Report OFFICE COPY N.. 4
GeoPacific Engineering,Inc.
-41f\1/4 14835 SW 72nd Ave � �.1 G 16 2018
680® Portland,Oregon 97224 V 11S IOC r``
.....-_-_-74:7--,.......:.-._ http://www.geopacificeng.co l.s�Y �£ do a.
° Ii'i -' ,,VISION
LIQtUEFACTION ANALYSIS..REPOR7 , ;_
Project title:17-4626,72nd Avenue Apartments Location:11720 SW 72nd Avenue,Tigard,Oregon
CPT file:17120 CPT-1 Text File
Input parameters and analysis data
Analysis method: Robertson(2009) G.W.T.(in-situ): 12.50 ft Use fill: No Clay like behavior
Fines correction method: Robertson(2009) G.W.T.(earthq.): 12.50 ft Fill height: N/A applied: All soils
Points to test: Based on Ic value Average results interval: 3 Fill weight: N/A Limit depth applied: Yes
Earthquake magnitude Mw: 7.75 Ic cut-off value: 2.60 Trans.detect.applied: No Limit depth: 60.00 ft
Peak ground acceleration: 0.46 Unit weight calculation: Based on SBT Ko applied: No MSF method: Method based
Cone resistance Friction Ratio SBTn Plot CRR plot FS Plot
2 2 2 2- 2
4 i 4 42 4- 4
6 6 6 6- 6
,ip
8 8 8 8- 8
10 10 10 10- 10
12 1212 12- 12
Durin
14 14- 14
16 1614 1614 16- ........• 16
18 18 18 18- 18
20 20 20 20- 20
22 22 22 # 22- 22 i_
2 24 24 24 24- 4.11. 24
=26 26 26 t 26- 26
28 28 28 28- 28
30 30 30 30- law.-- 30
32 32 32 ' 32- 32
34 34 34 34- 34
36 3636 " 36- 36
38 38 38 38- 38
40 40 40 40- 40
42 42 42 42- 42
44 44 44 44- 44 a
46 46 46 46- __ - 46 v"'
48 48 48 48- 48 ■
50 50 50 50- —� 50
52 52 52 52- �.wom 52 i
I T••
50 100 150 200 0 2 4 6 8 10 1 2 3 4 0 0.2 0.4 0.6 0 0.5 1 1.5 2
qt(tsf) Rf(%) IC(Robertson 1990) CRR&CSR Factor of safety
M„,=7112,sigma'=1 atm base curve Summary of liquefaction potential
0.8 t . . t 1,000_ t t t I I it I I I 1 1 1 tt
Liquefaction _ = j
7 \ 8
0.7- o 7
_ y _ �tA Y + 9 -
0.6- - t_ J�9� - _
c 100 ` 4• ♦ e%
ct - tp N. y
to _ Ij-� .L-0
A --I-It\
av+ 0.5- N • • - 0_ -� 2 5 — ,A
as . �•�� • • L
ce 0.4- M ♦ ♦ • . s�- u 'w ti<>.
v • N 1p_. 40 0,9 -0'
•• • ••I _ N _ `\ ,may
0.3- - ,. C ---,---- -- ,7=.-
v - - 2 - i ti.: _
. --�
- - 1 i r- i t 1 1 1 t 1 r t t t 1 1 1 1 1
— 0.1 1 10
0.1— - Normalized friction ratio(%)
Zone A.:Cyclic liquefaction likely depending on size and duration of cyclic loading
No Liquefaction - Zone A2:Cyclic liquefaction and strength loss likely depending on loading and ground
geometry
t
0 i t r t t t 1 t t t l t i . 1 t i t i t i t 1 t t t l t t t r t t t t t t ,
0 20 40 60 80 100 120 140 160 180 200 Zone 8:Liquefaction and post-earthquake strength loss unlikely,check cyclic softening
Zone C.Cyclic liquefaction and strength loss possible depending on soil plasticity,
Qtn,cs brittleness/sensitivity.strain to peak undrained strength and ground geometry
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software-Report created on:8/2/2017, 1:28:25 PM 1
Project file:Z:\Projects 2017\17-4626-72nd Avenue Apartments GRPT\Geotechnical\Liquefaction\CPT\17-4626,CPT-1 Liquefaction.clq
This software is licensed to:GeoPacific Engineering,Inc. CPT name: 17120 CPT-1 Text File
CPT basic interpretation plots
Cone resistance Friction Ratio Pore pressure SBT Plot Soil Behaviour Type
Said&sifysarti
2- 2- 2 2 3'
2- Siltysatl&sadjsilt
4- 4- 4 4 4 Claj&siltyda/
6- 6- 6 6 6- Clay
8- 8- 8 8 8
Clay&sltyda/
10- 10- 10 10 10
12- 12- 12 12 12 SiClltysaxl&saxi/sin
{Nti, Clay
14- 14- 14- 14 14 qac,&siltyda/
16- 16- 16- 16 16 Claj
18- 18- 18- 18 18 Clay
qaj&siMyday
20- 20- 20- 20 20 Clay&silyday
22- 22- 22- 22 22 Clap&siltyda/
1MSiltysad&saxljdlt
24- .-24- 24-‘ 24 24 Siltysad&said/silt
L 26 t 26- =26- --26 L 26 qaj
qaj&silydaj
., 4, 4, a. ,...
