\"n J::~il~
LYlltleJ'U.( Very stiff light grey 2.960 - 3.470 n1~~f)tl1J.
- brown clay) 6Jl"1Ji:h.fimrnm11J;u.1u.~u.
j:::W)1.J 21.78 -28.62
lUfl{b6)1U.~
iJfil SPT "d:::Vi'h.;J.14 - 54
blows/ft l~mhlmmh::l[)'11
"lJf).J~u.lu.1::1JUUnified soil
f)cilu.n~1J CL" .
9l1mmmWin::~ljl'il~'U 'lll'Ul'U 2 Vil'l1J( BH - 2 bbl;i::BH-3 ) 1'i1tJVil;i1Jl'il1::~2 ( BH-2) ml~• •~n 30.45 1J ml~~n"lJf).Jtlt'lElmVi~n (Casing) 7.50 :lJ j::~uJllc.r1~'U. 1.30 :lJ 1nn~h~'U. l~Ell'U.~ 19 -
20 l:lJ't11rJ'U.2551 ~.;Jll~'iI.J1WJU Ut'1:::Vit'11Jb911::~3 ( BH-3) ml:lJ~n 30.45 :lJ ml:lJ~n"lJEl.Jtlt'l€lnLVi~n" q
(Casing) 7.50 1JJ::~1JJ11c.r1~u.1.35 1J9l1n~l~U lderru.~ 20 - 21 l1JB1tJU 2551 ~tm~'iI.Jlu1tl ~ 5"
bbt'1::6 ~1mdbl~dtl~n't1rn::.ff'U~u1'i1m~~v 1~~\ld'•
0.00 - 1.25
1.25 - 13.50
1.25
12.25
~'Ubl1J( Filled Soil)
~U.lViiirntlu. '1111miJ'ill;i::La tJ'iI
dJu.~u. elemmn ~LrI1L,y1JtlU.
Ltl~ElnVif)rJ ( Very soft dark
grey silty clay, shell bit)
'"~fhmbtlt.i.1'V1irn 1::W)1.J
1.373 -1.517 .n11J~m~1J.6Jl"1J
~m:lJ1rnml:lJ;'U.l'U.~u.
1::'1'111\166.040 - 113.450
ahrfb ollU ~~fil undrained shear
strength ":\)1nm1'Yl'il~f)U
Unconfined compression
test ijTilJ":;W"l'l.J 0.810 -•..• , d
1.400 ndll'iltlm.6Jl"1J blltl
-,jlLmm.h::L[)'Yl'm.J~'U.l'U.
5
13.50 - 19.20 5.70
19.20 - 20.80 1.70
20.80 - 26.80 6.00
26.80 -30.45 3.55
n.mrrnu \"51 U,~UiJU nY11J.
1:::tJtJ Unified soil eJvlumh./•• •CL
~~Ul'V\lttlTtlurrnm~~~::::batl~ iJfil'VlUltllbvntn 1::::W)1-J
dJu~mie:mn"]l.humn.,] ~L'YI1 1.615 -1.701 n1lJ~tliiltJ.
bilJ ( Soft to medium dark "lllJ ihRmru.mllJ.;ffuh.l.~u
grey silty clay) 1:::'1'111,,]35.490 - 55.490
lUeJ1L-nml
~lm~utJlll-TI-J~l'YlllilJ ( Stiff
dark grey silty clay )
~tbm~llub 'YI1(Very dense
grayish brown fine sand )
( Very stiff grey clay)
6
d , •
lJfll undrained shear
strength ,nnnlTYl~~EltJ
Unconfined compression
test iJfiT:l::'W.il-J2.010 -
3.420 n1lJ~eJm.'1l"lJLiitl
~lbmmh:::lfl'YIl.lEl-J~ulu
1:::tJtJ Unified soil vcilumilJ'IJ •
CL..,
iJfil'VlUltlt.!.l'VlUn2.789n1lJ
<ilSi.'lu."lllJ
iJmlJlrnmllJ;'Ulu~u
1:::Vtll.,]31.68 LUElfL.rrulll
iJfil SPT 1::'Vlll-J21 -50
blows/ft L~eJ~lLmnUJ:::Lfl'YI
"lJel.J~u1m:::uu Unified soil
vcilumi:!J SC.. ,iJmmru.mllJ;ulu~u
1:::'Vlil.J17-19l11fl1b.nulll
iJfil SPT 1::'Vlil-J50-80do" Iblowsfft blm~ILLunl.lJ:::Lfl'YI
l.Iv.,]~ulu1:::tJtJ Unified soil
8£.nun~lJ SW.'II q ~..::t, I 0 <V I
lJfl1'VlUlrJUllmn 1:::1ll11-J
3.20 -3.30 n1lJ~m~tJ."lllJ
iJtBmrnml~%ul'U~u
1:::'Vlil-J18 - 21 btlEl1b.nU~
iJfil SPT 1:::l!Iil-J24 - 29
{UDn-DV 11J?l lJl~lHll< rmu
blows/ft lrltl~llLUm.h::ll1'Yl
"lJtl.J~U1U1::UUUnified soil
mi1un~~ CL'IJ •
n1rJ'V\~.J~lnnTJl~1::~TJ1~lt'l'1~ 24 i1l~.J l.~rhmJl~J::iu,r1 hi~u1u'V\I'l~L~1::~lJT91•tlJln~:ril'Y-lUj::~U,rlhi~u~J::~Ufr:n~~n 1.20 - 1.35 b~~J 9l1m::~u~h~u1.hn'V\l'l~l-;;n:: "lJrn::,yhmJ•L9l1::~lJl91 ~.Jih::iu,rl1~~mn9l~mJLU~ rJULLUt1.JI.~~l~tl ~m t1LLt1::er~J1nTl6fi1Jiu"lJtl.J~U
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1m.JnTdif uiillm~lb1i:!JmJ~-:Uldrul1i-:U:!J€lcilw~\~b~Lnnu ~..:lifb~f)iil<n5<ndlnT'J'Yld<ni":l'nbl<nn~1.Jnu•• •(Differential Settlement) 1U1::rJ::rJ11
U1nrn'V\i;'IlJb911::fi 1 "1JeJrJuln'lfrJ70 dttl.J911n~m~rn::.ffu~u<ntluumlJu~UlV\UrJl ~.J~U~.Jq
Llu::l'hlill.JUi;'Il£JUnl.:nlJli9llJtlr.ih'\'.ffu~ulV\Umblll.JfflYl1l"iJlJ ( Stiff dark grey clay) mllJ~mnnih••~U 22.00 llJ~J ~.Jl.tl ~.Jii'litlr.i1u~~£J~ii.91"1Jtl.Jlmm t~£J~91T~rnl911nfiln1~.J.:r'UJ1'V\,rn'UJJ'Yln
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bm::1l111Kll.Jtl~lmt'l'lb.:nlJli"<\llJeJcilu.ffu~unJl£Ji;'I::b~U~bb1J.JlJln~J1Wlli;'1UUlYll(Very dense grayish••brown fine sand) mllJ~mln~l~'U. 21.00 blJWlj iil.J'ltl ~.Jii'litlr.ilu~iilrJ-wii.91"1Jtl.Jlmnj 1~rJ
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art\!1um1~lU J rn~hril~.J1uJ1V\l!nUjj'YlmJ~ eJ~nU"1Jtl.JIt'l'llillJ•II'U.1'Yll.Jtlj::naurrrss a n llU'UL'Yiltf 'U. 1'U.nTltllju'1l.Jl'U.911.J1Ut'I'UllJ e:n"il"il::~f).J~m1'r1Wlanu m11U
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LR1L-lJ:lJtlci1wffu~undl[Jfl::La[J~5\1l'\mullum1~Lnimhunfll\l~Jl~lfl1i,hullL'ltl~il[J Lrhnu 2.50••
uj.J~lUt1 iilltllil:!J ~::~1:!Jl1f11ULrKb~hJ~n~mrl tl'l~i1.Jbii:!J~.J1wffu~'U.~1l::.:r'UJ1'V\,rmlJ1..\,1::uea r.il.JUflu
5 l'Yh mllJnll.J"1Jtl.JL.:n:!J u~::mllJ'VIm"1Jf).J.ffu~1..\,;i'~f).J~f)r.i~.Ji.tl"<\llntli:llm1J:!Jf)r.i1.J,xeW3 Lyh••
7
lm~nl"jriim11~illm"j 'D. liln-nu 68 lLR:70 {l.liln-nu L"lJYI lJ1JlJilU nnu
1tl~ 7 n.J 12 llhl,mlyJlW~.Jfilll1.Je:J~ (Ultimate Skin Friction, %) ll~::mlyJll~~.JfillLJ.J'\I
I d 0 ~
U11'Yln(Ultimate End Bearing ,qe) ~Elml~~n ~l~~l~U9
Ellh-:!'hn~ iEl~t'l~1V\1-rd lum WfJ.Jll1.1,1Yll.J~1V\ruimm~tltlnllUU .w,;)THttll~8n1i"11it~lltl::'\I '\I
'lJ1.1,1WlJti.J;]l1.1,11n1il.V\JJ1::~~"llmall.mm::!iil.J") lU'l::nl1Yl~~u1JTlru6f~U~Yll"~TI,l.lmnnmj"'HniJa"'" ,~ll.~n lJdl unTnt 1.1, ~:::;fill.tlrhlu'll tllJ~~l~~l nnTH~l:: ~111'il.ff1.1,~1.1,1mI'h 1rn~'\.I,~1m.Jn11 5n'Mru::.ff1.1,~'\.I,
'\I '\I
1ll.u1n rn~~mm~nn"'IJ1:::i.hJT'iltlT'iliinTHl1~LJll.LLl1~.J1~ i.J,rll. ~.Jmj3Jll'1lm~3Jtl1:::ffunT.Hl! LLG'l:::,L~ fJ1"111ill Yll.J~l'Utlq)~ nt'lfllff~f \iH) LJmUfll.l~us Ll~::lln1iJ·;nmllll.;]1'\.l,11n1i nn~ 8.J~ll.1v\5nl"111n11ov...., q 'U ~ cu
8
22 S - 0.18 0.72 0.0324 78 46 33.12 750 24.30 56.17 22.47
S - 0.22 0.88 0.0484 116 46 40.48 750 36.30 74.92 29.97
S-0.26 1.04 0.0676 162 46 47.84 750 50.70 95.95 38.38
1- 18 0.88 0.0214 51 46 40.48 750 1605 55.71 22.29
1- 22 1.06 0.0318 77 46 48.76 I 750 23.85 71.38 28.55
1- 26 1.26 00Ll87 117 46 57.96 750 36.53 92.61 37.05
23 S-0.18 0.72 0.0324 78 52 37.44 1000 32.40 68.59 27.44
S-0.22 0.88 0.0484 116 52 45.76 1000 48.40 92.30 36.92
S - 0.26 1.04 0.0676 162 52 5408 1000 67.60 119.09 47.64
1- 18 0.88 0.0214 51 52 45.76 1000 21.40 66.34 26.54
1-22 1.06 0.0318 77 52 55.12 1000 31.80 85.69 34.28
1-26 1.26 0.0487 117 52 65.52 1000 48.70 112.35 44.94
24 S-0.18 072 0.0324 78 58 41.76 1250 40.50 8101 32.40
S - 0.22 0.88 0.0484 116 58 5104 1250 60.50 109.68 43.87
S-0.26 104 0.0676 162 58 60.32 1250 8450 142.23 56.89
1-18 0.88 0.0214 51 58 5104 1250 26.75 76.97 30.79
1- 22 1.06 0.0318 77 58 61.48 1250 39.75 100.00 40.00
1-26 1.26 0.0487 117 58 73.08 1250 60.88 132.08 52.83
Note. 1. Safety factor of 2.50 is used.
