www.HaywardBaker.com Ground Modification for Liquefaction Mitigation January 11, 2013 Kansas City, MO Tanner Blackburn, Ph.D., P.E. Assistant Chief Engineer
Jan 15, 2016
www.HaywardBaker.com
Ground Modification for Liquefaction
Mitigation
January 11, 2013Kansas City, MO
Tanner Blackburn, Ph.D., P.E.Assistant Chief Engineer
Presentation Summary
Determining liquefaction susceptibility NCEER guidelines
Mitigation methods Densification Reinforcement Drainage
Geotechnical Seismic Hazards
Liquefaction Bearing capacity Excessive settlement Lateral spreading
Slope Stability Cyclic shear strength Kinematic loading of slopes/earth
Liquefaction Function of:
Earthquake magnitude Distance from site Groundwater conditions (current or ‘high
water’?) Depth to ‘liquefiable’ strata (svo , rd)
Common Input Parameters: Peak Ground Acceleration (PGA) Magnitude (M)
Liquefaction National Center for Earthquake Engineering
Research (NCEER) Summary Report (1997 Meeting, published in JGGE, 2001).
Seed and Idriss (1971):
Normalized by vertical effective stress:
dvocyclic rg
a max65.0
dvo
voeqeq r
g
aCSR
'65.0
Liquefaction
Resistance to liquefaction Referred to as Cyclic Resistance Ratio
(CRR) or CSRfield
Function of: Geologic history (deposit type, age, OCR) Soil structure (relative density, clay content) Groundwater conditions
Factor of Safety = CRR/CSR
Liquefaction Evaluation of CRR (NCEER, 1997):
SPT blow count (N) Corrected blow count Need fines content Corrected clean sand blow count – N1(60)CS
CPT tip resistance (qc) and sleeve friction (fs)
Shear wave velocity (Vs)
Corrections for magnitude (M) Scaling factor (MSF) – apply to F.S.
Liquefaction – SPT Analysis
Liquefaction – CPT AnalysisTo address FC:
(qc1N)cs instead of qc1N
(qc1N)cs = Kc*qc1N
Kc = f(qc, fs, svo, s’vo)
This eliminates need for sampling to determine FC.
Liquefaction – Shear Wave
Liquefaction - MSF
Example
Loose Sand (N1)60 at 15’ depth = 10 Fines Content < 5% (SW/SP) Water table during earthquake @ 5’ depth
Soil Parameters: svo’=1176 psf svo= 1800 psf rd = 0.97 PGA=0.15g M=5.8
Example (cont’d)
CSR = (0.65)(0.15)(1800/1176)(0.97)
CSR = 0.15
Using NCEER figure for (N1)60= 10: CRR=0.11
MSF ≈2 FS = MSF*(CRR/CSR) =
2*(0.11/0.15) = 1.47 Note the influence of MSF!
dvo
voeqeq r
g
aCSR
'65.0
Liquefaction - FS0 0 .5 1
C S R an d C R R
6 0
5 0
4 0
3 0
2 0
1 0
0
Dep
th [
ft]
C S R
C R R
0 4 0 8 0 1 2 0 1 6 0 2 0 0q t [ ts f]
6 0
5 0
4 0
3 0
2 0
1 0
0D
epth
[ft
]
C P T -9
0 0 .4 0 .8 1 .2 1 .6 2R f [% ]
6 0
5 0
4 0
3 0
2 0
1 0
0
Dep
th [
ft]
0 0 .5 1 1 .5 2F ac to r o f S a fe ty
6 0
5 0
4 0
3 0
2 0
1 0
0
Dep
th [
ft]
Liquefaction – Cohesive Materials
Strength loss – not technically liquefaction ‘Seismic softening’
‘Chinese’ Criteria (Seed et al. 1983) Function of wc, LL, clay content
Not well accepted anymore...
Bray and Sancio (2006) No defined criteria, but good overview.
Boulanger and Idriss (2006, 2007)
Chris Baxter at URI - Silts
Liquefaction – Lateral Spreading
Lateral spreading can occur in gradual slopes (<2°)
Must design for static and dynamic driving forces with residual undrained shear strengths Even for cohesionless materials
Liquefaction-induced Settlement
Tokimatsu and Seed, 1987
Ishihara and Yoshimine, 1992
Zhang et al., 2002
Liquefaction Mitigation
Increase strength ( CRR) Ground improvement (densification or grouting)
Decrease driving stress ( CSR) Shear reinforcement with ‘stiffer’ elements within
soil mass
Decrease excess pore pressure quickly Reduce drainage path distance with tightly
spaced drains
Mitigation - Densification
Increase cyclic shear strength (CRR) by increasing relative density of cohesionless materials
Advantages: Field Verifiable!
Conduct field testing before and after treatment Employed for over 50 years, through several large magnitude
earthquakes. Several peer-reviewed documents describing the methods,
efficiency, and mechanics of densification. Approved by CA Office of Statewide Health Planning and
Development (OSHPD) for hospital and school construction.
