BAB VIII PERENCANAAN PONDASI RAKIT (RAFT FOUNDATION)
8.1 Data Tana Tanah h Berdasarkan Hasil Hasil Ui N!SPT 1.
Tanah Lapisan 1 L (Dep (Depth th)) = 5 m N
= 65 pukulan
ω
= 63,65 %
γ
= 1,699 g/m3 = 1,699 t/m3 = 1699kg/m 3
!s
= ",51
LL
= #",3 %
$L
= 66,3# %
&$
= 15,9"" %
'
= ,36
= ,3# kg/m" =3# kg/m "
ϕ
= #,19 #,19 *e+a *e+aa att
"- Tanah nah Lap Lapis isan an " L (Dep (Depth th)) = 1 1 m N
= 6 pukulan
ω
= 63,65 %
γ
= 1,699 g/m3 = 1,699 t/m3 = 1699 1699 kg/m kg/m3
!s
= ",51
LL
= #",3 %
$L
= 66,3# %
&$
= 15,9"" %
'
= ,36
= ,3# kg/m" = 3# kg/m"
ϕ
= #,19 #,19 *e+a *e+aa att
3- Tanah nah Lap Lapis isan an 3 L (Depth) = 5, 5,"5 m N
= "5 pukulan
ω
= 36,6 %
γ
= 1,"9 g/m3 = 1,"9 t/m3 = 1"9 1"9 kg/m kg/m3
!s
= ",6
LL
=.%
$L
=.%
&$
=.%
'
=.
= ,"5 kg/m" = "5 kg/m "
ϕ
= "1,3" *e+aat
- Tanah nah Lap Lapis isan an L (Dep (Depth th)) = 6,5 6,5 m N
= 36 pukulan
ω
= 36,6 %
γ
= 1,"9 g/m3 = 1,"9 t/m3 = 1"9 kg/m3
!s
= ",6
LL
=.%
$L
=.%
&$
=.%
'
=.
= ,"5 kg/m" = "5 kg/m "
ϕ
= "1,3" *e+aat
5- Tanah nah Lap Lapis isan an 5 L (Dep (Depth th)) = # m N
= pukulan
ω
= 36,6 %
γ !s
= 1,"9 g/m3 = 1,"9 t/m3 = 1"9 1"9 kg/m kg/m3 = ",6
3- Tanah nah Lap Lapis isan an 3 L (Depth) = 5, 5,"5 m N
= "5 pukulan
ω
= 36,6 %
γ
= 1,"9 g/m3 = 1,"9 t/m3 = 1"9 1"9 kg/m kg/m3
!s
= ",6
LL
=.%
$L
=.%
&$
=.%
'
=.
= ,"5 kg/m" = "5 kg/m "
ϕ
= "1,3" *e+aat
- Tanah nah Lap Lapis isan an L (Dep (Depth th)) = 6,5 6,5 m N
= 36 pukulan
ω
= 36,6 %
γ
= 1,"9 g/m3 = 1,"9 t/m3 = 1"9 kg/m3
!s
= ",6
LL
=.%
$L
=.%
&$
=.%
'
=.
= ,"5 kg/m" = "5 kg/m "
ϕ
= "1,3" *e+aat
5- Tanah nah Lap Lapis isan an 5 L (Dep (Depth th)) = # m N
= pukulan
ω
= 36,6 %
γ !s
= 1,"9 g/m3 = 1,"9 t/m3 = 1"9 1"9 kg/m kg/m3 = ",6
LL
=.%
$L
=.%
&$
=.%
'
=.
= ,"5 kg/m" = "5 kg/m "
ϕ
= "1,3" *e+aat
8.2 Desain Peren"anaan P#ndasi Raft P#ndasi Raft Pile 1.
Tahap Tahap $e+enanaan $n*asi 0akit a- Data Data $e+e $e+en nan anaa aann 2i*ang 21 L
= "#,1"5
m
$
= 19,6##
m
L
= 16,1"5
m
$
= "","5
m
L
= 35,5"
m
$
= 3,6##
m
L
= 5,
m
D
=3
m
= 5"9"9#,359
kg
4
= "#635-11#
kg
Teal 0akit
= 1,5 m = 15
mm
Teal elimut
= 5 mm
Teal 78ekti8 (*)
= 15 . . 5 = 1"5
utu 2etn (8)
= 3 pa
utu 2aa (8:)
= $a
2i*ang 2"
2i*ang 23
mm
- $enentuan Titik 2e+at 2ean Dengan entuk +akit L maka *ipe+leh 2i*ang 21 ;
= ,5 < L = ,5 < "#,1"5 = 1,6"5
m
= ,5 < $ > "","5 = ,5 < 19,6## > "","5 = 31,#69
m
2i*ang 2" ;
= ,5 < L > 15,"5 = ,5 < 16,1"5 > 15,"5 = "3,31"5
m
= ,5 < $ = ,5 < "","5 = 11,1"5
m
2i*ang 23 ;
= ,5 < L > "#,1"5 = ,5 < 35,5" > "#,1"5 = 5,##5
m
= "/3 < $ = "/3 <3,6## = "5,1"533
m
- $enentuan Titik 2e+at $enampang $n*asi Dengan kn*isi penampang +akit :ang e+entuk L maka *ipe+leh ? 21 = L < D = "#,1"5 < 19,6## = 553,"5
m"
? 2" = 4 < Teal 0akit = 16,1"5 < "","5
= 355,1531
m"
? 23 = 4 < Teal 0akit < ,5 = 35,5" < 3,6## < ,5 = 133#,6#
m"
Titik e+at i*ang ;
= 14,0625 x 553,725 + 23,312 x + 355,153 + 45,885 x 1338,68 553,725 + 355,153 + 1338,68
= 3,#1"
m
= 31,869 x 553,725 + 11,0125 x 355,153 + 25,1253 x 1338,68 553,725 + 355,153 + 1338,68
= ",5566#
m
*- ?nalisa tailitas Te+ha*ap !uling tailitas guling akan *ipe+leh ila s:a+at keamanan te+penuhi, :aitu seagai e+ikut MG ME
@ 1,5 *imana
7
= men pen:ea guling
!