2. Elevation of pile tip is below the existing ground surface during investigation.
3. For calculation, Assume pile top is at 1.00 m. below ground surface
Abbreviation: qf = Accumulated Ultimate Skin Friction. Qu = Ultimate Load.
Qf = Ultimate Skin Friction. Qa = Allowable Load.
qe = Ultimate End Bearing Capacity. Qe = Ultimate End Bearing Load.
9
22 0.35 1.10 0.0962 231 46 50.60 750 72.15 119.05 47.62
0.50 1.57 0.1963 471 46 72.22 750 147.23 211.91 84.76
23 0.35 1.10 0.0962 231 52 57.20 1000 96.20 149.70 59.88
0.50 1.57 0.1963 471 52 81.64 1000 196.30 270.40 108.16
24 0.35 1.10 0.0962 231 58 63.80 1250 120.25 180.35 72.14
0.50 1.57 0.1963 471 58 91.06 1250 245.33 328.90 131.56
Note. 1. Safety factor of 2.50 is used.
2. Elevation of pile tip is below the existing ground surface during investigation.
3. For calculation, Assume pile top is at 1.00 m. below ground surface
Abbreviation: qf = Accumulated Ultimate Skin Friction. Ou = Ultimate Load.
Of = Ultimate Skin Friction. Oa = Allowable Load.
qe = Ultimate End Bearing Capacity. Oe = Ultimate End Bearing Load.
10
20 8 - 0.18 0.72 0.0324 78 39 28.08 700 22.68 49.51 19.80
8 - 0.22 0.88 0.0484 116 39 34.32 700 33.88 66.34 26.54
S - 0.26 104 0.0676 162 39 40.56 700 47.32 85.29 34.12
1- 18 0.88 0.0214 51 39 34.32 700 14.98 48.48 19.39
1-22 1.06 0.0318 77 39 41.34 700 22.26 62.37 24.95
1-26 1.26 0.0487 117 39 49.'14 700 34.09 81.36 32.54
21 8-0.18 0.72 0.0324 78 40 28.80 750 24.30 51.85 20.74
8 -0.22 0.88 0.0484 116 40 35.20 750 36.30 69.64 27.86
S - 0.26 1.04 0.0676 162 40 41.60 750 50.70 89.71 35.88
I - 18 0.88 0.0214 51 40 35.20 750 16.05 50.43 20.17
1-22 106 0.0318 77 40 42.40 750 23.85 65.02 26.01
1-26 1.26 0.0487 117 40 50.40 750 36.53 85.05 34.02
22 S - 0.18 0.72 0.0324 78 41 29.52 1000 32.40 60.67 24.27
S - 0.22 0.88 0.0484 116 41 36.08 1000 48.40 82.62 33.05
S - 0.26 1.04 0.0676 162 41 42.64 1000 67.60 107.65 4306
I - 18 0.88 0.0214 51 41 3608 1000 21.40 56.66 22.67
1-22 1.06 0.0318 77 41 43.46 1000 31.80 74.03 29.61
1-26 1.26 0.0487 117 41 51.66 1000 48.70 98.49 39.40
Note. 1. Safety factor of 2.50 is used.
2. Elevation of pile tip is below the existing ground surface during investigation.
3. For calculation, Assume pile top is at 1.00 m. below ground surface
Abbreviation: qf = Accumulated Ultimate Skin Friction. Qu = Ultimate Load.
Of = Ultimate Skin Friction. Oa = Allowable Load.
.qe = Ultimate End Bearing Capacity. Oe = Ultimate End Bearing Load .
11
---~I
----------I .'I!
:
n.tarmu 1'IJ~ U1JUilU nYlIJ_
'!HlU l1ln-UU 70
-<:JF'
, '2, C-;-~--------..c:
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o'0
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BH-1 :ri
---- ----------- -- --~.-----------
._--.------------ ..-,~~-.-~-~-~~-~---:, ..----.----.-------
12.00 1J
_._------, i 15.00 lJI -=-_lQQOc u
BH-3BH-2
II~:;'Ynu Mft.,ii -------------------------------------------
13
{l.L1lni[J L1JOim;]lHl'14 rmu.
14
lU1m-DU L'llft 1J1~1J1l,"rmu.
15.. (.." ..
fltl4::'lfl'ln11lJf'll"Y11 lJm'ltlUl"U1Jl\fI"
Fill Top IK}II o S\"\-"\"_ ....•.. ,, ~,~~~"~".,,~ ...•~~~~ ...•.,~----....-----------------------------------------------------------------
Fill wilh pleetio IY'Id weste.
Vf:JrY Soft d.3rl< t;T9Y silty clay.(Cl,ML.MH)
--son d:,rlo: '.Tat ",illy clay.(Ml,CL)
~Medil.ITI da1< g"ay clay.(ML,CL)
-Stiff r;I..,.-i- ~y9y c:1::J/(.
'.19('1 der·<t;.t:J g-aYII;t, flr"lIl ~~::t.~
'/W'f ~hHliftlt !.Tay..txown cl~y( )
If----.-.-- - r-r-r-:__Vory 'J')fl~"')fleyll,)") rJl'"u"""'qr1/ fw,l, f,,{:M.d(
I-. Endof Bonrq
OBH-1
10.01 1 1 1 1
5.0
01 I 1~ 15.0
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I b I~w020.0
0
~ .- "
25Tr~ '10
30.0'II r--
25.01 1 1 I I
30.01 1 I --l
2.00 3.00,)
Su (t/m)
4.00 5.00 30SPT,N (Blow/ft)
60
xtJ~ 7 ~~I'\(9)"l~m~ru:;i'W~'WL(9)m1~'J1tJ,ri1n1~~fliJl~U~~'J'l~~'il'Wb~'U'U'ei\~biJll"w(Su) b~r1:;fit SrT (N) ~ii'fllll~Yit:J'Un1JI"l'l1~~n(BH1) "lI'ilt:Jb'eln-n'!'j70
16
5.00
I0
10.0~,0
0I
(
I IC
15.0
£Ill:w0
20.0
90
«-,<,,-<--"-,-"-,.,~,-.•,----~,.--.~------.~-----~ •••.•••-------- •••••-- •••••- •••••---------~--~---- ••••••------------------------------------F." Top sot,
Very Son 00i< fTay Gllty cloy. shell bit (CL.ML.MH)
--Sofl deoc <Tay Gilly cley.(Ml.CL)
f---- ~I
Soft 10 Medfl.ffl d31< "'fry &11Iy ciay.(ML,Cl}
---- IIH;:J"d fFey -brC'J'N'n ('.I;:,y (ML.CL)
Very oe-ce l1eYlr); fine se-e
Ve-y stiff rTey clay( .... )
~--------------~IL- Endof Bonr'q
oo o
08H-
o BH-:
IT
5.0 ~
p C
15.0
$If-c,LU0
20.0
Oc:r
o I
2.00 3.00.,
Su(l/m)
4.00
Q)
qp
o B\-\-~.
o BH-3
5.0
o
10.0
25.01 1 " 1 1
30.01 OJ' 1 1 1 1
n~
°tL.Ijli
30 60
1 1
m1 1 1 110.0 0
25.01 1 1 1 l---l
30.01 1 1 1 1 1
°1 I15.0~
° 15If-a.lJ.I
00
20.010
5.00
'lU~ 8 LLgqt1hl~m:tru::itJ~'WLrntJ0,l1u,fi1nl~'1'flrnfmLJ'IL;'erWLb1JU'fl'WL(M'W (Su) Lbf'l:::Al SPT (N) Yl~'tlI'lLVitJ1Jn1JfI'Jl~~n(BH-2-3) :'D'ilm'tln'o'tJ68"
SPT.N (Blow/lt)
17
90
Fig. 9 Ultimate Skin Friction (qr) Vs Depth (BH 1)
0.0
.91,530-
5.0
10.0
15.0
Depth (rn.)20.0
25.0
30.0
35.0
40.0
45.00
.. .L ._~__ ._.. __. . _ ..• .__
I ._._---.---1""------- -----
r
:._-- .."---_ .._-- --
80 100 120
------. ---~. ----" ---------t---_ ..----------
______________ .• _ •. .1.._~ __ ._. ~. ~ ._. _. .
4020 60
q, ( tJm. of perimeter)
Fig. 10 Ultimate End Bearign (qe) Vs Depth(BH 1 )
0.0
50
10.0
15.0
Depth (rn.)20.0
25.0
30.0
35.0
40.0
45.00
t~s:s:r-'T=::::::::::J=:===+====1~006.43
1868.6.__ .._--_._-' ------ --_ .•._---- ._.-------
;
_______ .....• . ._. .-l. ~ : 1... _
1000 1250 1500 2000250 500 750c, ( t/sq.rn.)
