Analisa Stabilitas Lereng 2 by I Wayan Sengara
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Transcript of Analisa Stabilitas Lereng 2 by I Wayan Sengara
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SLOPE STABILITY ANALYSIS(CALCULATION OF SAFETY FACTOR)
Prepared by:
Dr. I Wayan Sengara
SERTIFIKASISERTIFIKASI
HimpunanHimpunan
AhliAhli
TeknikTeknik
TanahTanah
IndonesiaIndonesia
Jakarta, 1Jakarta, 1 JuniJuni 20052005
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TOPIC MATERIALS
•• SOIL MECHANICS (Engineering Soil Properties)SOIL MECHANICS (Engineering Soil Properties)
•• SOIL INVESTIGATIONSOIL INVESTIGATION
•• SLOPE STABILITY ANALYSISSLOPE STABILITY ANALYSIS(CONCEPTS AND INPUT SOIL PARAMETERS)(CONCEPTS AND INPUT SOIL PARAMETERS)
•• SLOPE STABILITY ANALYSISSLOPE STABILITY ANALYSIS
(CALCULATION OF SAFETY FACTOR)(CALCULATION OF SAFETY FACTOR)
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FAKTOR KEAMANAN LERENG
Mohr-Coulomb Failure Criteria
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STABILITY OF INFINITE SLOPE
Karakteristik:- Ketebalan material tanah yang runtuh relatif kecil dibandingkan
ketinggian lereng
- Bidang runtuh // permukaan lereng
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STABILITY OF INFINITE SLOPE
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Jika kekuatan geser
tanahnya adalah S:
Maka besarnya faktor
keamanan:
Infinite Slope Analysis in
Dry Sand :Berat tiap irisan:
Gaya normal (N) & gelincir (T):
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Pore Water Pressure:
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Infinite Slope Analysis in
c- φ soil (w/ seepage ):
kekuatan geser tanahnyaadalah:
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Infinite Slope Analysis in c-
φ soil (w/ seepage ):Maka besarnya faktor keamanan:
Kalau seepage line berada pada elevasi m.zdi atas bidang gelincir, maka:
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Block Analysis (1)
dimana:
Pa = gaya aktif (mendorong)
Pp = gaya pasif (menahan)
L = gaya penahan akibat
kohesi pada tanahlempung
c’m & φm = parameterkekuatan tanah padadasar blok, denganberat efektif (W - U)
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dimana:
Ka = koefisien tekanan tanah aktif
Kp = koefisien tekanan tanah pasif
σ’v
= tegangan vertikal efektif
cm = parameter kohesi termobilisasi
Block Analysis (2)Tekanan aktif dan pasif pada tanah:
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Berat dari blok:
gaya normal (N) dan kekuatan tanah termobilisasi (Sm):
kohesi dan sudut geser
dalam yang termobilisasi:
Planar Block Analysis (1):
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Dari keseimbangan gaya-gaya didapat:
Planar Block Analysis (2):
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1.Tentukan angka keamanan terhadap geser, Fφ
2.Hitung nilai φm,
3.Hitung kohesi yang termobilisasi, cm
4.Hitung angka keamanan, Fc = c/cm
5.Ulangi langkah 1 - 4 hingga didapat Fφ = Fc.
Planar Block Analysis (3):
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Method of SlicesPembagian suatu lereng ke dalam beberapa irisan:
General Limit
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General Limit
Equilibrium Method :
Penjumlahan gaya-gaya vertikal yang bekerja pada
setiap irisan. Dari sini akan diperoleh gaya normal Nyang bekerja pada dasar irisan.
Penjumlahan gaya-gaya horizontal yang bekerja
pada setiap irisan. Dari sini akan diperoleh gayayang bekerja diantara irisan, E.
Penjumlahan dari gaya-gaya horizontal yangbekerja pada semua irisan akan memberikan factorkeamanan untuk keseimbangan gaya, Ff .
Penjumlahan dari momen-momen yang diambilterhadap suatu titik tertentu, akan memberikan
factor keamanan untuk keseimbangan momen Fm.