= men penahan guling
!
=<*
*
= Aa+ak *a+i titik e+at ean angunan ke titik guling =L.; = 5, B 3,5 = "",9 m
!
= <* = 5"9"9#,359 kg < "#, m = 1"13"53",3
C7
= ean gempa
kg-m
h
= Tinggi +esultan ean gempa
7
= C7 < h = "#635-11# kg < 3#,#5 m = 111",33
MG ME
=
kg-m
121325032,34 kg. m 1112474,33 kg.m
= 19,5# @
1,5
---------$OK% e- ?nalisa tailitas !ese+ tailitas gese+ akan *ipe+leh ila s:a+at keamanan te+penuhi, :aitu seagai e+ikut
∑ FR = ∑ FD
Dimana
@"
0
= !a:a penahan gese+
D
= !a:a pen:ea gese+ = "#635,1" kg
0
= < ?> E4F tanG
Dimana = 3# kg/m"
= Hhesi pe+mukaan gese+
?
= Luas a+ea pe+mukaan gese+ = 5, < 3,6## = "163,"9
m" G
= u*ut gese+ tanah
= #,19 *e+aat
4F
= 2ean Ie+tial e8ekti8
= 5"9"9# kg
0
= < ? > E4F tan G = (3# < "163,"91") > (5"9"9#, < tan (#,19)) = #33# > (5"9"9#, < ,1) = #33# > 61#6,## = 95##"5
kg
∑ FR = ∑ FD =
9058825,083 kg 28635,12 kg
= 316, @ " ---------$OK% 8- ?nalisa Huat !ese+ " ?+ah (!ese+ $ns) ?nalisa kuat gese+ " a+ah *igunakan untuk menentukan teal *a+i pn*asi +akit, *engan pe+s:a+atan tegangan :ang te+a*i *i sekeliling klm akiat ga:a gese+ pns ti*ak meleihi kapasitas etn pn*asi +akitHuat gese+ " a+ah *ipe+iksa te+ha*ap setiap klm, namun *alam hal ini *iaaikan sehingga *ilakukan peninauan pa*a salah satu klm *engan ean te+esa+
Data klm :ang *itinau Letak/$sisi
= &nte+i+
$anang (2)
= 13 m = 13
mm
Lea+ (C)
=
mm
Heliling H+itis (e)
= " < 2 >*>" C >*
m =
= " < 13 >1"5 > " < > 1"5 = 9 mm = 0,34 x √ fc xbex d
4
= 0,34 x √ 30 x 9700 x 1425 = "513," N = "51,3 kg G4
= ,6 < "51,3
kg
= 156",6 kg J 4 = "#635,1 kg ---$OK% g- akt+ Da:a Dukung Tanah (et*e Cansen) 1) enentukan 7ksent+isitas ?+ah < (e<)
= 3,5 B 3,5 = m
?+ah : (e:)
= ",6 B ",6 = m
") enentukan ?+ea 78ekti8 2e+*asa+kan 7ksent+isitas
Dengan kn*isi ti*ak a*a eksent+isitas maka :ang *ipe+leh a*alah ?F = ? = "163,"91" m " LF = L = 5, 2K =
A ' L'
m 2163,2912 57,4
=
= 3,6##
m
3) enentukan Da:a Dukung &in Tanah 2e+*asa+kan Nilai N. $T enu+ut '*ut, kapasitas *ukung untuk tanah e+lapis *apat *i*ekati *engan nilai +ata.+ata *a+i , G *an ϒ , sehingga *ipe+leh 0ata.+ata
= "66 kg/m"
0ata.+ata G
= 16, *e+aat
0ata.+ata ϒ
= 11 kg/m"
H+eksi empi+is untuk kapasitas *ukung pa*a ke+untuhan gese+ lkal GF = a+ tan
(
2 tan ф 3
)
= a+ tan
(
2 tan16,07 3
)
= 1,# *e+aat F = =
2 x c 3 2 3
x 2766
= 1# kg/m" akt+ *a:a *ukung, kemi+ingan ean, entuk pn*asi *an ke*alaman pn*asi e+*asa+kan pe+samaan untuk met*e hansen, sehingga *i*apat seagai e+ikut N = 3,"6
N
= 9,#1
N ϒ
= ,#
i =1
i
=1
iϒ
=1
s = 1,55
s
= 1,#5
s ϒ
= ,65
* = 1,1
*
= 1,"
* ϒ
=1
akt+ +e*uksi akiat penggunaan pn*asi :ang sangat lea+ (2Mles, 199#) + ϒ = 1. ,"5 < lg (,5 < 2) = 1. ,"5 < lg (,5 < 35,5") = ,69 Da:a *ukung ultimit :ang *ipe+leh a*alah ult