18
1750
15.0
Depth (rn.)20.0
25.0
30.0
35.0
40.0
45.00
00
5.0
10.0
15.0
Depth (rn.)20.0
25.0
30.0
35.0
40.0
45.00
Fig. 11 Ultimate Skin Friction (qf) Vs Depth (BH 2-3)
0.0
5.014.50
10.0
~D 55" .~~~_
20 40 60 80 100 120q, ( tlm. of perimeter)
Fig. 12 Ultimate End Bearign (qe) Vs Depth(BH 2-3 )
I--+---~-------- ---
_________ ._~ ~ ~~ !_------ _~.c ._.. . --;- ,
------~- -- ------- --~ ..----.--.--.--. ------- -------------- -- -----~----~-----...-.-------.- .. ,--
250 1750500 1000 1250 1500750q, ( t/sq.rn.)
19
2000
Boring Log and Summary of Test Results.
,..
20
I
CLIENT
LOG OF BORING No. 1
(%)7.5
LOCATION: 'if IiHllfU70 1l.IOlllfU 11I••m~UO" on ••.PROJECT : riOi'l';'~m ••' ..•
r-'-+__ i-P_Ai-~r--r F_il_IT_O_P_S_O_il_1_0_0_m -fJll.l__-r__+---r--+--.~--+----r---+---1---4Fill with plastic and waste •••
DESCRIPTION OF MATERIAL
a Natural Water Contenta Su(~C) A Su'(UC)
L1 Su(Fv) (J Su'(Fv)x Plastic Limit
x Op/2
2.5
o SP1, N (Blow/ft)
30 60 90
5
II -I
~2-r_01-r_ST-r_'0_1IIIPA T"]
~~ -t-0_2+-:_:-t-50_~
Liquid Limit
20 40 60 80 100
1--5+-0_3+-:_: +-50---,~
~~~_04~_::~_~_~
r-8-r_05-r_::-r_50_~
I
IIIl-I
I
9 ~~~_Q6~_ST~_50_10 we
r-11-r_07-r_:-r_50_~
12 ~r--r_08-r_ST-r_50_13 we
Very soft dark grey silty clay
(CL, rvlL, MH) I103.83 , 72)
104.9
( 1 3~ I
\v1\ 27B
~14~_09~_:-r_50_~
15 ~~-r_'0-r_ST-r_45_
16 we
18 ~~-r_'2-+-_ST-+-_35_
19 ""
Soft dark grey silty Clay.
(ML, CL)
\60.00
1 5.410
2.73
2.80
f \IC>46.0 0
~3.90
44.0P
\4.36
f--20-r_13-r_:-r_45_~ Medium dark geey CI,y. (ML . CL )
21
FACULTY OF
ENGINEERING
BORING STARTED.
17- 4 - 51
WL. - 1.200
FOREMAN lB. JOB No. 1 12551
AFTER BORING
24 HRS.
BORING FINISHED.18 - 4 - 51
RIG.
21
LOG OF BORING NO.1
LOCATION : 'jj Iilmiu 70 n.lilniu 11l9\U1~Uil" nnu,
CLIENT
o Natural Water Content o SU(UC) A. SU'(UC).
DESCRIPTION OF MATERIAL
o SPT, N (Blow/ft)
30 60 90
x Plastic limit ~ Su{Fv) cr Su'(Fv)
1':. Liquid Limit
(%)
2.5 5 7.5
20 40 60 80 100
18-4-51
22
27
1---23-+-_'5-+-_::_.+-"_~ Stiff dark crev clay (ell
24 ~
1---+_'6-+_._.' +-3_0 Very dense greyish brown fine sand
25 "0
1--25-+_'_7~~_.:~_3Q_~
~ Very stiff light grey -brown clay
1--28-+--~-'0~--~ (el)f--
29+---'9 +---~s +---" ~t---l'
18 ss
1--3°-+__+---+_._. U Very dense greyish brown- grey
1----+-_2°-+-_"-+_.°_.~~~fine sand ( SW )
J.-.--..f-+---f---!----,i tI •.....1E-n-d.....p-
jC"Coo""7•• -[-;0-9""" .-{3.....0-AC"C5-m..,..•••-)cc••-I
II 7.060
6.580
v9 8.620 23,
22,40 25 ,
II /II 23.80 9'11-----+&-2_1.7++-+-+----+---+--I~_'St___~ +----1
54
BORING STARTED.
17- 4 - 51 AFTER BORINGFACULTY OF
ENGINEERING
WL - 1.200 24 HRS.RIG.
BORING FINISHED.JOB No. 11 2551FOREMAN lB.
LOG OF BORING NO.2
PROJECT : riili'lf1~lJ1f11' I LOCATION: 'Jj IiIn'liu 68 n.lilniu l'IIflU1~UlJ" nnu.
CLIENT
0 Natural Water Contento Su(UP) I. sutuci
~ Su(Fv) " Su'(Fv)o X Plastic limit0 X Op/2
w IE ..J ~ Liquid Limit...J
Ii (tlm')c, E DESCRIPTION OF MATERIAL o:2 I0 ~ ~ ("!o)z (f) >- n,
E u, a: <t: 2.5 5 7.5w 0 W w a::
I...J ...J > ot- c.
W o, 0o, ::;: c, :2 U 0w ~ >- « w SPT , N (Blow/lt)0 (/) t- U') a:
0 20 40 60 80 100 30 60 90
Fill Top sod 1.25 rn.):
1 PA
••••
"~~
2 01 ST
PA
<3
"~% 7 5<"
1. )0
02 51
~ "-, 00 ~ "
"~
<I 3.07~J.' b,
~D 1. 70
5 03 ST Very soft dark grey silty clay ::<:"0
c \ I.sheu bit J.'.6
'"~116.6 ~ \. 1.2 0
O. ST(Cl)
A / \7 wo "::.<:
I"~
a 1 2.9'0 ~
\ 1.940
i ~ ~8 05 st ~Y.
we 1: ;;9
"~~ 9 .170 360
~ 1/ ;06 ST
10 "V1J t"~ /11 07 ST ~
M-'yo
'. /12
"~11O _RO
08 S1 12.50m \13 "" -,
Soft dark grey silty Clay. 1.230 1.750
14 09 sr ,~OCI( CL)..,
15
,,~,,-30 0
10 S154.90 \16 we
///,//,' ~~
..~»: \;%'~..,,/
~~57.6 0 P 5.260
17 11 S1 Soft to Medium dark grey silty Clay. I///
~
wo /.'/ .
18 )~(SC, Cl) ~~:: 58.740;/
12 sr if: I19 .., /:Z19.20m 1///
,,~:I::- I 7.680
4
20 13 ssHard grey -brown Clay. (Ml, CL ).., [{
21 lO.80m 1 18.690 5
BORING STARTED. Wl. - 1.300 24 HRS.
FACULTY OFRIG.
19-4-51 AFTER BORING
ENGINEERING BORING FINISHED.I=ORWAN lB. JOe No. 1 J 2551
20 - 4 - 51
23
LOG OF BORING No. 2
PROJECT: ntlft11,Jimm LOCATION: 'I!ItImTu68 n.ltlniu 11lfllJl,JlJtI" nnu.
CLIENT
0 Natural Water Content 0 Su(UC) J. Su'(UC).X Plastic Limit il Su(Fv) o SU'(Fv)
o0 6 Liquid Limit x Op/2
I w E --'I..J
CL .sE DESCRIPTION OF MATERIAL
(.) (%)
I(Um2):2 >-' Io <{ (/)
.sz <o is >- 0..
2.5 5 7.50 oc <t:
Ew w w 0::..J
:i o, ..J > o:2 w D- o SPT ,N (Biov.r/ft) .f- a. :2 0 ~~a. <{ >- <{ w
W <fJ f- en o;0 20 40 60 80 100 30 60 90
14 5S'5~
'oopv I ! c
~ I I
22 wo )'?15)
,,~852 rp 21.9 0 ~ 15yS~ 110cm
23 15 SS ,~;"0 ~(;? /24 ~.7<;' "'0 59
16 5S 30 % /Very dense greyish brown fine sand ?;t25 wo 7»:
~~m 5.290 /
~
3018 m26 17 S5
.0
I~~
~.27 V~>/yS 18490 31
'8 ss II28 wo I,,~
Very stiff grey clay
II 253 0
(en 2129 19 55
wo 11130
45.
23.4 0 II
20 S5 m I cc.:~
t IFr~?!'¥"~Wq?~~~1:I I
BORING STARTED. WL - 1.300 24 HRS.
FACULTY OFRIG.
19-4-51 AFTER BORING
ENGINEERING BORING FINISHED. FOREMAN lB. JOB No. 1 /255120 - 4 - 51
24
LOG OF BORING NO.3
21 - 4 - 51
(%)7.5
I LOCATION : 'illilniu 68 n.lOniu n'f1U'~\Jil" nnll.PROJECT : ria ••r,~im.,~CLIENT
o Natural Water Content
x Plastic LimitCJo-' L'. Liquid LimitDESCRIPTION OF MATERIAL
EI>-0-
Wo
Fill Top soil 1.20 m
o 20 40 60 80 100 90
PA
5
o Sl1!UC) A Su'(UC)
L'. Su(Fv) rr Su'(Fv)
~y 7·~·~-+--1---+--1---+--;----+---+----~--1
~3-+_02-+_q_+_~_~ ~, '·0 M 0
~
)f50 Very soft dark grey silty clay ;:y
r-~~-.-o+-- ~~.~.,shell bit ,( y y •
6 I ~ -2<;~~~ 1:5. 1.-101-7 -+_o,_+_~:-+-_so_ (CL,ML.MH ) ~~>i: ---+--+---~_+--__+_/-'il-+__$_'__t"_--_+--__l--___j
~~t \
8 OsS' <0 yt~ I /
1-9--+---+-,-, t-
V
-M ~.t~~f'.I-:r_-++-_~+_~:I~:=/:=:=:\:2'=30=:==:=:06 s 50 ~f 1(8965
~,o-+--+-",-+-- >~~~~~~--l~-+--1-~+-__l--_+--~----r---+---~
" 07 ST ~ Y.~~ I 13"
I--t---f-t-SO -'y/ /
~ ~
~::-+_08_+_::-+_50_~--12_.5_0m----------------------~~Y~
1--t---f-t-50~
I----+--+-I+--t~-t---iSoft dark grey silty Clay. SSA9 3.0;>(1
14 09 5T
"" (ML. CL) / /
'5 ~1--+_'0-+-_5T-+-_'5_16 "C"
~2-+_01-+_ST-+_50_1IIIPA n
2.5
o SPT. N (Blow/It)
30 60
~ 6.0'0 ,",n
;I~ ~'O03 5T
~ 0.81'00.0
t 2,e
5.92\
1 010
<1.670
I \ \
~20-+_13-+_:_,+-45_~ Hard gcoy _brown CI,y. (ML _CL I6.070
<:.'," .' 1.6820.9Om2'
BORING STARTED.