28- 28- g 28- g 28 8 28 Clay
30- 30- 30- 30 30 Clay&siltydaj
32- 32- 32- 32 9illysad&saxll+sift
Sad&siltysaid
34- 34- 34- 34 34 Sad&gny
36- 36- 36- 36 36
38- 38- 38-` 38 38
,,' &; Silt/sad&sadjsilt
40- 40- 40- 4040 '+
42- 42- 42- 42 42- ,
gag,silydaj
44- 44- 44- 44 44 "- ., - Silysad&saTljslt
46- 46- 46- 46 46 Claj&siltyda/
48- 48- 48- 48 48— Claj&siI�daj
SIysad8sarcliatt
50- 50- 50- 50 50h glaj&silyday
52- 52- 52- 52
52 Clai&siltydat
.. -,-7
r9iYsaTIPs qli
50 100 150 200 0 2 4 6 8 10 0 100 200 300 400 500 1 2 3 4 0 2 4 6 8 10 12 14 16 18
qt(tsf) Rf(%) u(psi) Ic(SBT) SBT(Robertson et al. 1986)
Input parameters and analysis data
Analysis method: Robertson(2009) Depth to water table(erthq.): 12.50 ft Fill weight: N/A SBT legend
Fines correction method: Robertson(2009) Average results interval: 3 Transition detect.applied: No
Points to test: Based on Ic value Ic cut-off value: 2.60 Ko applied: No II 1.Sensitive fine grained • 4.Clayey silt to silty ❑ 7.Gravely sand to sand
Earthquake magnitude Mw: 7.75 Unit weight calculation: Based on SBT Clay like behavior applied: All soils Ili
Peak ground acceleration: 0.46 Use fill: No Limit depth applied: Yes 2.Organic material El 5.Silty sand to sandy silt 8.Very stiff sand to
Depth to water table(insitu): 12.50 ft Fill height: N/A Limit depth: 60.00 ft I. 3.Clay to silty clay ❑ 6.Clean sand to silty sand ❑ 9.Very stiff fine grained
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software-Report created on:8/2/2017, 1:28:25 PM 2
Project file:Z:\Projects 2017\17-4626-72nd Avenue Apartments GRPT\Geotechnical\Liquefaction\CPT\17-4626,CPT-1 Liquefaction.clq
This software is licensed to:GeoPacific Engineering,Inc. CPT name: 17120 CPT-1 Text File
CPT basic interpretation plots (normalized)
Norm.cone resistance Norm.friction ratio Nom.pore pressure ratio SBTn Plot Norm.Soil Behaviour Type
z- 2- z- z sad&sfysrd
z-' SlItysad&sadism
4- 4- 4- 4
4 Clay&sltyday
6- 6- 6- 6 r 6 Clay
8- 8- 8- 8 Clay&sillyda/
8 Siltyse d&sadlyslt
10- 10- 10- 10 10- Clay&sNyday
12- 12- 12- 1212 Siltysad&sax)yslt
IC .,M Clay
14- 14- 14- 14 14 Clay&sHyday
16- 16- 16- 16 16 Clay
18- 18- 18- 18 18 Clay
Clay&sllyday
20- 20- 20- 20 �. 20 Clay&sltyday
22- 22- 22- 22 22 Clay&sKyday
s,,, SlItysaxl&sSaadd,rrSilt
24- g 24- —24- 24 24 Siltysad&sadysn
Clay
26- _c 26- 26--44 y 26 y 26 Clay
g28- 8 28- A 28- g 28 8 28 Clay
30- 30- 30- 30 ' r 30 Clay&sltyday
32- 32- 32- 32 '/ 32-
34- 34- 34^ 34 °- . 34-
36- 36- 36- 36 ,nN, 36- Siltysad&sarlysfl
38- 38- 38- 38-
40- 40- 40- 40 40-
42- 42- 42- 42 42-11111111Clay&sltyday
44- 44- 44- 44 44- Stltysad&saxlysft
46- 46- 46- 46 46 Clay&altyday
48- 48- 48- 48 48
50- 50- 50- 50
50 Clay&altyday
52- 52- 52- 52 w.. S2 Clay
—1-1'9 i , I , , I r , r , , , r
0 50 100 150 20C 0 2 4 6 8 10 -0.2 0 0.2 0.4 0.6 0.8 1 1 2 3 4 0 2 4 6 8 10 12 14 16 18
Qtn Fr(%) Bq Ic(Robertson 1990) SBTn(Robertson 1990)
Input parameters and analysis data
Analysis method: Robertson(2009) Depth to water table(erthq.): 12.50 ft Fill weight: N/A SBTn legend