= F < N < s < i < *O > ϒ < D < N < s < i < *O > ,5 < ϒ < 2 < N ϒ < sϒ < iϒ < *ϒ < + ϒO = 1# < 9,#1 < 1,"" < 1 < 5,O > 11 < 3,5 < 3,"6 < 1,1" < 1 < 3,99O > ,5 < 11 < 35,5" < ,# < ,65 < 1 < 1 < ,69O = ""96
kg/m"
Da:a *ukung iin tanah e+*asa+kan nilai N.$T all
= 1",5 < N < H*
Dimana N = Aumlah pukulan +e+ata = 65 pukulan H* = 1 > ,33 <
D B 3
= 1> ,33 < 35,52 = 1 > ,"9 = 1,3 P 1,33 ----------$OK% all = 1",5 < N < H* = 1",5 < 65 < 1,3 = #35,15
kN/m"
= #3515,
kg/m"
h- Tegangan $n*asi 0akit 1) enentukan 4a+iael ang Diutuhkan
Tanah *i aMah *asa+ pn*asi +akit akan aman te+ha*ap ke+untuhan kapasitas *ukung apaila tegangan :ang te+a*i pa*a pn*asi tanah +akit leih keil *a+i kapasitas *ukung iin Data Ia+iael :ang *iutuhkan $t
= 2ean angunan ttal
= 5"9"9#
kg
+akit
= 2e+at pn*asi +akit ttal
= 161#""
kg
2
= Lea+ pn*asi +akit
= 35,5"
m
L
= $anang pn*asi +akit
= 3,6##
m
D8
= He*alaman pn*asi
=3
m
e<
= 7ksent+isitas a+ah <
=
m
e:
= 7ksent+isitas a+ah :
=
m
2
<
=
B L 6
=
BL 6
=
9",9"
=
##,6#1
m3 :
2
m3 tanah
= ϒ < 2 < L < D8
= 6#955"9
kg
l
= men gempa
= 33,6
kg-m
") enentukan Tegangan 2+ut ?kiat 2ean !+aIitasiQ ult = =
Pt + Wrakit Pt x ex Pt x ey + + BxL Sx Sy 529278 + 16182402,37 5292978 x 0 5292978 x 0 + + 35,52 x 37,688 7924,97 7924,97
= 16","3 > > = 16","3
kg/m" Q ult = ""96 kg/m " ----------$OK%
3) enentukan Tegangan Nett ?kiat 2ean !+aIitasi =
Pt + Wrakit −Wtanah Pt x ex Pt x ey + + Bx L Sx Sy
=
5292978 + 16182402,37 −6895529 5292978 x 0 5292978 x 0 + + 35,52 x 37,688 7924,97 7924,97
= 1#91,"3 > > = 1#91,"3 kg/m "
Q all = #3516 kg/m " ----------$OK%
) enentukan Tegangan 2+ut ?kiat 2ean !+aIitasi *an 2ean Late+al :a+at Q ult Pt + Wrakit M + BxL S
=
5292978 + 16182402,37
=
35,52 x 37,688
+
30377,76 16333,65
= 16","3 > 1,#6 = 16 kg/m" Q ult = ""96 kg/m " ----------$OK% i- enentukan $enu+unan Tanah () 1) enentukan Nilai $ ma<
= 16 kg/m "
γM
= ,9#1 t/m3 = 9#1 kg/m3
$1
= γ . γM
$" s/* $
= $ (Lapisan eelumn:a)>γ B γM
& $De'th%
h &a(er
)
*
*+
P#
,
,
,
k-,/
k-,/
k-,0
1
5-
5-
"-5
1699
9#1
195
"
1
5-
-5
1699
9#1
"9
3
15-
5-
1"-5
1699
9#1
56"65
"-
5-
1-5
1699
9#1
6##3
5
"5
5-
""-5
1699
9#1
#9#5
&a'isan Tanah
") enentukan Nilai S$ ($en:ea+an Tegangan Tanah) m =
L !
n =
B !
S$= < H 2 &a'isan Tanah
B
&
)
,
,
,
1
35-5"
5-
"
35-5"
3
P
,
n
K B
"-5
""-96
1-"1
-"
39
5-
-5
-65
-
-"
11
35-5"
5-
1"-5
-59
"-#
-"
11
35-5"
5-
1-5
3-"#
"-3
-"
11
5
35-5"
5-
""-5
"-55
1-5#
-"
11
3) enentukan Nilai Se ($e+uahan ?ngka $+i) = "c x log
Se
(
# P$ + # P # P$
)
P#
P
k-,0
k-,0
-36
195
39
-1
"
-36
"9
11
-1
3
.
56"65
11
.
.
6##3
11
.
5
.
#9#5
11
.
&a'isan Tanah
C"
1
e
) enentukan Nilai S (ettlement 8 'nsli*atin) S
=
( )
#e x # % 1+ e
&a'isan Tanah
& $De'th%
1
5-
-1
-
"
1-
-1
-1
3
15-
.
.
"-
.
.
5
"5-
.
.