2(}- 4 - 51RIG.FACULTY OF
ENGINEERING BORING FINISHED.FOREMAN 18.
25
il 21
WL - 1.350
AFTER BORING
JOB No. 1 12551
24 HRS.
LOG OF BORING NO.3
LOCATION: 'II lon-Du 66 1l.IOn-DU 11J~U'NUO" nnu.
CLIENT
o SLl(UC) i. SU'(UC)0 Natural Water Content
X Plastic limito0 6. liquid Limit
w E ...J-.Jo, !:'- E DESCRIPTION OF MATERIAL 0 (%):;;: >-' Ici <: en ~
Z (/)is >-
D..u, a:: «
Ew 0 w UJ a:::-.J -.J > o:i c,
UJ D- o,.... :;;: n, ::;: 0Q. -c >- -c wW (/) l- (/) a:0 20 40 60 80 100
0. Su(Fv) "Su'(Fv)
'IX Qpi2 . ,
!L'm)
2.5 5
1._ SPT . N (Blow/tt)
30 60 90
W' I! Lb. 1~ <, ! '
~{3 1/ . -, I I~Z/~< I·z ,.f{~»: 884 " 62
f~:+.-++--+--+--+--~~---4--~---+I---4~:<:t; V I I~.~~~AL47 __ ~ __ +-~__3~(1_0_:~_.~__ ~I__~ __-4
~ 1\ I
14 5S
22 .0
23 15 ss
""24
16 SS
2S .0
26 17 ss
<0
27
18 ss
28 00
29 19 ss
00
30
20 ss
I I II 1
i I2
I Ii I! I
i-r--
2.::i II !
Ii II Ii
i
I
I
BORING FINISHED.J08 No. 1 12551
FACULTY OF
ENGINEERING21 - 4 - 51
WL. - 1350BORING STARTED.
20- 4 - 51RIG.
AFTER BORING
FOREMAN 18.
26
24 HRS.
7 C.I ....)
l' . d'i1it .'. ) \db,\' •. ( t' or 'ne 3SH'~" >" e' ~·.w4li"~I(J'Itit'ie'f;lIi'<.,,~·t'~ 1 t::Y'" '/ f*''f!::'':!'' " ",~~&..s.tYt:)f~ '6! t ( - ,.... ,
PROJECT. : Tm,:lnl srin ff'hnmm OWNER.
LOCATION.
TEST BY,
: 'l5 LOni[J 70 Cl1.l.l4Loni'[J L'lJ'1lUl-.'llJ€l1.l.nm.l BORING NO.1 (Filled Top soil -1.00 m)
lm-.'ln1'nlfl.f"'11fflm~lJllJni mU::1~lm'i~~1,nl'f 1Iv\11'YH.Jl~[J1I~'il~. CASI NG DEPTH 7.50 m
JOB No. ~LV'll!f1/2551
OBSERVED W.L. -1.20 rn,
DATE. 17-18/4/2551
DEPTH~
0 M. ...z §>w
§ 8it:::i: . -:-
,I'j :~.«FRPM(J)
PA 0.00
ST-1 1.50 2.00
PA 2.00 3.00
ST-02 3.00 3.50
WO 3.50 4.50
ST-03 4.50 5.00 1111.08
WO 5.00 6.00
ST-04 6.00 6.50 103.83
WO 6.50 7.50--ST-05 1 7.50 1 8.00 1104.92-WO 8.00 9.00
ST-06 9.00 9.50 1 92.08
WO 9.50 10.50
ST-07 10.50 11.00 76.16
WO 11.00 12.00
ST- 08 12.00 12.50 I 49.68
WO 12.50 13.50 I
ATTERBE.RG LIMIT SIEVE ANALYSIS
·I··~ I''••\~.\>..".r>· .% FINER
.t.: •.......•••• ' .....••.•. "",' ..•••.. ···· •.·:··.·.'.1,:::··· ·1····
10:
-
Ng,.·:jN6.
40 I 200
50
UNDRAINED SHEAR STRENGTH , Vm~2
B.. zUNCONFINED FIELD VANE UU 0 ~ §~ .... f= 2 ew ~ z l Q)(J
SHEAR SHEAR TEST ~ 0 0 .Qlii: 0 8 .Q...(jj
•.... n:: f= o0 w <! e E5 QLiJ21 Qu;/2< I Cl.. z o. ~. Ql ro
Qv QV' Su w~
.... a::.Cf!'0. Cl..UJz
(1/2)Qp(f) UJCl..
CL 1.7251.352 50
1.391 CL 2.355 50
1.388
1.384
1.656
CL 2.290
CL 1.350
CL 2.780
27
50
50
50
'V.revf''*" ··Iif'?HsittiWt%"""iteirtWt5'C'·' w·t '# t·'it' 'Md ·"flftiiIP rW.cz'···>c",. HS'1i··WY·x hS••.•re··t ..•· ~ ••~·r.oiI'i.~""""·~~.l_~~~$~.!IIr"" uf·rei'i~!5ft!·~'·' r!¥ '< ••.•• """,,'.>I;oi'..~~~-...;. A .,;ji~,,~~ ••.!•••_ t
PROJECT. ; Lm..:Jn1'l'rio,,71..:J!l1m1 OWNER. JOB No. \~bf'l!I-1/2551
LOCATION.
T EST BY.
; on b!lnitJ 70 nWiHeJn-6V b'lJo/llJ1-:JlJDU rmu BORING NO.1 (Filled Top soil -1.00 m)
Lfmm1-Qfli..:JtJimn·rnJ 1Vn'1 flrn::if'!1nn3Jf'I1"o/lf lJVtli'Y1tJ1~mJVi~~.
OBS[RVED W.L. -1 20 m.
DATE. 18/4/2551.
DEPTH ATTERBERG LIMIT M SIEVE ANALYSIS UNDRAINED SHEAR STRENGTH. t/rn'2cQ~ ~
M. I- %;: .. % FINER
zUNCONFINED FIELD VANE UU z ~
0 z 0 0 'z Ez ~ 13 i= f-. f= ~ 2 e- o«w a w o ill ~ Z U\ Ql~ Ql.J 3 t: SHEAR SHEAR TEST 0 0 ~ > a(L u iij u fo- 0:: i= 8::E a:: ~ , (fJ 0 ill e! -c :0 E« " ... ' s CL Z 0 ~ Ql coFROM TO w Ll. .Pl. .··.1< 'Pic . 'No . ·No. No. No. No. Qu/2 Qu'/2 Qv QV' Su W 0:(/) •... '::J Z l- e:: If)
~o CL
l- e! illw I- Z
.' :'. ?: 1·3/8'~ 4 10 ,.. 40 200 (1/2)Qp(J) ill
I'CL
ST·09 13.50 14.00 60.020 40.67 28.30 12.37 1.605 - - CL 2.730 - .. - - 50
WO 14.00 15.00 - - - .. - - - -~.
ST·10 15.00 15.50 55.410 32.50 22.86 9.64 1.637 - - - - CL 2.840 - - - - 50
WO 15.50 16.50 - - - - - .. - - - - - - - -ST·11 16.50 17.00 46.080 42.75 27.43 15.32 1.659 - - - .. CL 3.920 .. .. - - 50
WO 17.00 18.00 - - - - .. - - .. .. - .. - - - -
ST·12 18.00 18.50 44.04 30.70 24.09 6.61 1.662 - - - - CL 4.360 - - - - 50
WO 18.50 19.50 - - .. - .. - - - - - - - - - - -ST-13 19.50 20.00 36.45 28.50 24.75 3.65 1.779 - - - - CL 5.050 - - - - 50
WO 20.00 21.00 - - - .. - .. - - - - - - - - - - - -85-14 21.00 21.45 47.06 - - - 2.850 - - - .. - - - - - 14 40
WO 21.45 22.50 - - - - - - - - .. - - -8S-15 22.50 22.95 36.58 - - - 2.960 - - - .. - 17 30
4 •
WO 22.95 24.00 - - .. .. .. .. - .. .. .. .. -
SS-16 24.00 24.45 20.61 - - .. - .. - - .. .. - .. 82 25
WO 24.45 25.50 - - - .. .. .. - .. .. .. .. .. .. .. .. ..
S.5-17 25.50 25.95 28.62 - .. .. 3.380 .. .. .. .. .. .. .. .. .. .. .. 11.250 23 35
28
! :.,-.PROJECT.
'rtf'" "j"c'tmt trwrttt""i~n ·q¥t"',#''S" .•.•t .. en'''··W ·t'i"h>4d~",,,'H!e'·'m7'~'l"'V·d? i '2M" t··, ·'(triM' ~"'" "'d'"L"tdtllh .,.',)I·it •••••' ••, .,.' 0'/0',,' t
JOB No. ~\Ylbf1/2551
LOCATION.
TEST BY.
: Lm·.:Jnl.n£lfff,.,jDlf11. OWNER.
: on \onitJ 70 t)'U.'U.Loniu L"lJ'1llJl..llJO'U,nnu BORING NO. 1 (Filled Top soil -1.00 m)
lm..ln1.-5!iltf.,jl111'11n·rnJlU!il flrn::imnn3Jf'!lA'<nf lJ'\,ni'YI!:Jl~t.JlJ~~~.
OBSERVED W.L. -1.20 m.
DATE. 18/4/2551
r I SIEVE ANALYSIS~ j
1
M. '1' ~ "f-' ·%.FINERf-----,.,.-,.,.....-. J: I=!. ., 15'j ',".::: :.,Z<:.,W::······8 '3
a:: ~-.....;,;;.----,...---.----.--I~ . . . ~~.3. .-. ti:;.
3 4 I 10 I 40
ciZw~.
::2''<{(J)
ATTERBERG LIMIT
3.470
3.060
200
No.