Fines correction method: Robertson(2009) Average results interval: 3 Transition detect.applied: No
Points to test: Based on Ic value Ic cut-off value: 2.60 K,,applied: No • 1.Sensitive fine grained U 4.Clayey silt to silty 0 7.Gravely sand to sand
Earthquake magnitude My,,: 7.75 Unit weight calculation: Based on SBT Clay like behavior applied: All soils ® 2.Organic material 0 5.Silty sand to sandy silt E3 8.Very stiff sand to
Peak ground acceleration: 0.46 Use fill: No Limit depth applied: Yes
Depth to water table(insitu): 12.50 ft Fill height: N/A Limit depth: 60.00 ft . 3.Clay to silty clay 0 6.Clean sand to silty sand 0 9.Very stiff fine grained
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software-Report created on:8/2/2017,1:28:25 PM 3
Project file:Z:\Projects 2017\17-4626-72nd Avenue Apartments GRPT\Geotechnical\Liquefaction\CPT\17-4626,CPT-1 Liquefaction.clq
This software is licensed to:GeoPacific Engineering,Inc. CPT name: 17120 CPT-1 Text File
Liquefaction analysis overall plots (intermediate results)
Total cone resistance SBTn Index Norm.cone resistance Grain char,factor Corrected norm.cone resistance
2— 2— 2— 2—
4— 4 4— 4— 4-
6— 6 6— 6— 6—
r
8— 8 8— 8— 8—
10— 10 „. 10— 10— 10-
12— 12 i 12— 12— 12-
14— 14 14— 14— 14—
16— 16 w 16— 16— 16— S--.'
18— 18 . 18— 18— 18-
20— 20 20— 20— 20—
22— 22 ; 22— 22— 22—
2 24— 24 ':' y 2 24— 2 24— 2 24—
t 26 ,�26 t 26— t 26— t 26—
g 28- 28 _ 28-a. g 28- 28—
ou
411
30— 30 30— 30— 30-
32— 32 32— 32— 32-
34— 34 34— 34— 34-
36— 36 36— 36— 36-
38— 38 38— 38— 38-
40— 40 40— 40— 40-
42- 42 42— 42— 42—
1.
44- 44 '` 44- 44- 44- 1.
k
46— 46 4 i 46— 46— 46—
48— 48 > 48— 48— 48— r,,,,y—
50— 50 50— 50— 50-
52— 52 . 52— 52— 52— imil
•�"
i i i i i
50 100 150 200 1 2 3 4 0 50 100 150 20C 0 1 2 3 4 5 6 7 8 9 10 0 50 100 150 20C
qt(tsf) Ic(Robertson 1990) Qtn Kc Qtn,cs
Input parameters and analysis data
Analysis method: Robertson(2009) Depth to water table(erthq.): 12.50 ft Fill weight: N/A
Fines correction method: Robertson(2009) Average results interval: 3 Transition detect.applied: No
Points to test: Based on Ic value Ic cut-off value: 2.60 Ka applied: No
Earthquake magnitude M,,,: 7.75 Unit weight calculation: Based on SBT Clay like behavior applied: All soils
Peak ground acceleration: 0.46 Use fill: No Limit depth applied: Yes
Depth to water table(insitu): 12.50 ft Fill height: N/A Limit depth: 60.00 ft
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software-Report created on:8/2/2017,1:28:25 PM4
Project file:Z:\Projects 2017\17-4626-72nd Avenue Apartments GRPT\Geotechnical\Liquefaction\CPT\17-4626,CPT-1 Liquefaction.clq
This software is licensed to:GeoPacific Engineering,Inc. CPT name: 17120 CPT-1 Text File
Liquefaction analysis overall plots
CRR plot FS Plot LPI Vertical settlements Lateral displacements
2- ' 2- 2 2 2-
4- 4- 4 4-
4-
6- 6- 6 6- 6-
8- 8- 8 8- 8-
10- 10- I 10 10- 10-
•
12-.,_. 7 12- ;; 12 12- 12-
Dunn ,i,1-€1. m!