,
e
S" ,
2esa+ $enu+unan ?kiat Hnsli*asi ?*alah eagai 2e+ikut
k-,0
= S1> S" = , > ,1 = ,5 m = 5,19 m
5) enentukan Nilai i ( Immediate of Settlement / $enu+unan ege+a) L B % B Df B
1
=
57,40 37,69
= 1,5"
=
7 & 00 37,69
= ,19
=
3,00 37,69
= ,#
= ,3 !+a8ik $e+samaan (-") (Aanu et al, 1956) 2uku ?nalisis *an $e+anangan $n*asi &
= ,5 !+a8ik $e+samaan (-") (Aanu et al, 1956) 2uku ?nalisis *an $e+anangan $n*asi &
7
= 1 kg/m "
i
= 1 x 2 x E
( x L
=
0,30 x 0,50 x
16044 x 57,40 1000000
= ,13#1 m = 13,#1 m 6) enentukan Nilai $enu+unan () ea+a Heselu+uhan (ttal) = > i = 5,19 >13,#1 = 19,1 m J
1 m ------$NOT
pe+aikan pe+kuatan tanah ) enentukan aktu $enu+unan Tanah (t)
OKE%
$e+lu
'I
= ,15 = ,3
TI
= 1,#1 . ,933 < Lg (1%.U%) = 1,#1 . ,933 < 1,39# = ,6 2
t5
=
)* x %t "*
=
0,476 x 250000 47,304
= "5,1" V "6 tahun ehingga, pn*asi +akit akan mengalami penu+unan seesa+ 19,1 m *ipe+ki+akan *alam Maktu "6 Tahun8./ Taha' Peren"anaan Pen2lan-an P#ndasi Rakit
1- Data $e+enanaan L<
L:
L<
=5
m
---Te+pen*ek
L:
=6
m
---Te+panang
L:/L<
=W
= 1," P "
---($elat Dua ?+ah)
Teal $elat (h)
= 15 mm = 1,5 m
Teal $enutup (*F)
= 5 mm
Diamete+ Tulangan (G)
= "" mm
= 1 mm
8:
= pa
8F
= 3 pa
u $enulangan ?tas ?+ah ;
= 5#1 kg-m
u $enulangan ?tas ?+ah
= 5#1 kg-m
u $enulangan 2aMah ?+ah ;
= 5#1 kg-m
u $enulangan 2aMah ?+ah
= 5#1 kg-m
*<
= h.*F. X < Y = 15.5 . X < "" = 11
*:
mm
= h.*F B Y . X < Y = 15.5 B "" . X < "" = 139"
mm
"- $e+hitungan 0ati Z
=
0,85 x fc 600 x+x 600 + fy fy
=
0,85 x 30 600 x 1,20 x 400 600 + 400
= ,6 Zma<
------N&."#."13 $s 1--(3))
= ,5 < Z = ,5 < ,6 =,3
Zmin (1)
√ fc '
=
4 x fy
=
5,48 4 x 400
= ,3
-----N& B "# ."" $s 1"-5-(1))
Zmin (")
=
1,4 fy
1,4 400
=
= ,35 [--N&."#."13 $s
1"-5-(1)) Zmin pakai
= ,3
3- $enulangan ?tas ?+ah ; u 0n
= 5#1 = =
kg-m = 5#165 N-mm
M, x b x dx
∅
2
581765000 - . mm 2
0,8 x 1000 mm x 1999396 mm
= ,36 N/mm " m
=
fy 0,85 x fc
=
400 Ma 0,85 x 30 Ma
= 15,69 Z
=
=
( √ ) ( −√ − (
1 2 m x Rn x 1 − 1− m Fy 1
15,69
x 1
1
2 15,69 ) x 0,36
= ,11 Zma<
= ,3
Zmin pakai
= ,3
Z
= ,11
Z
P Zma<
Z
P Zmin pakai
maka, Z pakai= ,3 ?s
= Z < < *< = ,3 < 1 < 11 = # mm "
400
)
Digunakan Tulangan D"" mm = 3#,13 mm" Aumlah Tulangan (n) =
4840 mm 2 380,13 mm 2
= 1"-3 uah 13 uahAa+ak Tulangan Dalam 1 m =
1000 mm 13
= mm 5 mm
enu+ut N& 3."#."13 pasal 1"-5() hal " *iseutkan seagai e+ikut Aa+ak Tulangan Q 3 < Teal $elat Aa+ak
Q 3 < Teal $elat
Q 3 < 15
Q 5 --------$OK%
?s te+a*i
=
1 2 n / / 0 / ∅ 4
=
13 /
1 2 / 3,14 / 484 mm 4
= 9" mm" J # mm " (?s) ------$OK% aka *ipakai tulangan D "" . 1 mm a- Hnt+l Hekuatan n
=
(
A1 / fy / dx −
a 2
)
Dengan a
A1 / fy
=
0,85 / f c / b
=
4941,73 mm 2 / 400 Ma 0,85 / 30 Ma/ 1000 mm
=
1976690,098 25500
'
= ,5" mm n
=
(
4942 mm 2 / 400 Ma/ 1414 mm −
77,52 mm 2
)
= "1#"5999 N-mm \<n
= u
,# < "1#"5999
= 5#165 N-mm
"199,
N-mm J 5#165 N-mm --------$OK%
- $enulangan ?tas ?+ah u 0n
= 5#1 kg-m = =
= 5#165 N-mm
