sheet pile - new
TRANSCRIPT
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Location :
Top wall level = 79.00
D1 - Hulu River bed level = 69.50
round water level = 75.00
River water level = 7!.00"oundation level = 71.00
Di#en$i
H = %.00 # & =
α
= 1.00 # =
= !.00 # =
= 1'.50 # =
= (.00 # =
) =
&ac*+ill $oil =
= 1.%0
= '.00 =
φ = (0.0 =
c = 0.00 =
,ection o+ Retainin wall "oundation $oil
= 1.00 ,a+et +acto
= (0.0 /verturnin
= 0.00 ,lidin
"riction coe++icient
µ = 0.50
Uplift coefficient llowable $t
= 1.00
over o+ bar
2all
= 7 c# 3oun4$ #o
= 7 c#
"ootin
= 7 c#
= 7 c#
b11
b1'
b'1
b''
1
(1
!
w1
γ
c
γ
$oil t#(
γ
$at t#(
o
t#'
γ
$4 t#(
φ
&o
c& t#'
Reaction o+
Uµ o#pre$$iv
Ten$ile
,ear d
bac*
d +ront
d upper
d lower
b12
H=h1
h31
b21 b23
q (t/m2)
h4
b11
b13
b22
h32
hw1
hw2
B
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#
#
#
##
unit pan8an
%.50 # L = 1.00 #
1.50 # = 0.00 #
'.50 # = '.00 #
1.50 # = 1.00 #
!.00 # = (.00 #
0.50 = 0.1%
'.!0 = 1.00
0.00 (for stability analysis)
5.71 (for structural analysis)
0.00
nor#al $ei$#ic
; &6=1.(( &(='.%(
< '.00 1.'5
)#a < )a=)u( )ae=)u'
re$$
= 60 90
= 1%50 '775
= 5.5 %.'5
ulu$ ratio
'! 16
b1(
b'(
('
w'
t#'
t#( γ
w t#(
o
o
o
>e>
+$
oundation $oil
σ
ca *c#'
σ
$a *c#'
τ
a *c#'
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1. Data ?erencanaan
1.1 Di#en$i
q = 0.50
= 0.00
= 2.40
= 1.00
Backfill soil
= 1.80 = 1.00
= 2.00 = 0.00
c = 0.00 = 30.00
φ = 30.00
β = 0.00
α = 0.00 (untuk analisis stabilitas)δ = 0.00
Φ = 10.20 Kh
'. ?eritunan edala#an ,eet ?ile
'.1 ?eritunan oe+i$ien te*anan tana
Koefsien tekanan tanah akti
Koesien tekanan tanah aktif dapat diperoleh dengan menggunakan rumus
Ka =
(untuk analisis stabilitas)
α = 0.000 δ = 0.000
= 0.!"0 = 0."00
= 1.000 = 0."00
= 1.000 = 1.000
Ka = 0.((( untuk analisis stabilitas
Koefsien tekanan tanah pasi
Kp =
α = 0.000 δ = 0.000
= 0.!"0 = 0."00
t#m2 (untuk konisi no!mal)
t#m2 (untuk konisi s"ismik)
γ c t#m3
γ w t#m3
#oundation soil
γ soil t#m3 γ
s$
γ sat t#m3 c
B
t#m2 φB
o
o
o
o (untuk analisis stabilitas kondisi normal$ δ o ( = %!c tan(&h) )
o
os2(φ %α) &in(φ'δ)
os2α &inφ
os(α'δ) osα
o
os2(φ'α) &in(φ'δ)
'os2(φ α)
'os2α 'os(α*δ) 1*+in(φ*δ) +inφ
'os(α*δ) 'osα
'os2(φ*α)
'os2α 'os(α δ) 1 +in(φ*δ) +inφ
'os(α δ) 'osα
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= 1.000 = 0."00
= 1.000 = 1.000
Kp = (.000
'.' ?eritunan Teanan Tana
=
= 1 3 0.333
= 1
=
= *0 % 10 3.000
= 30
'.( ?eritunan Te*anan Tana
+ekanan tanah yang dihitung terdiri dari tekanan tanah aktif (,a) dan tekanan
pasif (,p). -dapun perhitungan selengkapnya adalah sebagai berikut
,a = 0."