WO I 25.95 27.00 I
SS-18 I 27.00 27.45 I 22.49
WO 27.45 28.50
SS-19 28.50 28.95 23.87
WO 28.95 30.00
S5-20 30.00 30.45 21.78
End of BoringI I I I I I I I I I I I I I I I I I I I .j-. I I
I I I I I I I I I I I I I I I I I I I I --+-.. I I
I I I I I I I I I I I I I I I I I I I I ---+- I I
I I I I I I I I I I I I I I I 1 1 1 II+- I I
1 1 1 1 1 I 1 I 1 I 1 1 I 1 1 I 1 I 1 1 --+- I I
DEPTH
FROMl TO .•.
UNDRAINED SHEAR STRENGTH, Vm"2
zUNCONFINED FIELD VANE UU z z E0 0;::: ~ ;::: ~
~ ~ o« LU.~ Z Q)o
SHEAR SHEAR TEST ::.:: 0 0 ~ OJ
.~
0 > C..1- 0::: ;::: o· 8 E0 w -c
~:0
QUf21 Qu'f2 Qv I CL z '0 ~ OJ roQV Su w Z I- cr:: (f)o CL <t: UJI- z
(1!2)Qp I(/) UJCL
11.250 25 25
5.000 9 30
54 25
1 11111 II I I I. I I I I I I I f- 1--+-·-- I I
29
;.·"'*;tit¥i'Itii.'z,"'i>'i\rpe.n..:e.t--it~~-'·~~l<;,~~~"":':';":.:..J;.r,.;,Jo:'~':'>;;;~~~''''··'4:~,.:.\::!.:.,.~-:,;::,,:,:,<,.',',,;;,:,-at' W· $'tte ...••w#' .•••••••••••••.... _,.,.~, .•..,,.:." , = 5'M' ;..,.,; ~., ..•...••.lo..;_;.•.•.~,_,.""'~/.t •••....,""'•..•.~;"'""'"'-~-'...:..01-,.••,••••••..•••*'-- ".•.•....•..•....••,."-;,'i ••••••• ,•• ,,~ .•••.•.••••••• :.•,•• : ••••.•••• ~~l'· .•,-'-' -,,~. Vb ·• .. s
PROJECT. : Tm\ln17rieJR'hJEl1m')" OWNER JOB No. Yhl'1~1/2551
LOCATION,
TEST BY.
: 'l5 l1lniu 68 tl\.l.'UL1lniu L'lJG1tJl.JtJEl\.l.mUJ BORING NO.2 (Filled Top soil -1.25 m)
1m.,jnT~~G1c#.,j<jlWln~~lJtU!i1 f1rn!:lmm~lJf'11ffc,ilf lJmlYluIGtLJlJ~CjJG1. CASING DEPTH 7.50 m
OBSERVED W.l. -1.30 rn.
DATE. 19-20/4/2551, .. ........ .'-----:- ........ : .. :.. . ...: ..
DEPTH ATIERBERG LIMIT M SIEVE ANALYSIS UNDRAINED SHEAR STRENGTH , t1m~2c
<f: § z Zo M. .... % ....' % FINER 0 UNCONFINED FIELD VANE UU 0 z Ezz w J: : ~ f- ;:::: ~ ? .I!' oI- o
UJ z· Ui !: 0 l1J ~ ..Z vi Q) m-l 0 .5: .
~
SHEAR SHEAR TEST ::xc 0 0 3: > 0.a. . ·0 o f- a:: ;:::: 0~ . I- 0 W « 8 0 Ecc ~ o~ .ur
LL. . PL . ~: ... :.:I::· . : o, Z 0 Q) co
FROM TO I- PI;· No. No. ··No. !No. No. Qu/2 Qu'/2 Qv QV' Su w Z f- 0:: (/)
~ ..:.0 c, « wl-
•••.~
f-- Z·3/8" 4 10 40 200 (1/2)Qp
(n w:. ..:. .: :
o,
PA 0.00 1.50 - - - - - - - - - - - - - - -
ST-l 1.50 2.00 - - - - - - - - - - - - -
PA 2.00 3.00 - - - - - - - - - - -ST- 02 3.00 3.50 73.550 32.18 21.57 10.67 1.450 - - CL 1.360 - - - 50
WO 3.50 4.50 - - - - - - - - - - - - -
ST- 03 4.50 5.00 103.07 35.21 24.89 10.32 1.395 - - - - - CL 1.370 - - - - 50
WO 5.00 6.00 - - - - - - - - - - - - - - -ST- 04 6.00 6.50 116.65 45.39 29.72 15.67 1.381 - - - - CL 1.230 - - - - 50
'NO 6.50 7.50 - - - - - - - - - - - - -ST- 05 7.50 8.00 102.94 55.32 42.96 12.36 1.399 - - - - CL 1.940 - - - 50
'NO 8.00 9.00 - - - - - - - - .. - - - -
ST- 06 9.00 9.50 96.17 40.32 28.14 12.18 1.395 - - - - - CL 2.360 50
WO 9.50 10.50 - - - - - - - - - ..ST- 07 10.50 11.00 - - - - - - 0
WO 11.00 12.00 - - - - - .. - -ST - 08 12.00 1250 44.33 - - 1.646 - - CL 1.580 50
WO 12.50 13.50 - - - - - - - - .. - -
30
'>-CiHwedfrl& .. 'tn'Wtec n±"flb"n?1it'"ieB·'"Q'1Y.f tfW,wt-If.·$lk&'9k· <v·\l"§">tr'fwt' •.",,.bf.-'""H ·d».J'·j;'~~":,:I>O:~.,..;r..;.~·~ •......:.:r.~..:",, 'i1N# MH· $".1 ..~ 'e '1"1. "·W";,r'· ....~\~;;. ...:..=:...._~""'_.~~~>i~~~<W..a.:.t:;t.o.~;;..;~.,,-...!. ·1" .~,.·r b'.... ·M ff''fl t.
PROJECT, : rm"nl'Hi1Jfffl"1Jlm~ OWNER. JOf3 No. Y1ll'!~1/2551
LOCATION. : 'll ltln'lflJ 68 (J'\.\'u.liJn'lftJ L'lJ~Ul"UEl'\.\n'YllJ BORING NO. 2 (Filled Top soil -1.25 rn )
tm"nlj')'il<t"'ilrnnjjlJllJ!l1 f1rn::ll'!lnrnmlffo/lf :l,nnl'YltJlttJlJ~V1f1. CASING DEPTH 7.50 m
OBSERVED W.L. -1.30 rn.
TEST BY. DATE. 19··20/4/2551
DEPTH AHERBERG LIMIT M SIEVE ANALYSIS UNDRAINED SHEAR STRENGTH, Um"2<
;,~ ~ z zM. .... % % FINER UNCONFINED FIELD VANE UU E0 z f-: 0 0 zz UJ I ;::: .... ~ ~ 2' ~ oUJ
>- <:I « UI ~ z en 'aJz tn u ~....J0 ~ u: SHEAR SHEAR TEST ~ 0 0 ;:: a.0- u ;;, 0 l- n:: ~ 0 0~ 0::
•....V) 0 w <{
~ E- O E-c UJ Z « 0... z 0 <ll too» FROM TO >- LL PL. PI. ::J No. No. No. No. No. U QlI/2 Qu'/2 Qv QV' Sli UJ Z I- 0:: C/)~
0...<{ WI-
W >- Z~ 3/8" 10 40 200 (1/2)Qp
(/) w4 0...
ST- 09 13.50 14.00 51.230 - - - 1.653 - - - - 4.750 - - - - 50
WO 14.00 15.00 - - - - - - - - - - - - -ST- 10 15.00 15.50 54,960 30.25 20.02 10.23 1.622 - - - - - 3.090 - - - - 50
WO 15.50 16.50 - - - - - - - - -
ST- 11 16.50 1'1.00 57.670 35.21 22.76 12.45 1.601 - - - 5.;~60 - - - 50
WO 17.00 18.00 - - - - - - - - - - - - -ST- 12 18.00 18.50 58.74 31.75 25,19 6.56 1.706 - - - - - 2.600 - - - - - - 50
WO 18.50 19.50 - - - - - - - .. - - - - - - - - -S5- 13 19.50 19.95 27.68 - - - 3.150 - - - - - - - - - - 43 30
WO 19.95 21.00 - - - .. - - - - - - - - - - .. -S5- 14 21.00 21.45 18.69 - - - 3.070 100.00 98.59 82.12 55.38 5.91 SW - - - - - - 53 20
WO 21.45 22.50 - - - - - - - - - - - - -S8- 15 22.50 22.95 21.9 - - - 100.00 99.85 93.50 78.10 5.66 SW - - - - - 50i10eni 15
WO 22.95 24.00 - - - - - .. - - - - - - - - -S8- 16 24.00 24.45 17.65 - - - 100.00 99.65 96.99 53,65 6.86 SW - - - - - - 59 20
wO 24.45 25.50 - - - - - - - - - - - - - - -SS- 17 25.50 25.95 15.29 .. - - - 100.00 99.80 94.49 48.33 5.70 SW - .. - - - - 30/8em 15
31
''''sf' '..- l' -, 'U . _ 2 T h' ,I,," ," ' ,.. "'--"'" "1--,· •• ,., ., , ••. ,. 0" '~t!'l<:>'I~'f':t'Y""i::>P" i'~~ \"',.RE~UL T\5" - ...,.., . I.,' ',., ••.•..••.••••• _,_.""~~'''.,_.~_-~,~.~~~~"" •• 2,> "Y'
PROJECT, : tm~m,.ri8~fl.JEl1m1 OWNER. JOB No, Vhl1!'l!f1/2551
LOCATION,
TEST BY,
: -n L1ln'l1'u 68 blU'ULEln'l1'EJL'lJG1tJl~tJElU rmu BORING NO, 2 (Filled Top soil -1.25 m)
Lm~nl"~G1~~'11f11m13J Ium f1rn:::lfldmd3Jf11~'1lf 3JVJ11'Y1!J1~U3J~G1I'l, CASING DEPTH 7,50 m
OBSERVED w'L, -1,30 m,
DATE, 19-20/4/2551............ : :.'.'.:..