M, x b x dx
∅
2
581765000 - .mm 2
0,8 x 1000 mm x 1937664 mm
= ,3# N/mm" m
fy
= 0,85 x fc =
400 Ma 0,85 x 30 Ma
= 15,69 Z
( √ ) ( − − ( √
1 2 m xRn = m x 1 − 1− Fy
=
1
15,69
x 1
1
2 15,69 ) x 0,38 400
= ,9 Zma<
= ,3
Zmin pakai
= ,3
Z
= ,9
Z
P Zma<
Z
P Zmin pakai
maka, Z pakai
= ,3
?s
= Z < < *: = ,3 < 1 < 139" = 65 mm "
)
Digunakan Tulangan D"" mm
= 3#,13mm "
Aumlah Tulangan (n)
= 380,13 mm 2
4765 mm 2
= 1",5 uah 13 uahAa+ak Tulangan Dalam 1 m
=
1000 mm 13 b,ah
= mm 5 mm-
enu+ut N& 3."#."13 pasal 1"-5() hal " *iseutkan seagai e+ikut Aa+ak Tulangan Q 3 < Teal $elat Aa+ak
Q 3 < Teal $elat
Q 3 < 15
Q 5 --------$OK%
?s te+a*i
=
1 2 n / / 0 / ∅ 4
=
1 2 13 / / 3,14 / 484 mm 4
= 9" mm" J # mm " (?s) ------$OK% aka *ipakai tulangan D "" . 1 mm a- Hnt+l Hekuatan n
=
(
A1 / fy / dx −
a 2
)
Dengan a
A1 / fy
=
0,85 / f c / b
=
4941,73 mm 2 / 400 Ma 0,85 / 30 Ma/ 1000 mm
=
1976690,098 25500
'
= ,5" mm
n
=
(
4942 mm 2 / 400 Ma/ 1392 mm−
77,52 mm 2
= "693##1 N-mm \<n
= u
,# < "693##1
= 5#165 N-mm
"13995153,6
N-mm J 5#165 N-mm --------$OK%
5- $enulangan 2aMah ?+ah ; u 0n
= 611 kg-m = =
= 6115# N-mm
M, x b x dx
∅
2
611770580 - .mm 2
0,8 x 1000 mm x 1999396 mm
= ,3# N/mm" m
=
fy 0,85 x fc 400 Ma
= 0,85 x 30 Ma = 15,69 Z
=
=
( √ ) ( −√ − (
1 2 m xRn x 1 − 1− m Fy 1
15,69
x 1
1
= ,1 Zma<
= ,3
Zmin pakai
= ,3
Z
= ,1
Z
P Zma<
Z
P Zmin pakai
maka, Z pakai
= ,3
?s
= Z < < *:
2 15,69 ) x 0,38 400
)
)
= ,3 < 1 < 11 = # mm "
Digunakan Tulangan D"" mm
= 3#,13mm "
Aumlah Tulangan (n)
=
4765 mm 2 380,13 mm 2
= 1",5 uah 13 uahAa+ak Tulangan Dalam 1 m
=
1000 mm 13 b,ah
= mm 5 mm-
enu+ut N& 3."#."13 pasal 1"-5() hal " *iseutkan seagai e+ikut Aa+ak Tulangan Q 3 < Teal $elat Aa+ak
Q 3 < Teal $elat
Q 3 < 15
Q 5 --------$OK%
?s te+a*i
=
1 2 n / / 0 / ∅ 4
=
1 2 13 / / 3,14 / 484 mm 4
= 9" mm" J # mm " (?s) ------$OK% aka *ipakai tulangan D "" . 1 mm a- Hnt+l Hekuatan n
(
a = A1 / fy / dx − 2
Dengan a
=
A1 / fy '
0,85 / f c / b
)
=
4941,73 mm 2 / 400 Ma 0,85 / 30 Ma/ 1000 mm
=
1976690,098 25500
= ,5" mm n
=
(
4942 mm 2 / 400 Ma/ 1414 mm −
77,52 mm 2
= "1#"5999 N-mm \<n
= u
,# < "1#"5999
= 6115# N-mm
"199,
N-mm J 6115# N-mm --------$OK%
6- $enulangan 2aMah ?+ah u 0n
= 611 kg-m = =
= 6115# N-mm
M, x b x dx
∅
2
611770580 - .mm 2
0,8 x 1000 mm x 1937664 mm
= ,3# N/mm" m
=
fy 0,85 x fc 400 Ma
= 0,85 x 30 Ma = 15,69 Z
( √ ) ( − − ( √
1 2 m xRn = m x 1 − 1− Fy
=
1
15,69
= ,1 Zma<
= ,3
Zmin pakai
= ,3
x 1
1
2 15,69 ) x 0,38 400
)
)
Z
= ,1
Z
P Zma<
Z
P Zmin pakai
maka, Z pakai
= ,3
?s
= Z < < *: = ,3 < 1 < 139" = 65 mm "
Digunakan Tulangan D"" mm Aumlah Tulangan (n)
= 3#,13mm " =
4765 mm 2 380,13 mm 2
= 1",5 uah 13 uahAa+ak Tulangan Dalam 1 m
=
1000 mm 13 b,ah
= mm 5 mm-
enu+ut N& 3."#."13 pasal 1"-5() hal " *iseutkan seagai e+ikut Aa+ak Tulangan Q 3 < Teal $elat Aa+ak
Q 3 < Teal $elat
Q 3 < 15
Q 5 --------$OK%
?s te+a*i
=
1 2 n / / 0 / ∅ 4
=