= 0." 1 / 0.333
= *! k#m
,p = 0." = 0." *0 % 10
= 1" k#m
'.! ?eritunan edala#an ,eet ?ile an Ditana#
,erhitungan kedalaman &heet ,ile yang ditanam ,erencanaan kedalaman she
yaitu dengan menghitung momen yang teradi pada titik 0 yang disebabkan
tanah aktif dan tekanan tanah pasif. -dapun perhitungan selengkapnya adala
berikut
% = 0
1 ' % 1
3 3
*! 1 3 ' % 1" 1
3 3
*! ' / % " = 0
os2α &inφ
os(α %δ) osα
21 γ
soilh
1K
a
k#m
2* γ
$h
*K
p
h*
h* k#m
γ soil
h1 K
a
γ$
h*
K p
h*
h*
45 = 05o
(pa)5o
(pp)
,a
h1
h*
,p
h*
h*
h*
h* h*6
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7isederhanakan menadi
%1 ' 1. ' ".8 = 0
= 2.1 m dibulatkan men
9ntuk desain kedalaman pelaksanaan panang sheet pile perlu ditambah faktan *0: % 30 :. ,ada perencanaan ini ditambahkan faktor keamanan sebesar
kedalaman rencana.
Panjang total sheet pile = ' 7 1.*
= 3 ' 3 1.3
= ;./ dibulatkan menadi 7
Karena di pasaran panjang minimum untuk sheet pile adalah 1
, maka dipakai L = 10 m 11.25Tm
(. ?eritunan @o#en pada ,eet ?ile
< = *,
%
= * *!
3.000 % 0.333 10.000
= "8
*;.;;!
= 1.8*3 m
>etak , yaitu 1#3 ? = 1 10 = 3.3333 m
3
maka < = 3.3333 % 1.8*3
= 1./103 m
5maks = , < ' < % 1
*
% 1 <
3
= *! 1./103 ' 1.8*3 % 1 10
*
3.000 % 0.333 1 1.8*3
3
h*6
h*yang dihitung sebesar
h1
dengan Mrak
=
K p
K a γ
$
γ$
K p
K a
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= /0 % /
Mmaks = !1 k".m = !.1 T.m
Momen kapasitas # Momen luar
11.25 T.m # !.1 T.m =# $M$"
%irenanakan menggunakan produk &$L'$() T*pe +
Gambar spesifkasi sheet pile merk CALVARY ABA
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= 0.1
oulomb
t#m3 (=γ sat−γ
w)
t#m2
o
= β)
o
o
2
2
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tanah
3.000
et pile
leh tekanan
h sebagai
= 0
= 0h*
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di m
r keaman%*0: dari
m
m
<
1.8*3
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25-$-1000
DI
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1. Data ?erencanaan
1.1 Di#en$i
? = ".00 m
@ = *.80 m
> = 1.00 m (unit panang)
= 0.30 m
= 0.30 m
= 1.80 m
= 2.40 m
= 5.00 m
= 2.00 m
= 3.00 m
= *."0 m
,"na
1.' ?ara#eter
q = 0.50
= 2.40
= 1.00
&ac*+ill $oil
= 1.80 = 1.00
= 2.00 = 0.00
c = 0.00 = 30.00
φ = 30.00 µ = 0."0 (Ariction coeBci
β = 0.000
α = 0.000 (untuk analisis stabilitas)
δ = 0.000
Φ = 10.*08 Kh = 0.1
'. ?eritunan ,tabilita$
0.30
q = 0.50 0.30
5.00
b11
b12
b13
b2
h1
h2
hw1
hw2
t#m2 (untuk konisi no!mal)
γ c t#m3
γ w t#m3
"oundation $oil
γ soil t#m3 γ
s$ t#m3 (=γ
sat−γ
w)
γ sat t#m3 c
B t#m2
t#m2 φB
o
o
o
o
o (untuk analisis stabilitas kondisi normal$ δ = β)o ( = %!c tan(&h) )
t/m2
,a2
,a1
qa2
qa1
2
1
q (t/m2)
hw1
H=h1
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3.00
2.40
*$i beban
,w1 ,a4
qa3qw1 qa4
,a3
43
qu
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1 &eban Aerti*al
"o. %eskripsi +
1 0."0 ".00 0.30 *.80 1.00
* ".00 0.30 *.80 3.;00
3 0."0 ".00 1.0 *.80 10.00
8 0."0 ".00 0.30 1.0 1.3"0q 0."0 0.30 0.1"0
T o t a l 1 to ) 17.700
,u1 3.00 *.80 0."0 %1.00 3.00
,u* *."0 *.80 0."0 %1.00 3.000
Total 1 to ?u' 11.100
' &eban oriBontal
Koefsien tekanan tanah akti
Ka =
(untuk analisis stabilitas)
α = 0.000 δ = 0.000
= 0.!"0 = 0."00
= 1.000 = 0."00
= 1.000 = 1.000
Ka = 0.((( untuk analisis stabilitas
Koefsien tekanan tanah pasi
Kp =
α = 0.000 δ = 0.000