DEPTH ATTERBERG LlMIT",SIEVE ANALYSIS UNDRAINED SHEAR STRENGTH, Um~2:, ",,:' ",. ",' ":,,:.'t rc--,--,~-,---,---.;,....• '.,.,,"--c-"..' •..,'"-----,-----,--.--__i
ci M. ~. % .,:.,':~.. I % FINER ~UNCONFINED FIELD VANE UU 6 z ~ Ez .,'W , I· : >- f-- i=' ~':=:>. ULiJ ~ '. . ~ <I: W <{ Z Ul <-----ci' 8 ~ ~ SHEAR SHEAR TEST Q g: ~ Q ~ ~ '*-:E a:: " !::, , t2 0 Wz «0 ~ 1i 8 E~ " W ': Z :5 a. a:: ~ . Q) ro, . FROM TO ';;: '.• LL, .,.PL '.:" PI, ":lNo,, No, No, No, No. o Qu/2 Qu'/2 Qv av' Su 11: ~ t:u a::: (f)
~ ~ ~ Z~ 3/8' 4 10 40 200 (1/2)Qp 11:
WO 25,95 27,00 - - -" - - '. " "
SS- 18 27,00 27,45 18.49 - " ,,2,990 -" - 13.750 31 25
WO 27.45 28,50 - - I ,,- ,,- - - " "
SS- 19 28,50 28,95 25,37 - - - 3,340 -"" ,,- l,500 21 20r----_r--_r--_r--~--_+---__i---~-_;--_r-~--~-~-_+--_r--~r_--~--__i---~--~--------,--.-------+----~WO 28,95 30,00 - - - - " - ,,--
SS- 20 30,00 30.45 23,43 - 3,670 3.150 20 20~---------~--~End of Boring
r---_r--_r----_r---~---_+---~---~-~---_r-_4----+_--~--_+--~---~~---~--~---~--,---,--------,~,,--------_+----~
r-----+-----r----+-----r-----r----4-----+----+----t---4----r---r---t----+-----4------r-----t-----4---------------r----------~----_4
c)L
"I'? t't i'fW'ri"""'trrr' "M")' ala be £ 1M f"l';1¥ifflA1i;;$& ""'~~~~~""r' ~"'"" "f! ? ycWt:?,*)~~""::;""'~':~"""""~~'·ii "'C.".'b "h'"W'*ij<;G!;,'~'WlO&I¢i;",," '" j ":" "'".6 •.•'0 t wn'S±
PROJECT. : Lm"nTl'riEHl71"tllTl11 OWNER. JOB No. ~LI'I~1/2551
LOCATION.
TEST BY.
: 'I! Lllniu 68 (')'U,·\.uoniu L'lJq)lJl"lJO'U, n'Y\:lJ BORING NO.3 (Filled Top soil -1.20 m)
lm"n11'i)'il~"'11I'11m"i:lJhJ:ri1 flrn::1WJn1"l~fllffqJf :lJv\11'Y\t.Jl~t.J~~<mL CASING DEPTH 7.50 m
OBSERVED WL. -1.35 m.
DATE. 20-21/4/2551
DEPTH ATTERBERG LIMIT SIEVE ANALYSIS UNDRAINED SHEAR STRENGTH . t"n~2
0 M.~..•....•.. if ...•••.••
% FINER z UNCONFINED FIELD VANE UU z g EI •'. 0 0z '. .. ""', ~ t- i= 2.~
()
UJ
ii>·> 1·· •••··<o .W ~ z :en 'CIl Q):
~. ~..'. ..... ' .. I.~ .• SHEAR SHEAR TEST ::.::: 0 Q :;; > '0.i o f- er f-- ·0 . 8~. .~ ..
0 w « c? .~. EfROM. TO ,>lil .., .... I·,,:',,'P[/' ··pi
.....•.•.•... ~.••.•.. 1:~9. #~.I<~().· '··.No .•. Ou/2 . 6~'/20- Z a CIl m·u» 'No.' Qv QV' Su w Z t- o:: C/)
.. ,"
I?"·'·'·.<: ..' U' .. a.' « w
I··· •. .. \ I,' I: t; z.' 'I
Ii •.•·.,•.•.••·,•••..• < <4 ...... .,. w
.'. . ... :.. ',., .... , ...."" ...... ....)18~··· 200 . (1/2)Qp 0-
PA 0.00 1.50 - - - - - - - - - - - - - - -
ST-1 1.50 2.00 - - - - - - - - - - -
PA 2.00 3.00 - - - - - - - - - - - -
ST- 02 3.00 3.50 66.040 38.50 17.94 20.56 1.517 - CL 1.170 - - 50
WO 3.50 4.50 - - - - - - - - - -
ST- 03 450 5.00 113.45 33.00 18.52 14.48 1.385 - - - - CL 1400 - - - - 50
WO 5.00 6.00 - - - - - - - - - - -
ST- 04 6.00 6.50 115.29 38.50 14.77 23.73 1.385 - - - - CL 1.460 - - - - - 50
WO 6.50 7.50 - - - - - - - - - -
ST- 05 7.50 8.00 100.08 40.00 25.70 14.30 1.373 - CL 0.810 - - - - 50
WO 8.00 9.00 - - - - - - - - -ST- 06 9.00 9.50 89.65 - - - 1.431 - CL 2.130 - - 50
WO 9.50 10.50 - - - - - - .. --- .ST- 07 10.50 11.00 71.38 - - 1.504 - - CL 2.2'10 - 0
WO 11.00 12.00 - - - - - - -
ST- 08 12.00 12.50 55.92 - - 1.~)66 CL 3.0,10 50-- --.-- .._-_.
WO 12.5U 1:3::'0
33
,. t t"'Zft'«" ···,-tfitrftiibr1if •• tirP-H'icd .l'qy d.v"¢' t "if"-'.ifn".; ••••~~~·~'"'·~·!i-""" .•.--..··d_.-~.,~.;;
~~'Lcli'iWt"·3t"·;·'b4·!" !;-:.i; ••• .., _•• ~_ .. ~.L-~..'.,0< •.. <_ ~, __ ,,_~ ~:: ••••• j.,., •.•••••""-':~~.; .• :.[,.•.•.,•••l._~ •••.~: .•~>.i •••. .:.•••. ~•• ~ •.:...~ ••~a.. ••..._>...oo>.,< )Of"
PROJECT. : tm.JnT~TiiJ,rhJiJlmd OWNER JOB No. Y1ll'1'1:}1/2551
LOCATION.
TEST BY.
: 'll Lelni[J 68 Cl'U.'U.Ltlni[JL'lJ'il1Jl.,j1.Hl'U.rmu BORING NO.3 (Filled Top soil -1.20 m)
tm.,jT11j~~k""jlll!lnn~t!.JIil T1rn::lmmJ~m~'ilf ~v\lll1tJ1G1!'J~~mL CASING DEPTH 7.50 m
OBSERVED WL -1.35 m.
DATE. :20-21/4/2551
DEPTH ATTERBERG LIMIT '" SIEVE ANALYSIS UNDRAINED SHEAR STRENGTH, tlm~·2< . .'# E
o M. \i % :: % FINER 6 UNCONFINED FIELD VANE UU is z Ez ~ I i3 ~ •... 1= ~ £ .,...ow ....., ·z - u W « Z "in L' .•..•..•
cC 0 '.' ~ !'!; SHEAR SHEAR TEST Q . ~ §! Q ~ ~ ~"'" U" (J) 0 w« •... - 0E""" '. ~..·,.c,.". .•.... ~ .' (J) c, Z 0 ~ 8. o ro(I) FROM·' TOI;i I .: '.' ". PI. I::J. . No. No. No. No. d Qu/2 Ou'/2 Ov oV' Su ~ ~ G:i £ CI>
.: .;;:....... Gi.. ,'. ~ Z
< ...>< I ··.5:'.'3/8:' 4 10 40 200 (1/2)Op ~
ST-09 13.50 14.0055.490 - - 1.615 - - - - CL 3.020 - - - - - 50
WO 14.00 15.00 - - - - - - - - - - - - - - - -
ST-10 15.00 15.50 44.670 - - - 1.629 - - - - - CL 2.010 - - - - - - 50
WO 15.50 16.50 - - - - - - - - - - - - - - - - -
ST- 11 16.50 17.00 55.410 - - 1.626 - - - CL 2.520 - - - - 50
WO 17.00 18.00 - - - - - - - - - - - - - -
5T- 12 18.00 18.50 35.49 - - 1.701 - - - CL 3.420 - - - - - 50
WO 18.50 19.50 - - - - - - - - - - - - - - - - - - -
5S-,13 19.50 19.95 36.07 - - - 2.86 - - - - - CL - - - - 15.000 21 30
WO 19,95 21.00 - - - - - - - - - - - - - - - - - - -
SS- 14 21.00 21.45 31.68 - 2.740 - - - - CL - - - 15.000 18 35
WO 21.45 22.50 - - - - - - - --
5S- 15 22.50 22.95 18.84 - 100.00 98.39 93.13 80.63 3.95 5W - - 62 •. 20
WO 22.95 24.00 - - - - - - - - - - - - - - - - -
55- 16 24.00 24.45 17.42 - 100.00 98.19 95.25 82.21 4.23 SW 30/10cm 20
WO 24.45 25.50 - - - - - - - - --
S5- 17 25.50 25.95 - - - - - - -- 50/10cm -
34
;.\'(9" "aW'in'fMi!,:.¥" ··,· •••••,a=WS.'Hi.'J'· A:;x'., -? .~'.;...~.;;c~~~~~ .•..:....:.•..o..>.::.i:.:~,.:... ••••••..• .; •. ;,~,' a~:WiItir&t~, '~IIr .••.• ~~. ~"'i"~ ''''''~'''''''-,.•.__.•••...•-:.,~.. .....;f.
PROJECT. : tm.JnTJriElRi'\,'Hl1m, OWNER JOB No. i;bm~1/2551
LOCATION.
TEST BY.
: -n LiJn'lltJ68 tl'UuLEln'lltJ L'lJ(ilU1JUiJUnrUJ BORING NO. 3 (Filled Top soil -1.20 rn) OBSERVED W.L. -1.35 m.
1~'.Jrn'~<il.t.J'11mmnJ LtJ1il flrn::ifllm,:lJf'11~l?lf .,nnlYlr.ml£J:lJ~<fi"'. CASING DEPTH 7.50 m DATE. ;:>0-21/4/2551-------,.....
