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Penurunan (Settlement)
SIVA1
batuan (rock)
Tanah
kuat
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Leaning Tower of Pisa
Kesalahan menjadi monumen!
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Persyaratan Perencanaan (Design Requirement)
� Total Settlement (δ)
aδδ ≤
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� Differential Settlement(δD)
aδδ ≤
DaD δδ ≤
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δ δ δ δ versus δδδδD
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(a)Learning Tower, Pisa
(b) Palacio de las BellasArtes, Mexico City
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Menara Pisa
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Profil Tanah Menara Pisa
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Penurunan Pondasi Dangkal
Pada analisis penurunan pondasi dangkal dikelompokkan:
� Pondasi di atas Tanah Pasir
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� Pondasi di atas Tanah Pasir� Pondasi di atas Tanah Lempung.
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Pada tanah berbutir…
Tanah berbutir mudah terdrainasi, sehingga penurunan terjadi dengan cepat.
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time
settlement
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Pada tanah lempung
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Penurunan Pondasi Di Atas Tanah Nonkohesif (Pasir)
Perhitungan berdasarkan data uji lapangan (in situ testing)
� Plate Bearing Test
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� Plate Bearing Test (Uji Pembebanan Pelat)
� Standard Penetration Test (SPT)� Cone Penetration Test/CPT (Sondir)� Uji pembebanan prototype
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Analisis Penurunan berdasar pada Uji Lapangan (In-Situ Tests)
� Cara memperkirakan penurunan (settlement) pada tanah pasir(sands) hampir selalu berdasar hasil uji lapangan (in-situ test)
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lapangan (in-situ test)� Pada tanah pasir(sands),analisis
penurunan tidak didasarkan pada analisis konsolidasi
� Menggunakan Equivalent Modulus of Elasticity, Es
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Es berdasar Data SPT
6010 NOCRE s ββ +=
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Es berdasar Data CPT(Sondir)
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Analisis Berdasarkan Data SPT
� MODIFIED MEYERHOF’S METHOD� BURLAND and BURBIDGE’S METHOD
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Modified Meyerhof’s Method
MEYERHOF (1956,1965)� Untuk B ≤ 4 ft (1,20 m)
� Untuk B > 4 ft (1,20 m)
d
r
r KN
q
B60
_
' /44,0 σδ =
2
60
_
' /68,0
+=
rd
r
r BB
B
KN
q
B
σδ
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dimana : δδδδ = penurunanBr = lebar referensi = 1 ft = 0,3 mq’ = tegangan tanah nettoσr = tegangan referensi= 100 kPaN60 = nilai SPT rata-rataKd = faktor kedalaman = 1+ 0,33 D/B ≤ 1,33B = lebar pondasi
dKN
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Burland and Burbidge’s Method
BURLAND and BURBIDGE (1985)� untuk tanah normally consolidated
untuk tanah overconsolidated q’≤σ
=
rrcIs
r
q
B
BICC
B σδ '
14,07,0
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� untuk tanah overconsolidated q’≤σc
� untuk tanah overconsolidated q’>σc
=
rrcIs
r
q
B
BICC
B σδ '
047,07,0
−
=
r
c
rcIs
r
q
B
BICC
B σσδ '67,0'
14,07,0
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Prosedur Perhitungan
� Menghitung kedalaman pengaruh
� Menghitung compressibility index Icuntuk NC
75,0
4,1
=
rr
f
B
B
B
z
4,1
60
_
71,1
=
N
Ic
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untuk OC
� Menghitung faktor koreksi kedalaman pengaruh
� Menghitung faktor bentuk
4,1
60
_
57,0
=
N
I c
12 ≤
−=
III z
H
z
HC
( )2
25,0/
/25,1
+=
BL
BLC s
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Analisis berdasar Data CPT (Sondir)
� Schemrtmann (1970)� Schemrtmann and Hartmann (1978)� Schemrtmann et.al (1978)
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� Schemrtmann et.al (1978)
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Schmertmann’s Method
∑′−=s
zD E
HIqCCC εσδ )(321
′σ
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C1 = depth factor =
C2 = Secondary creep factor =
C3 = Shape factor =
′−′
−zD
zD
q σσ
5.01
+1.0
log2.01t
73.0/03.003.1 ≥− BL
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Distribusi strain influence factor
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Strain Influence Factor