= 0.!"0 = 0."00
= 1.000 = 0."00= 1.000 = 1.000
Kp = (.000
qa1 = Ka q = 0.1;! to
qa* = = 1.*00 to
qa3 = qa1 ' qa* = 1.3;! to
qa8 = = 1.000 to
qC 1 = = 3.000 to
qC * = = *."00 to
qp1 = = ;.000 to
o o
os2(φ %α) &in(φ'δ)
os2α &inφ
os(α'δ) osα
o o
os2(φ'α) &in(φ'δ)
os2α &inφos(α %δ) osα
Ka (h1 h
w1) γ
soil
Ka hw1
(γ sat
γ w)
hw1
γ w
hw2 γ w
Kp h4 (γ
sat γ
w)
2
'os2(φ α)
'os2α 'os(α*δ) 1*+in(φ*δ) +inφ
'os(α*δ) 'osα
2
'os2(φ*α)
'os2α 'os(α δ) 1 +in(φ*δ) +inφ
'os(α δ) 'osα
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"o. %eskripsi
,a1 0.1;! *.00 0.333
,a* 1.*00 *.00 0."0 1.*00
,a3 1.3;! 3.00 8.100
,a8 1.000 3.00 0."0 1."00
,C1 3.000 3.00 0."0 8."00
,C* %*."00 *."0 0."0 %3.1*",p1 %;.000 *.00 0."0 %;.000
T o t a l '.50%
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( ?eritunan ,tabilita$
a ,tabilita$ teradap ulin
@ = *.80 m
*!."! % 11.*
D = = = 0./*0 m1!.!00
@ *.80
e = % D = % 0./*0 = 0.'%0 m
* *
b ,tabilita$ teradap e$er
Eaya geser = *."0 ton Eaya perlaCanan = 0."0 1!.!00 =
0."0 )
?F ."0
As = = = (.5'% G 2.00 @C
*."0
c Rea*$i pada tana ponda$i
; eq1$* = )
@ @
1!.!00 ; 0.*0
q1 = (1 ' ) = 1'.5(% H
*.80 *.80
1!.!00 ; 0.*0
q* = (1 % ) = '.'1( H
*.80 *.80
- Daa du*un tana a$il u8i $ondir )a
qa = qu # 1." = (((.((( (safety factor = 1." $ n
d a#bar Rencana
Σ I D % Σ ? J
Σ I
Σ ??F = µ Σ I
(friction coeBcient µ =
Σ ?
Σ I(1 *
t#m2
t#m2
t#m2
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-an "tainin all
/aet* ator
Guling
normal eH@#;=0$80m
seismic eH@#3=0$0m
ent) Geser
normal *.00
seismic 1.*"
Reaction o oundation soil
normal
qa=qu#1."
seismic
qae=qu#1."
1.80
5.00
fs
fs
qmaqa
qmaqae
b12
b22
b11b13
hw2
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2.0 2.50
/
,-1
q-1
,w2
qw2
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+
*.300 4.14
1./"0 .02
1.*00 12.
*.300 3.11*.*"0 0.34
'7.57
1.00 5.
0.800 2.40
19.!1
n#m
n#m
n#m
n#m
n#m
#m
n#m
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) )
8.000 1.33
3.;;! 8.80
1."00 ;.1"
1.000 1."0
1.000 8."0
0.33 %*.;00.;;! %8.00
11.'%
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H @#; = 0.800 m @C
."0 ton
qa = 333.333 @C
qa = 333.333 @C
ormal condition)
t#m2
t#m2
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1. Data ?erencanaan
1.1 Di#en$i
q = 0.50
= 0.00
= 2.40
= 1.00
Backfill soil
= 1.80 = 1.00
= 2.00 = 0.00
c = 4.00 = 30.00
φ = 30.00
A = *.00
β = 0.00α = 0.00 (untuk analisis stabilitas)
δ = 0.00
Φ = 10.20 Kh
'. ?eritunan edala#an ,eet ?ile
'.1 ?eritunan oe+i$ien te*anan tana
Koefsien tekanan tanah akti
Koesien tekanan tanah aktif dapat diperoleh dengan menggunakan rumus
Ka =
(untuk analisis stabilitas)
α = 0.000 δ = 0.000
= 0.!"0 = 0."00
= 1.000 = 0."00= 1.000 = 1.000
Ka = 0.((( untuk analisis stabilitas
Koefsien tekanan tanah pasi
Kp =
t#m2 (untuk konisi no!mal)
t#m2 (untuk konisi s"ismik)
γ c t#m3
γ w t#m3
#oundation soil
γ soil t#m3 γ
s$
γ sat t#m3 c
B
t#m2 φB
o
o
o
o (untuk analisis stabilitas kondisi normal$ δo ( = %!c tan(&h) )
o
os2(φ %α) &in(φ'δ)
os2α &inφos(α'δ) osα
'os2(φ α)
'os2α 'os(α*δ) 1*+in(φ*δ) +inφ
'os(α*δ) 'osα
'os2(φ*α)
'os2α 'os(α δ) 1 +in(φ*δ) +inφ
'os(α δ) 'osα
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α = 0.000 δ = 0.000
= 0.!"0 = 0."00
= 1.000 = 0."00
= 1.000 = 1.000
Kp = (.000
K = Kp % Ka
= 3.000 % 0.333
= *.;;!