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Metoda Irisan,
Gaya-gaya yang Bekerja pada Suatu
Irisan:
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•Kesetimbangan Gaya
• Ordinary method of slices (OMS)• Simplified Bishop
• Simplified Janbu
• Corps of Engineers
• Lowe dan Karafiath
• Generalized Janbu
•Kesetimbangan Gaya dan Momen• Bishop’s rigorous
• Spencer
• Sarma
• Morgenstern-Price
BEBERAPA METODA PERHITUNGAN
STABILITAS LERENG METHODS OF SLICES
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Contoh Soal:
γ = 16 kN / m3
c = 20 kN/m2
φ = 20°
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Hasil Perhitungan (1)Tabel 1. Perhitungan Dengan Metoda Irisan Biasa
No W αn sin αn cos αn ∆Ln W sin αn W cos αn
(kN/m) (0) (m) (kN/m) (kN/m)
1 22.4 70 0.939 0.343 2.919 21.044 7.674
2 294.4 54 0.809 0.588 6.801 238.092 173.158
3 435.2 38 0.615 0.788 5.075 267.821 343.0324 435.2 24 0.407 0.914 4.378 176.927 397.613
5 390.4 12 0.208 0.978 4.089 81.128 381.877
6 268.8 0 0.000 1.000 4.000 0.000 268.800
7 66.58 -8 -0.139 0.990 3.231 -9.261 65.933
Σ = 30.493 775.751 1638.087
Fs =c . L + W cos . tan
W sin
30.493 . 20 + 1638.04 . tan 20
776.75
1.553
n n
n
∆ α φ
α
=
=
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Hasil Perhitungan (2)Tabel 2. Perhitungan dengan Metoda Bishop
No ∆x c ∆x W αn Wsin φ W tan φ (3) + (7) Mi (8) / (9)
(kN/m) (kN/m) (0)
(1) (2) (3) (6) (7) (8) (9) (10)
1 1 20.000 22.4 70 21.044 8.148 28.148 0.550 51.2042 4 80.000 294.4 54 238.092 107.094 187.094 0.766 244.098
3 4 80.000 435.2 38 267.821 158.313 238.313 0.924 257.944
4 4 80.000 435.2 24 176.927 158.313 238.313 1.003 237.538
5 4 80.000 390.4 12 81.128 142.016 222.016 1.024 216.816
6 4 80.000 268.8 0 0.000 97.781 177.781 1.000 177.7817 3.2 64.000 66.58 -8 -9.261 24.220 88.220 0.960 91.933
Σ = 775.751 Σ = 1277.314
Fs = Σ(10) / Σ(6)
F = 1.65
Fs = 1.65
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Seismic Loading
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Slope Failures
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Failure akibat seismic Load(Gempa Alaska, 1964)
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Seismic LoadingUntuk Lereng Permanen, harus didisain terhadap beban seismic
sesuai ZONASI dan KLASIFIKASI SITE Menurut SNI-1726,
2000
Tentukan ZONASI dan Peak Baserock Acceleration (PBA)
Tentukan Klasifikasi Site (Apakah termasuk Tanah Keras,
Tanah Medium, Tanah Lunak, atau Tanah Khusus)
Tentukan besarnya Peak Ground Acceleration (di permukaan
tanah) dengan mengalikan PBA dengan Amplification factor,
sesuai klasifikasi site.
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( Source: Tim Zonasi SKSNI, 2000)
P kPeak B kBaserock A l tiAcceleration
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0
20
40
60
80
100
120
140
160
180
200
220
240
0 100 200 300 400 500 600 700 800 900 1000
Return period (year)
P G A (
g a l )
Crouse
Joyner & Boore
Total
PBA 0.14 g for return period 200 yearPBA 0.14 g for return period 200 year
PBA 0.20 g for return period 500 yearPBA 0.20 g for return period 500 year
(Source:(Source:SengaraSengara SSSS, et al., 1998), et al., 1998)
PeakPeak Baserock Baserock Acceleration Acceleration
untuk untuk BandungBandung
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Site Response Analysis
-0,20
-0,15
-0,10
-0,05
0,00
0,05
0,10
0,15
0,20
0 5 10 15 20
time (sec)
a c c ( g )
Seismic source
Wa ve
pr opagation path
Seismic wave propagation fromsource to site
F a u l t
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Input Motions
-0,20
-0,15
-0,10
-0,05
0,00
0,05
0,10
0,15
0,20
0 5 10 15 20
time (sec)
a
c c ( g )
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Summary of PBAPBA (gal)
Cities200 years return
period