Mitigation - Densification
Methods: Dynamic compaction Vibro-compaction Vibro-replacement Blast densification Compaction grouting
0 0 .5 1 1 .5C S R an d C R R
5 0
4 0
3 0
2 0
1 0
0
P o s t T rea tm e n tP re -T rea tm en t
0 1 0 2 0q t [M P a ]
1 4
1 2
1 0
8
6
4
2
0
Dep
th [
m]
0 1 2F a c to r o f S a fe ty
1 4
1 2
1 0
8
6
4
2
0
1 4
1 2
1 0
8
6
4
2
00 2 0 4 0S e ism ic S e ttle m e n t [m m ]
T rea tm en t D ep th
Loose sand zone
Hospital site Vibro-
replacementto 45 ft.
Liquefaction Mitigation-Densification
Liquefaction Mitigation-Densification
Sandy site
Compaction grouting for liquefaction mitigation
Urban site, no vibrations
0 0 .5 1C S R an d C R R
6 0
5 0
4 0
3 0
2 0
1 0
0
Dep
th [
ft]
C S R
C R R P re
C R R P o st
0 4 0 8 0 1 2 0 1 6 0 2 0 0q t [ ts f]
6 0
5 0
4 0
3 0
2 0
1 0
0
Dep
th [
ft]
C P T -9
0 0 .4 0 .8 1 .2 1 .6 2R f [% ]
6 0
5 0
4 0
3 0
2 0
1 0
0
Dep
th [
ft]
0 0 .5 1 1 .5 2F ac to r o f S a fe ty
6 0
5 0
4 0
3 0
2 0
1 0
0
Dep
th [
ft]
Liquefaction Mitigation
Increase strength ( CRR) Ground improvement (densification or grouting)
Decrease driving stress ( CSR) Shear reinforcement with ‘stiffer’ elements within
soil mass
Decrease excess pore pressure quickly Reduce drainage path distance with tightly
spaced drains
Mitigation - Reinforcement Reduce cyclic shear stress
applied to liquefiable soil by installing ‘stiffer’ elements within soil matrix that attract stress.
Can be used in non-densifiable soils (silts, silty sands).
Large magnitude EQs Not verifiable
Post-installation CPT or SPT results will not differ from pre-installation.
Vertical load testing of elements is not applicable.
tsoil tsoiltinc
GI for Large Earthquakes Large magnitude
earthquakes:· PGA ~0.3-1.0g· M >7
Typical CSR values ~ 0.3-0.6
High liquefaction potential for all soils N<30· Densification has
limited application
ReinforcementOriginal Design Methodology
Shear stress reduction factor (KG) (Baez
and Martin, 1993):
GINC=Inclusion shear modulus
GSoil=Soil shear modulus
ARR=Ainclusion/Atotal
Strain compatibility and force equilibrium
Assumes linear elastic soil and INC behavior
CSRapplied to soil = KG * CSRearthquake
11
1
Soil
INC
G
GG
ARR
K
Mitigation - Reinforcement 10% Area
Replacement
GINC/GSOIL=5
KG=0.7
11
1
Soil
INC
G
GG
ARR
K
0 0 .5C S R an d C R R
6 0
5 0
4 0
3 0
2 0
1 0
0
Dep
th [
ft]
C S R P re
C S R P o st
C R R P re
0 4 0 8 0 1 2 0 1 6 0 2 0 0q t [ ts f]
6 0
5 0
4 0
3 0
2 0
1 0
0
Dep
th [
ft]
C P T -9
0 0 .4 0 .8 1 .2 1 .6 2R f [% ]
6 0
5 0
4 0
3 0
2 0
1 0
0
Dep
th [
ft]
0 0 .5 1 1 .5 2F ac to r o f S a fe ty
6 0
5 0
4 0
3 0
2 0
1 0
0
Dep
th [
ft]
Reinforcement
Methods:· Deep soil mixing· Stone Columns
(aggregate piers)– New research
indicates this reinforcement effect is limited
· Jet Grouting
Mitigation - Reinforcement
Requires engineering judgment regarding input parameters
Is there a limit to the ‘inclusion’ stiffness? What is the deformation mechanism (bending or shear)? Is there a maximum spacing that should be used? If the soil liquefies around a stone column, what is the
strength of the stone column?
Few peer-reviewed publications or references regarding use and efficiency
Vendor/contractor ‘white-papers’ do not qualify as design standards or peer-reviewed methods
State-of-the-practice is developing
Liquefaction Mitigation-Reinforcement Example of required judgment:
Say we need KG=0.8, what ARR do we
need? Stone columns?
Typical GSC/Gsoil ~ 5 (Baez/Martin,
Mitchell, FHWA) ARR = 6% (11’ grid spacing-36”
columns)
11
1
Soil
INC
G
GG
ARR
K
Liquefaction Mitigation-Reinforcement Example of required judgment:
Say we need KG=0.8, what ARR do we
need? Piles?