'.' ?eritunan Te*anan Tana
= ' q Ka
− * c Ka 0."
= 1.80 0 ' 0."0 0.333
− * 8.00 0.333 0."
= %8.8"*1
=
= *0 % 10 3.000
= 30
=
= 0 3 0.000
= 0
=
= 0 3 =
= LLL
=
= 0 3 0.000
= 0
'.( ?eritunan Te*anan Tana
+ekanan tanah yang dihitung terdiri dari tekanan tanah aktif (,a) dan tekanan
pasif (,p). -dapun perhitungan selengkapnya adalah sebagai berikut
,a = 0."
= 0." LFMAN LFMAN LFMAN
= LFMAN k#m
,p = 0."
o
os2(φ'α) &in(φ'δ)
os2α &inφ
os(α %δ) osα
,a1 γ
soilh
0
k#m
,a* γ
$h
*K
p
h*
h* k#m
,a3 γ
soilh
1K
a
k#m
,a8 γ
soilh
1K
a
k#m
,a" γ
soilh
1K
a
k#m
γ soil
h1 K
a
γ$
h* K
p
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= 0." *0 % 10
= 1" k#m
'.! ?eritunan edala#an ,eet ?ile an Ditana#
,erhitungan kedalaman &heet ,ile yang ditanam ,erencanaan kedalaman sheyaitu dengan menghitung momen yang teradi pada titik 0 yang disebabkan
tanah aktif dan tekanan tanah pasif. -dapun perhitungan selengkapnya adala
berikut
% = 0
1 ' % 1
3 3
LFMAN 1 LFMAN ' % 1" 1
3 3
LFMAN ' LFMAN % " = 0
7isederhanakan menadi
%1 ' LFMAN ' LFMAN = 0
= 2.1 m dibulatkan men
9ntuk desain kedalaman pelaksanaan panang sheet pile perlu ditambah fakt
an *0: % 30 :. ,ada perencanaan ini ditambahkan faktor keamanan sebesar
kedalaman rencana.
Panjang total sheet pile = ' 7 1.*
= LFMAN ' 3 1.3
= LFMAN dibulatkan menadi 7
Karena di pasaran panjang minimum untuk sheet pile adalah 1
, maka dipakai L = 10 m
(. ?eritunan @o#en pada ,eet ?ile
< = *,
%
= * LFMAN
3.000 % 0.333 10.000
h*
h*
45 = 0
5o(pa)
5o(pp)
,a
h1
h*
,p
h*
h* h*
h*
h*6
h*6
h* yang dihitung sebesar
h1
K p
K a γ
$
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= LFMAN
*;.;;!
= LFMAN m
>etak , yaitu 1#3 ? = 1 10 = 3.3333 m
3
maka < = 3.3333 % LFMAN
= LFMAN m
5maks = , < ' < % 1
*
% 1 <
3
= LFMAN LFMAN ' LFMAN % 1 10
*
3.000 % 0.333 1 LFMAN
3
= LFMAN % LFMAN
Mmaks = 3(46 k".m = 3(46 T.m
%irenanakan menggunakan produk &$L'$() T*pe +
γ$
K p
K a
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Gambar spesifkasi sheet pile merk CALVARY ABA
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= 0.1
oulomb
t#m3 (=γ sat−γ
w)
t#m2
o
= β)
o
2
2
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tanah
o
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3.000
et pileleh tekanan
h sebagai
= 0
= 0
di m
r keaman%
*0: dari
m
m
h*
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<
LFMAN
25-$-1000
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DI