500 years return
period
Jakarta 130 170
Bandung 147 200
Denpasar 211 298
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Site Response
Analysis Results
Peak Ground
Acceleration
0
50
100
150
200
250
300
350
0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35
Acceleration (g)
D e p t h
( m )
Subduction Eartquake
Strike Slip Earthquake
Pasadena
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Seismic Microzonation for Jakarta
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Proposed Site ClassificationSite
Class Description s
v
(m/s) N -SPT
u s
(kPa)
S0 Hard Rock >1500 - -
S1 Rock 760< sv ≤1500 - -
S2Hard Soil and
soft rock 360<
sv ≤760
> 50 > 100
S3 Medium soil 180< sv ≤360 15< N≤50 50 < su ≤100
S4 Soft soil sv ≤180 < 15 < 50
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Jakarta
SoilClassification SiteClass Ao Tc Sa/Ao
Rock S1 1.0 0.4 2.5
Hard Soil S2 1.2 0.6 2.5
Medium Soil S3 1.5 0.7 2.5
Soft Soil S4 2.0 0.8 2.5
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Bandung
Soil
Classification
Site Class Ao Tc Sa/Ao
Rock S1 1.00 0.4 2.5
Hard Soil S2 1.25 0.5 2.5
Medium Soil S3 1.5 0.6 2.5
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Typical Design Response Spectra
Ca
Tc
Cp
To
P e r c e p
a t a n
S p e k t r
a l
Perioda (detik)
Ca
= PBA . Ao
Cp = 2.5(Ca)
Cv= 2.5(C
a)/T
To
= 0.2(Tc)
Tc = Cv/2.5(Ca)
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Deformation analysis for Slope Stability
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CONTOH KASUS ANALISIS
STABILITAS LERENG
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Contoh Perhitungan Stabilitas Lereng dengan Program SLOPE/W
1.24
Section 2
SF:
Morgenstern-Price: 1.26
Bishop: 1.26
Janbu : 1.24
Length (m)
180 200 220 240 260 280 300 320 340 360 380 400
E l ev a t i on ( m )
-5
0
5
10
15
20
25
3035
40
45
50
55
60
65
7075
80
85
90
95
100
105
110115
120
125
130
135
140
145
150
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Kondisi eksisting (Total Stress Analysis)
SF berkisar antara 1,3 – 1,4
Analisis Stabilitas Lereng
Horizontal Distance (m)
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145
1.639
+ 9.00 LWS+ 8.50 LWSClay/Silt
1.7 t/mCu = 12 t/m
Silt1.7 t/m
Cu = 7 t/mSoft Clay
1.5 t/m
Cu = 0.6 t/m
Sand 1.7 t/m Cu = 0 t/mγ = φ =
γ = φ =
γ = φ =
γ = φ =
2
3
3
2
2
3
3 2
Reservoir Side
Sea Side
Cut Off Wall
2
2
0
45
Analisis Kestabilan Lereng
Kondisi Existing, STA 600
1.639
Tinggi Muka air pada Reservoir side = +7.50 LWS
Total Stress Analysis
Metoda Faktor Keamanan
Bishop
Janbu
M - P
1.574
1.756
E l ev a t i on ( m )
-20
-15
-10
-5
0
5
10
15
20
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Kondisi eksisting (Effective Stress Analysis)
SF berkisar antara 1,5 – 1,7
Analisis Stabilitas Lereng
1.709
+ 9.00 LWS+ 8.50 LWSClay/Silt
1.9 t/mC = 2 t/m
Silt1.8 t/m
C = 1.1 t/mSoft Clay
1.6 t/m
C = 0.3 t/m
Sand 1.75 t/m Cu = 0 t/mγ = φ =
γ = φ =
γ = φ =
γ = φ =
2
3
3
2
2
3
3 2
Reservoir Side
Sea Side
Cut Off Wall
25
32
23.6
42
Analisis Kestabilan LerengKondisi Existing, STA 600
Tinggi Muka air pada Reservoir side = +7.50 LWS
Effektive Stress Analysis
Metoda Faktor Keamanan
Bishop
JanbuM - P
1.709
1.7251.539
Horizontal Distance (m)
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145
E
l ev a t i on ( m )
-20
-15
-10
-5
0
5
10
15
20
A li i St bilit L
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Analisis Stabilitas Lereng
KondisiKondisi adaada jalan jalan (Total Stress Analysis)(Total Stress Analysis)
SF < 1,3SF < 1,3 ⇒ diperlukandiperlukan tambahantambahan bermberm padapada kakikaki
damdam bagianbagian hilirhilir
1.016
+ 9.00 LWS+ 8.50 LWS Clay/Silt
1.9 t/mCu =2.3 t/m
Silt1.8 t/m
Cu =1.5 t/mSoft Clay
1.6 t/m
Cu = 0.34 t/m
Sand 1.75 t/m Cu = 0 t/mγ = φ =