Typical GSteel/Gsoil ~ 2500 W14x120 – A=0.23 ft2 ARR = 0.01% 50’ Spacing!!
11
1
Soil
INC
G
GG
ARR
K
Current research by Boulanger,Elgamal, et al.
34
Spatial distribution Rrd
35
Reinforcement – Panels and Grids
Figure : Basic Treatment Patterns (Bruce 2003)
Linear Elastic Soil Profile DSM Half Unit Cell
Linear Elastic FE DSM Model
Boulanger, Elgamal, et al.
Shear reduction - panels
Ratio of shear stress reduction coefficients; (a) Gr = 13.5, (b) Gr = 50
Conclusion – Soilcrete Grid per Boulanger, Elgamal et. al
DSM grids affect both:
· seismic site response (e.g., amax)
· seismic shear stress distributions (e.g. spatially averaged Rrd)
DSM grids on seismic site response can be significant and may require
site-specific FEM analyses
The reduction in seismic shear stresses by reinforcement can be
significantly over-estimated by current design methods that assume
shear strain compatibility.
A modified equation is proposed for estimating seismic shear stress
reduction effects. The modified equations account for non-compatible
shear strains and flexure in some wall panels.
The top 2m-3m of DSM wall could potentially be the critical wall section
in term of tension development.
Thanks to Masaki Kitazume, Tokyo Institute of Technology
Provided images to HBI.
Thanks to Masaki Kitazume, Tokyo Institute of Technology
Provided images to HBI.
Thanks to Masaki Kitazume, Tokyo Institute of Technology
Provided images to HBI.
Brunswick Nuclear PlantSouthport, NC
Batch Plant
Intake Canal
N
Spoil Deposit
Ventura Cancer Center, CA
Liquefaction Mitigation
Increase strength ( CRR) Ground improvement (densification or grouting)
Decrease driving stress ( CSR) Shear reinforcement with ‘stiffer’ elements within
soil mass
Decrease excess pore pressure quickly Reduce drainage path distance with tightly
spaced drains
Mitigation - Drainage Limit excess pore pressure increase and duration of
increased pore pressure during cyclic shearing by providing short drainage paths in cohesionless materials.
Not verifiable with in situ testing Limited peer-reviewed publications or design standards.
Methods: EQ Drains – perforated pipe installed on tight grid Stone columns – additional feature, but not relied on for
design Permeability of stone column material Contamination with outside material.
EQ Drain Theory
Reduce the excess pore pressure accumulation during earthquake
0 5 1 0 1 5 2 0 2 5S h ea r s tre ss cy c le s
0
0 .2
0 .4
0 .6
0 .8
1
Por
e pr
essu
re r
atio
0 5 1 0 1 5 2 0 2 5S h ea r s tre ss cy c le s
0
0 .2
0 .4
0 .6
0 .8
1
Por
e pr
essu
re r
atio
EQ Drain Details Typically 75-150 mm diameter Slotted PVC pipe with filter fabric Typical spacing 1-2 m triangular Installed with large steel probe with wings (densification also
intended)
EQ Drain Installation
EQ Drain Design Concept Based on radial dissipation theory (just like vertical consolidation, but
radial geometry)
t
u
t
um
r
u
r
k
rg
vw
h 1
t
u
t
u
r
u
rrc gh
1wv
hh m
kc
2sin
2tan
testundrainedin on liquefacti causing cycles stress uniform ofNumber
7.0~
arcsin2
2
'
2
1
'
u
u
dl
eqog
l
lo
g
d
eq
gg
r
r
tN
N
N
u
N
N
Nu
t
N
t
N
t
N
N
u
t
u
DeAlba et al., 1975
Assume periodic wave form
• Change in PP per cycle depends on PP of previous cycle
• NL based on CSR of soil, SPT, Fines
• Neq, td are functions of earthquake, but there are correlations to magnitude
Derivations
Factor of safety is inverse of Ru
Settlement
'
'
'
'
vouNewvlayerlayer
vou
v
vNewvlayerlayer
RmT
Ru
u
mT
EQ Drain Design Graphical solutions to diff equation (JGS):
· Address drain size, well resistance· Provides Ru, but no settlement calculations
FEQDrain – Finite Element software program· Provides Ru and settlement calculations
Both methods need the following:· Soil permeability, kh
· Soil compressibility, mv,
· Earthquake duration, td
· Number of earthquake cycles, Neq
· Drain spacing (trial values)
EQ Drain with Stone Column Installation
Stone Column Installation with EQ Drains
Liquefaction Mitigation
Increase strength ( CRR) Ground improvement (densification or grouting)
Decrease driving stress ( CSR) Shear reinforcement with ‘stiffer’ elements within
soil mass
Decrease excess pore pressure quickly Reduce drainage path distance with tightly
spaced drains
Questions