1 2 13 / / 3,14 / 484 mm 4
= 9" mm" J # mm " (?s) ------$OK% aka *ipakai tulangan D "" . 1 mm a- Hnt+l Hekuatan
n
(
a = A1 / fy / dx − 2
)
Dengan a
A1 / fy
=
0,85 / f c / b
=
4941,73 mm 2 / 400 Ma 0,85 / 30 Ma/ 1000 mm
=
1976690,098 25500
'
= ,5" mm n
=
(
4942 mm 2 / 400 Ma/ 1392 mm−
77,52 mm 2
)
= "693##1 N-mm \<n
= u
,# < "693##1
= 6115# N-mm
"13995153,6
N-mm J 6115# N-mm --------$OK%
- $e+hitungan Tulangan 2agi *an usut 1- Tulangan usut ]Dalam N& . "# . "" pasal 9-1"-"(1), *iseutkan ahMa pelat :ang menggunakan atang tulangan uli+ atau a+ing kaMat las (pls atau uli+) mutu seesa+ -1# *a+i luasan,(pls atau uli+) mutu ] ?s susut
= ,1 < < h = ,1 < 1 mm < 1 mm = 1 mm"
?s Tulangan (Y)
= 19 mm = "#3,6 mm "
Aumlah Tulangan (n) = =
A1 1,1,t A1 ∅ 1400 mm 2 283,53 mm 2
= ,9 uah V 1 uah Aa+ak Tulangan tiap m = aka *ipakai
1000 mm 10 b,ah
= 1 mm
= D19 B 1 mm
"- Tulangan 2agi Dalam N& . "# . "", *alam a+ah tegak lu+us te+ha*ap tulangan utama ha+us *ise*iakan tulangan pemagi- Luas tulangan pemagi agi untuk 8: = pa *apat *ia+i *engan +umus seagai e+ikut ?s agi
= =
0,25 / b / h 100 0,25 / 1000 mm/ 1000 mm 100
= "5 mm" ?s Tulangan (Y)
= 19 mm = "#3,53mm "
Aumlah Tulangan (n) = =
A1 bagi A1 ∅ 2500 mm 2 283,53 mm 2
= #,#" uah V 1 uah Aa+ak Tulangan tiap m = aka *ipakai
1000 mm 10 b,ah
= 1 mm
= D19 B 1 mm
3- 0ekapitulasi $enulangan $elat (0akit) "
1
m
$enulangan ?tas ?+ah ;
= D " "
.
1
m m
$enulangan ?tas ?+ah
= D " "
.
1
m m
$enulangan 2aMah ?+ah ; = D " "
.
1
m m
$enulangan 2aMah ?+ah
.
m
= D "
1
1
m
Tulangan usut
= D 9 1
.
1
m m
Tulangan 2agi
= D 9
.
m
8.3 Taha' Peren"anaan P#ndasi Bored-Pile
1- $engeekan Da:a Dukung Tekan *an Ta+ik Bored-Pile (2e+*asa+kan Undrained Shear Strenght Tanah Hhesi8 *an Nn.Hhesi8)
a- et*e L:mn '- 0eese ^ _FNeill (19#9) `u `2
= = =
N
= =
`s 8s
= =
8s
=
$ allowable `u ` `s N 'u
= = = = = Bearing Capacity Factor = Undrained Shear Strenght = 6-"5 < N.$T
? 8s
= =
`2 > ` < ? N < 'u Q I(kg/m ") ' = 'hesiIe il 6(1>-"(L/2) Q 9 "/3 N.$T Q 5 (kg/m ") N = 'hesinless il < 8s < ?s a 'u Q " (untuk a = -55) (kg/m ") ' = 'hesiIe il -3 < N.$T (kg/m") N = 'hesinless il $u/ Ultimate Pile Load Capacity (tn) Ultimate End Bearing Stress (tn) Ultimate Load in Side Resistance (tn)
(Hpa) ?+ea 8 2ase (m") Ultimate Load ransfer in Side Resistance
(tn/m") L ?s a
= !epth of Pile (m) = "rea of Side Friction (m") = Empirical Factor = Safety Factor
- Bore-Pile $+pe+ties D
= #!iameter of Pile$ = , m
+
= #Radi%s of Pile$
= ," m
?p
= #"rea of Pile$
= ,13 m"
H
= #Perimeter of Pile$ = 1,"6 m
- $engeekan Da:a Dukung Tanah Te+ha*ap Bore-Pile
Ele4asi
& E5ekti5 Pile
h &a(er
S#il T('e
C2
6'
$K'a%
$k-",0%
$7 91% t,0
$7 1 t#n,0%
N!SPT
$,%
$,%
$,%
-
-
-
.5-
5-
5-
'
65
6-"5
.1-
5-
1-
'
1
6"-5
.15-
5-
15-
'
16
1
."-
5-
"-
'
35
"1#-5
."5-
5-
"5-
'
3
1#-5
Lanutan tael [
a
N"
:B
5s 7 As
:S
$@ra5ik%
$t#n%
$t#n%
$t#n%
Parsial Sa5et( >a"t#r S> ; 09?