zDzp
qI
σσ′
′−+= 1.05.0
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zpzpI
σ ′+= 1.05.0
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Contoh
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Differential Settlement
� Total Settlement, δ
� Differential Settlement, δD
� Rotation, θ
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Differential Settlement
� Variasi pada Soil Profile
� Variasi pada Structural Loads
� Perencanaan berdasarkan Bearing
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� Perencanaan berdasarkan Bearing Capacity
� Toleransi pelaksanaan (Construction Tolerances)
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Total and Differential Settlement for Clays
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Total and Differential Settlement for Sands
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Kecepatan/Laju Penurunan (Rate of Settlement)
� Pada tanah jenuh kecepatan penurunan sangat tergantung pada kecepatan air terdrainasi
� Pada tanah lempung(Clays) kecepatan penurunan lebih lambat dibanding tanah
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penurunan lebih lambat dibanding tanah pasir(sands)
� Kecepatan penurunan dapat dihitung berdasar teori Konsolidasi
� Kecepatan penurunan pada pasir tergantung pada pola pembebanan
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Penurunan Pondasi Di Atas Tanah Kohesif (Lempung)
� Penurunan Segera (Immediate Settlement)
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� Penurunan Konsolidasi (Consolidation Settlement)
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Analisis Penurunan berdasar Uji Laboratorium
� Pendekatan dilakukan bila didapat good quality “undisturbed” samples
� Lakukan Uji konsolidasi (oedometer test)Tentukan C , C , e , dan σ´
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� Tentukan Cc, Cr , e0, dan σ´m
� Lakukan analisis penurunan (settlement analysis)
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Cara Analsis (Methods of Analysis)
� Cara Klasik (Classical Method)�Berdasar teori Terzaghi�Konsolidasi satu dimensi
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� Skempton and Bjerrum Method�Mempertimbangkan distortion
settlement �Mempergunakan faktor penyesuaian
konsolidasi 3D
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Skempton & Bjerrum Method
� Settlement,
� Distortion Settlement (δd)
)(II
Bq zDσδ ′−=
cd δψδδ +=
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� Consolidation Settlement (δc)
10
)(II
E
Bq
u
zDd
σδ ′−=
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Distortion Settlement / Immediate Settlement
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Influence Factors, I0 and I1
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Prediksi Penurunan pada N.C. Clays
′′
+= ∑
00
log1 z
zfcc H
e
Cr
σσ
δ
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Prediksi Penurunan pada O.C. Clays .…… Case I
′′
+= ∑
00
log1 z
zfrc H
e
Cr
σσ
δ
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Prediksi Penurunan pada O.C.Clays…Case II
′′
++
′′
+= ∑ zfccr
c He
CH
e
Cr
σσ
σσδ log
1log
1
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′+
+
′+
= ∑cz
c He
He
rσσ
δ log1
log1 000
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Cara Klasik; Faktor Kekakuan Pondasi
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Faktor Penyesuaian 3D, ψψψψ
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Menghitung ∆σ (kenaikan tegangan)
Untuk menghitung ∆σ dapat dilakukan berdasar teori :
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� Boussinesq� Westergaard� Pendekatan penyebaran beban 1H : 2V
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Grafik Fadum berdasar Teori Boussinesq
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Grafik Westergaard
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Cara Pendekatan
�Penyebaran beban 1H:2V (= 60°)
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Bagaimana ketelitian Prediksi penurunan?
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Belajar
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Jangan tunggu sampai menit terakhir.
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Exams
My mama always said, “Exam is like a box of chocolates; you never know what you
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of chocolates; you never know what you are gonna get”
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