DEPTH ATTERBERG LIMIT '" SIEVE ANALYSIS UNDRAINED SHEAR STRENGTH, tlm'2c,-S!" 'E .._ ...-
"" z zM. .... % % FINER UNCONFINED FIELD VANE UU E0 z •... 0 0 zz w I ;:: f-- f= ~ :2 e- o.... o «UJ z W u UJ ~ Z Vi <Il 'al-l 8 SHEAR SHEAR TEST ::<: 0 0 ~a. ?: u: 0 > a.in ,.- IX i= 0 8:2 0: ....Vl 0 L1.I <{
~ :9. E<{ w Z « a. z 0 <Il ro(f) FROM TO .... LL, PL. PI. ::) No. No. No. No. No. -' Qu/2 Qu'/2 Qv av' SU \.JJ Z ..... a:: (f)
~u o,
<{ LlJ....w ..... Z:;: 3/8" 4 10 40 200
U) LlJ( I/~')ap a.
-WO 25.95 27.00 -
SS- 18 27.00 27.45 18.69 .. - 3090 10000 78.eO 5'1.22 35.3'1 6.50 SW 13.150 29 30"--.'--
WO 27.45 28.50 - .. - --------
SS- 19 28,50 28.95 24.76 .. - 3.210 - - CL 7.500 22 25
Wo 28.95 30.00 - .. .. - - -
SS- 20 3000 30.45 21.73 - - 3.530 .. CL - - 7.500 24 20
End of Boring
.'
35
Principle of Basic Design Concepts.
36
PRINCIPLE OF BASIC DESIGN CONCEPTS
1. PILE DESIGN
Static pile formula
....... (1)
where
au = Ultimate capacity of single pile.
Of = Load carried by friction aiong perimeter of pile.
Oe = Load carried by end bearing.
W Weight of pile.
And O, = [(Of+Oe)/F.S.]-W
where
O, = Allowable single pile load capacity.
F.S.:-: Factor of safety.
1.1 EQL~he~ye soil.
1.1.1 The load carried by friction (Of) of the single pile in
compression can be determined from the following
equation.
Of = L (qf}P
= L (UcL)P .................... (2)
where
c, = Unit positive skin friction.
U. = Adhesion factor or reduction factor of friction
pile in Clay ( used average curve of curve of
Holmberg, 1970 for Bangkok clay) see Fig B.
c = Undrained shear strength of the soil
determined from unconfined compression
test or see Fig A.
37
P = Perimeter of pile.
L = Length of embedment of pile.
1.2 The load carried by end bearing (OJ of the single pile
can be determined from
- (7.4 c + G.,o ) Ap
or O, = (9c + avo) Ap , if D/B > 25 (3)
where
c, = Unit end bearing capacity of soil.
G.,~= Total overburden pressure at pile tip
= Y,·D
Y: = Total unit weight of the soil.
Ap = End area of the pile.
B = Diameter of pile tip.
The ultimate capacity of the single pile (0) in compression
without the consideration of the negative skin friction is:
Qu = Of + Oe - W
= I (UcL)P + (9c + Gvo) Ap - W (4)
Due to the significant difference in the compressibility
between soft clay and stiff, the drag down force resulting from
the negative skin friction in the soft clay must be expected.
Then
Consideration of the negative skin friction becomes:
38
..................... (5)
where
fns = Drag down force.
= 0· U'OA,
For soft clay. ~ is between 0.20 - 0.25
CJ..c, = Effective overburden pressure at the middle of
soft clay layer with consideration of hydrostatic
pressure.
1.2 For cohe~ionless _soiL
1.2.1 The load carried by friction (01) inthe sand layer can be
determined from equation.
Of = I (qf)P
= I(KCJ,oL. tanO)P (6)
where
U.0 ::: Effective overburden pressure at the middle
layer under consideration.
o :::Angle of wall friction.
= 075~
~ = Effective angle of shearing resistance.
K ::: Coefficient of shaft friction.
The value of K for driven concrete pile in compression
are determined from the following table:
Nt 0-4 4-10 10-30 30-60 >50
(Blow/ft)
K 0.5 0.6 07 0.8 1.0
39
where
N' = Correction standard penetraion test.
= N when N < 15 Blowlft
= 15 + 1i2(N-15) when N > 15 Blow/ft
N = Field blow count.
1.2.2 The ultimate end bearing capacity (Oe) of sand is determined for the
following equation:
.................................. (7)
Then
O,J = Of + Oe - W
= I(K G,o.L tanD)P + ( G,a Nq,l\" - VV )... (8)
when
G,.D = Effective overburden pressure at pile tip
Nq = Bearing capacity factor, determined from Fig E
2. SPREAD FOOTING DESIGN
Terzaghi's formula
0u = 1.3cNc + yD,Nq + 0.4yBNy .....•.....•........... (9)
where
Qu = Ultimate soil bearing pressure
c = Undrained shear strength of the soil determined from
unconfined compression test or see Fig A
y = Total unit weight of soil.
40
Of = Depth of footing.
Nc . Nq • Ny = Bearing capacity factor. determined from Fig E.
B = Dimension of footing.
2.1 For Cohesive Soil
~ = 0 . Nc = 5.7 . Nq = 1 and Ny = 0
From equation (9)
......................... (10)
2.2 For Cohesionless Soil
c = 0
From equation (9)
.......................... (11 )
41
"lJ
z
zot-
~t-WZUJ0..
orz«oz«f-(f)
3.0 3.52.5 ".02.0
UNCONFINED COtP?ESSIVE STRENGTH .qv ( t / f;, ~2 )
Fig A RELA TIONSHIP OF UNCONFINED COMPRESSIVE STRENGTH AND STANDARD PENETP-A TION
c::of-
o«LL
I I I I I I I
zQ(f)
~is«
0.-'
02 t I0.0 - )
a
I I I I i I I I I I I ! I II I I I I I I I I I I I I I
5 10 15
UNDRAINED S~~AR STRENGTH ,Su ( t / m A 2 )
Fig 8 RELATIONSHIP BETWEEN ADHESION FACTOR AND UNDRAINED SHEAR STRENGTH
42
..... - _-------_.- .
II
::t f~ Ic:-ot-
U~:z: 0.80;:::0 r--~is Io
I,0.6 ! j
Ioj I
- 20
'lJ
I / S~ = fL fd1VJ I I I .
f : I I I I IfIi I i I 1--[ lI -I I I I I I--iI I I I I I f I
E.O cO 100
PLASTICiTY INDEX ('Yci
Fig C FiELD VANE SriEAR CORRECTlO'-J FACTOR VS. PLASTiCITY INDEX
~ :!.-. --;-1--+---1 ----:-1 --,-I ----,---+/---;---.-i --;-----;--------;-1_--;--1 _1~, ,61\ 1 I I I 1 I I ,! I J~ I J \ '_---;...1---...:...1.~I__+_I---;I~I--7--1 -;-i~!~l -;12 ., \1 I ) I I I , I / I I: 1'1 r I Iii !"·~i"'·'l'~......-;...-I-/7-i _/:-1 ---il~ I.°l;--:---~f~--'-/-----.-.!I--:-l ---;-/--;-----;/--:-1 ~j {
8:J I I i /. I 1 1·1 I I! ill {1:--:------..:!-~1
o. <:~_;:'::---:-'::---L.-~_~--L.-.l-~-~~~_:_'_::___:_".o 0.5 1.0 1.5 2.;:; 2.5 3.0 3.5 ~.':: 4.5 5.0 5.5 C.O
Fig D STANDARD PENETRATION TEST .. N" CORRECTION FACTOR VS. EFFECTiVE OVERBURDEN
EFF=:CTlVE OVERBURDEN PRESSURE ( t I m ~2 )
'~., PRERSSURE (FROM PECK. HANSEN AND THORN8URN. '973)1~-,
1:,lI--
43
. - "'~~ -~~~~~~.-~ ,..
I Vel}' Loose
I ,LooseVeri [1ef/S8
f-ooLL
1<;0
~I~I I.1
Mediu"l De,~se
~I I I l,-I
I~ ",I I !II ~I I ! I
I f
I I I I"Z I' I
<, i I -I I I I I~I
I I I I I I /1 ~I ,""[ I I I I .I I / I,
I I I I fNc l II
H f
'! I !I I 1
z<0 Q
f--
c2SO ;.;Zw
60 c,
oc:::<oz<f-if)
0::wa...
if)
5o10 a;
a
1,,0 ,20 Z
120a
Z
o '10Z«z~ IGO
0::of--U<u,
so
:ra...
G«0-«U
(9ziX«UJOJ
70
ANGLE OF INTERNAL FRICTION , ~ ( DEGREE)
Fig E RELATIONSHIP BETWEEN BEARING CAPACITY FACTOR ,ANGLE OF INTERNAL FRICTION AND
STANDARD PENETRATION TEST (FROM PECK, HANSEN AND THORNBURN, 1973)
44
.--------.-- ",.~- - --.-~------..~ .
1. LIST OF TERMS USED
3. UNIFIED SOIL CLASSIFICATION
4. CHARACTERISTICS PERTINENT TO EMBANKMENT AND FOUNDATIONS
45
LIST OF TERMS USED
DRILLING & SAMPLINGA SYMBOLS
SS
ST
PA
SPLIT-SPOON - 1 3/8 "1.0.,2"0.0., EXCEPT WHERE NOTED
SHELBY TUBE - 2" 0.0., EXCEPT WHERE NOTED
POWER AUGER SAMPLE
DB DIAMOND BIT - NX:BX:AX:
CB
OS
CARBO LOGY BIT - NX:BX:AX:
OSTERBERG SAMPLER - 3" SHELBY TUBE
HOUSEL SAMPLER
WASH SAMPLE
FISH TAIL
ROCK TAIL
WASH OUT
HS
WS
FT
RB
WO
Standard UN" Penetration: Blows per foot of a 140 pound hammer falling 30 inches
on 2 inches 0.0. split spoon, except where noted.
WATER LEvEL MEASUREMENT SYMBOLS
WL WATER LEVEL WHILE DRILLINGWD
WCI BEFORE CJlSING REMOVALWET CAVE IN BCR
OCI NTER CASING REMOVALDRY CAVE IN ACR
ws 1£ NTERBORINGWHILE St\MPLING
Water levels indicated on the boring logs are the level measured in the boring at the times indicated. In pervious soils, the
indicated elevations are considered reliable ground water level. In impervious soils, the accurate determination of ground water
elevations is not possible in even several days observation, and additional evidence on ground water elevation must be sought.
CLASSIFICATION
COHESION LESS SOILS COHESIVE SOILS
"Trace" If clay content is sufficient to that clay domonates soil1% to 10%
"Trace to some" properties, then clay becomes the principle. Noun
with the other major soil constituent as modifier: i.e.