:2 ; :< = :s
&D
$t#n%
-55
1"-5
9-#1
51-3
1""-6
1""-6
13-9
69-39
-55
"5-
9-#1
-#5
1#-#
11-3
19-15
59-66
-55
3-5
9-#1
1"-56
3-1
11-
1#-
3-6
-55
5-
9-#1
"-#
65-9
"3-3#
"6-#6
15-9
-55
6"-5
9-#1
"3-55
56-5"
"93-9
31-5
1"6-9#
*- $engeekan Heutuhan Tiang $a*a Hlm Te+tinau D tiang
= , m
$ tekan iin
= 1"6,9# tn = 1"69#" kg
K#l#, Ditina2
&#kasi
Tipe H"/H"a
1
P $Aksial%
Ke<2t2han Tian-
$k-%
1#9#"-"
1-95
V
"
uah
Tipe H"/H"a
15
""#16-5
1-#1
V
"
uah
Tipe H"/H"a
16
15#-#1
1-1
V
"
uah
Tipe H"/H"a
1
"3"1-99
1-915
V
"
uah
Tipe H"/H"a
1#
51
3-5
V
uah
Tipe H"/H"a
19
"691-#
"-11
V
3
uah
Tipe H"/H"a
"
36519-"5
"-965
V
3
uah
Tipe H"/H"a
"1
35-9
3-153
V
uah
Tipe H"/H"a
""
"9561-#
"-3"#
V
3
uah
Tipe H"/H"a
"3
#9-3
-636
V
1
uah
Tipe H"/H"a
"
1151-"
-91
V
1
uah
Tipe H"/H"a
"5
951-3
-6"6
V
1
uah
Tipe H"/H"a
"6
""916-9
1-#
V
"
uah
Tipe H"/H"a
"
3915-61
3-"
V
uah
Tipe H"/H"a
"#
3##3#-3
"-999
V
3
uah
Tipe H"/H"a
31
66"-"6
3-53
V
uah
Tipe H"/H"a
3"
3#5#5-3"
3-"9
V
uah
Tipe H"/H"a
33
36"5"-5
"-#55
V
3
uah
Tipe H"/H"a
3
3391#-59
"-66
V
3
uah
Tipe H"/H"a
36
369-#
3-3
V
uah
Tipe H"/H"a
3
569-51
3-195
V
uah
Tipe H"/H"a
"5659-"1
"-"1
V
3
uah
Tipe H"/H"a
5
3""-13
"-3#
V
3
uah
Tipe H"/H"a
6
3##1#-#5
"-3"
V
3
uah
Tipe H"/H"a
9
331#-5"
3-1
V
uah
Tipe H"/H"a
5
6#-59
3-6"
V
uah
Tipe H"/H"a
51
##9-"
3-1
V
uah
Tipe H"/H"a
5"
1#19-31
1-3
V
"
uah
Tipe H"/H"a
53
19#3#-6
1-56"
V
"
uah
Tipe H"/H"a
5
356"-"5
"-6
V
3
uah
Tipe H"/H"a
55
"5#551-##
"-36
V
3
uah
Tipe H"/H"a
56
36#63-51
"-93
V
3
uah
Tipe H"/H"a
6
5""5-3
-5
V
5
uah
Tipe H"/H"a
61
53##-"
-516
V
5
uah
Tipe H"/H"a
63
6"#-#
-9
V
1
uah
Tipe H"/H"a
6
65-61
-5"
V
1
uah
Tipe H"/H"a
65
9196-13
5-9
V
6
uah
Tipe H"/H"a
66
16"-96
-13"
V
1
uah
Tipe H"/H"a
6
5""6-3
-56
V
5
uah
Tipe H"/H"a
6#
66366-"
5-""5
V
6
uah
Tipe H"/H"a
69
16#1-6
-13"
V
1
uah
Tipe H"/H"a
1196-3
-9
V
1
uah
Tipe H"/H"a
1
"5965-69
-"
V
1
uah
Tipe H"/H"a
"
16#1-6
-13"
V
1
uah
Tipe H"/H"a
3
1196-3
-9
V
1
uah
Tipe H"/H"a
"5965-69
-"
V
1
uah
Tipe H"/H"a
91-
-3"
V
1
uah
Tipe H"/H"a
#1
#96""-6
-5
V
#
uah
Tipe H"/H"a
1"3
6"3#-#"
-91
V
5
uah
"- Tahap $e+enanaan $enulangan $n*asi Bore-Pile a- Data $e+enanaan Diamete+ $ile (D)
= m
= mm
Tinggi $ile
= "" m
= "" m
$anang $ile (h)
= m
= mm
Lea+ $ile ()
= m
= mm
utu 2etn (8F)
= 3 pa
utu 2aa (8:)
= pa
G engkang
= 1 mm ?s = #,5 mm "
Aa+ak engkang Lapangan
= 15 mm
Aa+ak engkang Tumpuan
= 1 mm
D Tulangan Utama
= "" mm?sF = 3#,13 mm "
Aumlah Tulangan Utama
= 16 uah
La:e+ engkang
= " La:e+
Deking (ts)
= 5 mm
- $engeekan $enulangan Lentu+ Data Tamahan $u
= 111#"# kg = 111#"#,33# N
= 111#,3 kN
u
= 33# kg-m = 336" N-mm = 33,# kN-m
*
= h B ts . G engkang . G Tulangan Utama
= mm . 5 mm . 1 mm . "" mm = "93 mm *F
= ts > G engkang > G Tulangan Utama = 5 mm >1 mm >"" mm = 1 mm
$+ses $engeekan 0ati *an Hapasitas $e+s:a+atan
= a- Aika eP-15 h maka memakai tulangan sisi - Aika eJ-15 h maka memakai tulangan " sisi