γ = φ =
γ = φ =
γ = φ =
2
3
3
2
2
3
3 2
Reservoir Side
Sea Side
Cut Off Wall
21
20
13.1
42
Analisis Stabilitas LerengKondisi ada Jalan, STA 600
Total Stress Analysis
Metoda Faktor Keamanan
Bishop
Janbu
M - P 1.016
0.930
1.021
Horizontal Distance (m)
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120 125 130 135 140 145
E l e
v a t i on ( m )
-20
-15
-10
-5
0
5
10
15
20
Analisis Rembesan (Seepage) Unt k inp t
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Analisis Rembesan (Seepage) Untuk input
dalam Analisis Stabilitas Lereng
SEEP GE N LYSIS
Seepage Quantities and Flow Vector
Cutoff Wall at Elevation +9 to -18 LWS
Seepage Quantities = 165.49 m3/day/400 m
+7.5 LWS
+1.0 LWS
k = 5.0E-7 m/sec
k = 1.0E-6 m/sec
k = 1.0E-8 m/sec
k = 1.0E-9 m/seck = 2.0E-8 m/sec
Section B-B
4 .7 8 8 4 e- 0 0 6
Distance (meter)
-5 5 15 25 35 45 55 65 75 85 95 105 115 125 135 145 155 165 175 185 195
E l ev a t i on
( m e t er )
-5
0
5
10
15
20
2530
35
40
45
50
55
60
65
70
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ProfilProfil TanahTanah SepanjangSepanjang JembatanJembatan
Soft to medium clay
Cemented Silt
Soft clay silt
Cemented Hard silt orGravelly Sand
Clay Shale
Cemented Breccia
Soft to medium clay
Very Stiff Clay
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ProfilProfil TanahTanah didi Abutment A1Abutment A1
Soft to medium clay
Cemented Silt
Soft clay silt
Cemented Hard silt orGravelly Sand
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ProfilProfil TanahTanah didi Abutment A2Abutment A2
Cemented Breccia
Soft to medium clay
Very Stiff Clay
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Desain Soil Parameter – A
DDeepptthhss SSooiill TTyyppee IIPP ((%%)) NN--SSPPTT CC’’ ((k k PPaa)) ’’ ((ddeegg)) EE
((k k PPaa))
00..00--1122..00 VVeer r yy ssoof f tt ttoo ssoof f tt
ssiillttyy ccllaayy 5511..44
22--1122
((44..55)) 1100 2288 44,,880000
1122..00--1166..00 VVeer r yy hhaar r dd
cceemmeenntteedd ssiilltt 4422..66 >>5500 1100 4400 2244,,000000
1166..00--2200..00 SSoof f tt ccllaayyeeyy ssiilltt 4488..11 44--88
((66)) 1100 3300 77,,220000
2200..00--3300..00 VVeer r yy hhaar r dd
cceemmeenntteedd ssiilltt
-- >>5500 5500 4455 9900,,000000
Drained
DDeepptthhss SSooiill TTyyppee IIPP ((%%)) NN--SSPPTT CCuu ((k k PPaa)) ((ddeegg)) EE
((k k PPaa)) 00..00--1122..00
VVeer r yy ssoof f tt ttoo ssoof f tt
ssiillttyy ccllaayy 5511..44
22--1122
((44..55)) 4400 55 88,,000000
1122..00--1166..00 VVeer r yy hhaar r dd
cceemmeenntteedd ssiilltt 4422..66 >>5500 115500 55 4400,,000000
1166..00--2200..00 SSoof f tt ccllaayyeeyy ssiilltt 4488..11 44--88
((66)) 5500 55 11220000
2200..00--3300..00 VVeer r yy hhaar r dd
cceemmeenntteedd ssiilltt -- >>5500 330000 55 115500,,000000
Undrained
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Kriteria Desain
(1) Bila fondasi berada di suatu lereng, maka angkakeamanan lereng tanah asli, ditambah kemungkinanadanya timbunan harus ≥ 1,70 (disarikan dari AASHTO,2004 dan BMS, 1992).
(2) Pergerakan lateral fondasi setelah struktur jembatan
dibangun akibat adanya beban statik dan dinamik harus 1,5 inch
(1) Beban seismik dengan perioda ulang 500 tahun sebesar
0,14g, berdasarkan percepatan gempa di batuan dasarsebesar 0,2g dengan faktor amplifikasi 1,4 dan koefisienreduksi 0,5.
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- Suatu abutment yang berada di pinggir lereng denganfaktor keamanan lereng asli statik 1,4 dengan bebangempa permukaan 0,14g sebesar 1,2.
Sf drained = 1,4 Sf seismik = 1,2
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Sf drained = 1,07
Horizontal Disp. 5,5 cm
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SF = 1,72
SF = 1,78
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SEKIAN..