10% to 20%
"Some" 20% to 35%
"And" silty clay, Other minor soil constituents may be added
according to classification breakdown for ohesionless
soils, i.e., silty clay, trace to some sand, trace gravel.
35% to 50%
Very Loose N = 0 - 4 blows
Loose N = 4 - 10 blows
Medium N = 10- 30 blows Very soft : 0,00 - 0.25 Tst. Or 0- 2 blows
Soft 0.25 - 0,50 Tst. Or 2 - 4 blows
Medium 0.50 - 1.00 Tst. Or. 4 - 8 blows
Stiff 1.00 - 2,00 Tsf. Or. 8 - 16 blows
Very Stiff : 2.00 -4,00 Tsf, 0r.16 - 32 blows
Hard over 4,00 Tst. Or. > 32 blows
Dense N = 30 - 50 blows
Very Dense N = over 50 blows
46
n')J'41ll 'Un lL~:::1JJ')'tJ1 [J~ n~ru:::'II'tl-1 ~'U
n1 ~~lll'tJni n~ru:::'lJ'tl~ ~'U~nl-Ji n~ru:::'II'U1 r;)'II'tl-:J'tl'lfhh:::n'tl1Jll~::: Flru~l-J1J'1i ~,
.- IlU-eJ'd200 :!.nnnrn 50 %
c:. ~.:::.I (:; I.err. q I q I c:i I
i?l'WYl~l~~i?ll-\tnUmli?l'Wm'Wm lll?l'Il'W,!i?l~:::L'tltJi?lmll~~i?l'II'tl~Yl),ltJ ()':::wn~0.002
J.m. ~..:J0.06 :Wl-J.)l-ih 1naYlJltJ~i:il:W~ 1?l~:::l;aUl?l:Wln i:iA,)I:W milmu I?lln1:::n\..lJ':::l-\~I~ l:W~1?l'lJ'tl'l
~'Wi1'tltJl-\1'tl14Ji:i,j'Wl~tnn 'lJ'Wl(?)"JJ'tl~:w'J~),,)l-JtJl'WI1l:::LLn'Nl1J'tlf 200 l-Jlnn~1 50 %
YlJltJj'JL:w~(?)~~tnUl~'U1Jlii?l (),:::~~1-1 0.06 l-Jl-J. ~~ 4.76 :W:W.)hjj'Jl1ru~:willlui?lln1:::
n1..! J:::W)lll-J~i?l'lJ'tl~YlJlt1 ~'WhJ1~ 'lJ'Wli?l'I1'tl~:W')~J'):wt:Jl'Wl?l:::lLnNL1J'tlf 4 ur;ifll'lU'Wl?l:::LLm~
LU'eJf 200
Q. .:::::Jc:J c:i q ~d __ .err. q Q ~
I?l'WYl:Wl:W~1?l~:::LtliJ l?l:WlnUfl:::U~1Mflru~:W1J 1'1£..1I?lLnl:::n'W'1I!l..:JI?l'WLVl'WtJ'JL'.i'19:::l1tJnl?l'W
llUrJ~11 "~'WLl-\iltl'J" nlj'J~'WllUrJ~'W:Wltl'WLlhuh'WtlJ':::n!l1J~l~'WirJ Ln9:-;L1t1mhutl1:::n!l1J~
47
.-
tl'El'W
LL-] -uh 'Wmn'l
uilu
~'Wml1tJ'Ju'WYl :nu ~'"J'WuJ':;n'flU''lJ'El'l~'W",1'fl1;1l1J<l!il~~'W~u~ mhmhilvl'W-n~1'W
~'W b'n"'l:::91 uun [y]l~Jll'Wll?lLL~::;n1JlU~m..!~IllY'11J'El'l ~'W",1'fJ~1J' tnllilU'flflofl'UlYl
"" y
l-J 'WflUl-Jln '"1 {N10%"" G Y~ l~n'U'flU '"100'120 %d o.:::S 4.
l-J 91'U'"J'Ul-I'l.N20 0\1 35%
35 n'l 50%
r'h~'l'e1~lU~'fltJ, q.ll (nn./SJll-J.2)
0.00 - 0.25
•..A1Yl:::'ClYl:::'Cl'J~l-J1i11)'~I'W>N I"lf~/ 1 ~i1I
q !l.9 'i
0-2
0.25 - 0.50 2-4
0.50 - 100 4-8
1.00 - 2.00 8 - 16
2.00 - 4.00 16 - 32
~lnnrh 4.00 l-Jlnnr.h 32
s-
A1Yl:::~Yl:::~(Nl-Jli11J~1'W> N flf'l/ 1 ~[Y]q 119 G
0-4
4 - 10
10- 30
30- 50
48
CH
OH..
~Ui.·VJUm1..h-6~lJ~u'Vi~t1 iJ iPl11J-H'ttiUtJ1~ Vli.m:::n'WJ:::'tti~l,mJ~ wntJ~ ~'W~.Jln 11'W
CL
SC
'"Lnl:::n'W J:::whJL~~I?I'lI'El'l~U-W'Eltlct:n.humn'l Du'1~
'VlJlt1UU~UI,VI'Wm nfI'Jl~bWWmUl?lbm:::n'UJ:::'tti~l-:jb~~I?I'lI'El'l~'Uii'Eltl~..,jUTW
nm~ ~'U 1Jl
'VlJltlU'U~trvlhjniPl11:J..Jm\1m~l?Ibn1::;nm::;WJ1-:jb~~(.9)'lJ'El..:l~'U ~'Uhj1Jl
'VlJltJU'UnJ'dl?l 'lI'Ul(.9)iPl~::;1Jl~(.9)~1'Un'Uih~~I?I~'U~:::l~t1(.9)ii'Eltlmn'tti1'ElhJn hH:J
fl'Jl:J..Jm\1mu (.9)bnl::;n'UJ::;'tti~l..:l bJ.J~(.9)'lJ'El~~'U ~'UhnJl
Yl'lltJU'UnJ11?1 'lI'Ul(.9)iPl~::;1n~bAtJ..:lnUbbc;ihi1Jl~(YI~'dUiJb:J..J~(.9)~'U'i'l:::b~t1(Y1ii'f.ltl
SMSW
SP
49
-
ml-;i1LLlm~hr~:::1J1J Unified (ASTM Designation 0-2487)
Major Division.
Clas sif ication Critcr ia
Highly organic soils
GroupSymbols
G\V
~~~ .•u •..."" GP
VI GM"'''-c~c~.::: GCl.J -:::
~
SW
Typic!!l Names
Well-graded gravels andgravel-sand milt! ures,lillie or no fines
Poorly graded gravelsand gravel-sandmixtures, little or nofinesSilty gravels, gravel-sand-silt mixt urcs
Clayer gravels. llravd-sand-clay mixtures
Well-graded 5;1.!1ds andgravelly sands. link orno fines
SP
S~1
SC
:vlL
CL
OL
\111
CH
OH
Pr
~o
70
'0'"'-' ~o]c-, <0
-:: 3n~r:z :0
lC
0
Poorly graded sandsand gravelly sands,lillie or no finesSil:y sands, sand-siltmixtures
Clayey sands. sand-daymixtures
Aucrberg limits 1'101 below " __\"line or plas;ici:y indo Ic~s than .;
Anerbcrg Ii!;;;(s plo: abov •• "A"line and pb$: icit y index greaterthan 7--'--'----------------C" = D,e/O;, Cr cat cr than 6
(O..fCc;;:: D ..1: D Between 1 and 3
Ie, 7', e c
Attcrber g ii:~i\1 plorbctow ",.\"line 0; p!;lSlici:y i!:dcx less than"Aucr ocrg lir::i;s plot above" A"line ~:-.j P~Z!s::'~:~rindex greaterthan 7
Inorganic silts, "cryfine sands, rock flour,silry or clayey fine sandsInorganic clays of lowto medium plasticity.gravelly clays, sandyclays. silty clays, leanclaysOrganic silts andorganic sifty clays oflow plasticityInorganic sB:.5, mica-ceo us or diatomaceousfine sands or silts.elastic sillS
Inorganic cla)'s of hiShplasticity. fat claysOrganic clays ofmedium to highplasticityPeat, muck and otherhighly organic soils
Chec-:pbst:·:::ychar r
,----------_._---_._----Fibrocs org'::;-i~~mauer: ,"jH ctia: .burn. or glov
, I I lj, ~I i I i I I I /,1
! I •
I I ?-'t/ I II ICi-' /1 1
I 1/ ICl V1 I
C -M /v ! II1
..•.•.... f-'V ~LT !10 se 30 ~o 60 00 10 so QO 100110110
Plasticity chart for the classification of fine-grained soils.
Tests made on fraction finer than No. 40 sieve.
50
REFERENCE
1. Bowles,J.E., "Foundation Analysis and Design", 5 th edition, Mcgraw - Hill
Companies Inc., New York.
2. Chukiat Phota - yanuvat ,(1979) " Carrying Capacity of Driven Pile in Bangkok Subsoils"
M.Eng Thesis No GT -78-9 ,AIT ,Bangkok.
3. Bhusan, K., " Discussion: New Design Correlations for Piles is Sands", Journal of the
Geotechnical Engineering Division, ASCE, Vol. 108 .No. GT - 11 ,
4. Hvorslev, M.J. "Subsurface Exploration and Sampling of Soils for Civil Engineering
Purposes" , Waterways Experiment Station, 521 p., 1949.
5. Lambe, T.W., and Whitman, RV., "Soil Mechanics SI Version", John Wiley & Sons,
Inc., New York, 553 p ., 1979
6. Meyerhof, G.G., "Bearing Capacity and Settlement of Pile Foundations", Journal of
the Geotechnical Engineering Division, ASCE. Vol. 102 , No. GT - 3 , pp.195 -
228,(Terzaghi Lecture), 1976
7. Suchada Pimpasugdi," Performance Evaluation of Bored, Driven and Auger Press
Piles in Bangkok Subsoils", M. Eng. Thesis, No. GT - 88 - 12 , AIT , Bangkok, 1989
8. Terzaghi, K., Peck, RB., and Mesri, G., "Soil Mechanics in Engineering Practice", 3 nd
edition, John Wiley & Sons, lnc., New York, 549p .. 1996
51
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52
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