e
=
M, P,
=
30377,76 kg.m 111827,83 kg
= ,3 m = "1,65 mm -15 h
= ,15 < = 6 mm
Ha+ena, e
J 6
($akai Tulangan " sisi)
:a+at *alam penentuan luas tulangan a*alah +asi tulangan ti*ak leh ku+ang *a+i 1% *an ti*ak leh leih *a+i #% ( N& 3 B "# B "13, 1"-9 . 1 ) Dia pakai tulangan, 16 D "" ?s = ?sF = 6#",1" mm " A1
Z
=
1 2 / 0 / D 4
/ 100
6082,12 mm 2
=
1 / 3,14 / 160000 mm 2 4
= ,# % ----------$OK%
/ 100
;
=
600 / d 600 + fy 600
= 600 + 400 Ma / 2 93 mm = 15,# a
mm
= W1 <; = ,#5 < 15,# = 19,
8s
mm
=
2b−d ' / 600 2b
=
175,8 mm −107 mm / 600 295,8 mm
= 139,6 pa P 8: = pa 8sF pakai $n
= pa
= ,#5 < 8F < < a >?sF < 8sF B ?s < 8: = ,#5 < 3 pa < mm < 19, > 6#",1" mm " < pa B 6#",1" mm " < pa = 15"1#6
N
= 15",1#6
kN
n =
'
0,85 / f c /b/ab/
( )
(
)
h ab − + a1'/f1/ 2 2
( )
h h −d + A1 / fy / d − 2 2
= 0,85 / 30 / 400 / 149 & 4 /
=
(
)
(
)
4 00 149 & 4 − + 6082,12 / 400 / 2 2
(
4 00 4 00 −107 + 6082,12 / 400 / 293 − 2 2
)
= 15"1#6 < 1"5,"#5 > "3"#9,35 < 93 > "3"#9,351 < 93
= 6366"" N-mm = 63 n < G
kN-m = 6366"" N-mm < ,# = 519# N-mm J u = 336" N-mm -------$OK%
e
=
Mnb Pnb
=
643467622 - . mm =422,17 mm > e =271,65 mm 1524186 -
$OK%
$+ses $engeekan Te+ha*ap He+untuhan Desak $n
=
A1 / fy b/h/fc' + e 3/h/e + 0,5 + 1,18 2 d − d ' d
=
6082,12 / 400 400 / 4 00 / 30 + 1,46 + 0,5 3,80 + 1,18
(
)
= 1"951,5 > 961 = ""536#,9 N $+
= G < $n = ,65 < ""536#,9 = 133#9,1 N J $u = 111#"#,33# N --------$OK%
- $engeekan $enulangan !ese+ Data Tamahan $u
= 111#",#3 kg
= 111#"#,3 N
4u
= "#635,1"
= "#6351,1# N
$+ses $engeekan
kg
-----
4
=
(
1+
P, √ fc / /b/d 14 / Ag 6
)
=
(
1+
1118278,3 √ 30 / / 400 / 2 93 14 / 160000 6
)
= 1 > ,5 < ,91 < 6 < 93 = 1 > ,5 < ""," = 1,5 < ""," = #33,"9 N (4>4s) < G
J 4u
(3""6,5 >4s) <
,6
J "#63551,1# 2863551,18 0,6
(3"#6,35## >4s)
J
3"#6,35## >4s
J "51,966
4s
J "51,966 . #33,"9
4s
J "19 N
G 4 = ,5 < #33,"9 = 336",966 N 4u
= "#6351,1# N P G-4 = 336"5 N -------$OKE%
$Tidak Perl2 T2lan-an @eser%
$e+hitungan Tulangan !ese+ inimum Dipasang engkang Tegak, D1
?I
= " < #,5 = 15,# mm "
Aa+ak ()
= =
2 / A* / fy
b 2 / 157,08 / 400
= 31,16
4 00
mm
4s
4s
=
A*/ fy / d S
=
157,08 / 400 / 2 93 314,16
= 596 N J 96,"1 N ----------$OK%
Aa+ak Tulangan !ese+ Ti*ak 2leh eleihi :a+at 1/" < Dimensi Te+keil
= ,5 < 6 = 3 mm
# < Diamete+ Tulangan
= # < ""
= 16 mm
" Diamete+ engkang
= "
= " mm
< 1
Aa*i *ipakai tulangan sengkang seagai e+ikut . Tumpuan .
Lapangan
= D1 . 1 mm Q 16 mm ------ $OK% = D1 . 15 mm Q 16 mm ----- $OK%
*- 0ekapitulasi $engeekan $enulangan Bore Pile 1) Tulangan Utama 2+e* $ile $engeekan $enulangan Lentu+ = 16 D "" mm enis Pen-e"ekan
Keteran-an OK
NOT OK
$engeekan 0ati *an Hapasitas
.
$engeekan Te+ha*ap He+untuhan Desak
.
") Tulangan engkang Bore Pile $engeekan $enulangan !ese+ &#kasi
Dia,eter Sen-kan-
arak Sen-kanPakai
S(arat
arak Terke"il
Ket.