14^ 14 m 14 14- ' ( 14-
16- 16- 16 16-" 16-
18 18 18-
18- 18-
20- 20- — 20 20 20-
22- „s �� 22- ® 22 22 22-
2 24- .e.. 2 24- '� 24 2 24 24-
e /
•= 26- 26- -.* , 26 , 26 t 26-
L Y Y
8 28- s 28- g 28 28 '5_.
28-
30- Alm— 30- 30 30 30- ,,
32- 32- 32 32- 32-
34^ 34- 34 34- 34-
36- 36- 36 36- 36-
38- 38- 38 38- 38-
40- 40- 40 40- 40
42- 42- 42 42- 42-
44- 44- ■ 44 44^ 44-
NM
46- ,. 46- 46 46 46-
48- .— 48- III48 48 48-
50-- so- 50 50 50^
52- 52- A , 52 52 52-
'Tum ! i ` I 1 i ii i i i i i i i i i i
0 0.2 0.4 0.6 0 0.5 1 1.5 2 0 5 10 15 20 0 0.5 1 1.5 0 10 20 30 40 50 60 70 80 90 100
CRR&CSR Factor of safety Liquefaction potential Settlement(in) Displacement(in)
Input parameters and analysis data F.S.color scheme LPI color scheme
Analysis method: Robertson(2009) Depth to water table(erthq.): 12.50 ft Fill weight: N/A II Almost certain it will liquefy ® Very high risk
Fines correction method: Robertson(2009) Average results interval: 3 Transition detect,applied: No ❑ Very likely to liquefy ❑ High risk
Points to test: Based on Ic value Ic cut-off value: 2.60 Ko applied: No
Earthquake magnitude Mw: 7,75 Unit weight calculation: Based on SBT Clay like behavior applied: All soils ❑ Liquefaction and no liq.are equally likely ❑ Low risk
Peak ground acceleration: 0.46 Use fill: No Limit depth applied: Yes ❑ Unlike to liquefy
Depth to water table(insitu): 12.50 ft Fill height: N/A Limit depth: 60.00 ft
Almost certain it will not linuefv
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software-Report created on:8/2/2017, 1:28:25 PM 5
Project file:Z:\Projects 2017\17-4626-72nd Avenue Apartments GRPT\Geotechnical\Liquefaction\CPT\17-4626,CPT-1 Liquefaction.clq
This software is licensed to:GeoPacific Engineering,Inc. CPT name: 17120 CPT-1 Text File
Check for strength loss plots (Robertson (2010))
Norm.cone resistance Grain char.factor Corrected norm.cone resistance SBTn Index Liquefied Su/Sig'v
2- 2- 2- 2 2-
4- 4- 4- 4 r 4-
6- 6- 6- 6 6-
1115
—\\Z
8- 8- 8- 8 8-
10- 10- 10- 10 10-
s.
12- 12- 12- 12 12-
F 14- 14- 14 14-
16- 16- I� 16- 16 lr► 16-
....18- 18- '�' 18- 18 i 18-
20- 20- 20- 20 ' 20-
22- 22- 22- 22 22-
2 24- 2 24- 2 24- .24 24-
L 26 .c 26- s 26- r 26 z 26-
a.28- g 28- g 28- g 28 - 8 28-
30- 30- 30- 30 30-
32- 32- 32- 32 32-
34- 34- 34- 34 34-
36- 36- 36- 36 36-
38- 38- 38- 38 . 38-
40- 40- 40- 40 40-
42- 42- 42- 42 42-
44- 44- 44- 44 44-
46- 46- 46- 46 46-
48- 48- 48- 48 ? 48-
50- 50- 50- 50 50- —Peak Su ratio
52- 52- 52- 52 . 52-
1 1 1 r r I
20 40 60 80 100 120 140 0 1 2 3 4 5 6 7 8 9 10 0 50 100 150 20C 1 2 3 4 0 0.1 0.2 0.3 0.4 0.5
Qtn Kc Qtn,cs Ic(Robertson 1990) Su/Sig'v
Input parameters and analysis data
Analysis method: Robertson(2009) Depth to water table(erthq.): 12.50 ft Fill weight: N/A
Fines correction method: Robertson(2009) Average results interval: 3 Transition detect,applied: No
Points to test: Based on Ic value Ic cut-off value: 2.60 Ko applied: No
Earthquake magnitude Mw: 7.75 Unit weight calculation: Based on SBT Clay like behavior applied: All soils
Peak ground acceleration: 0.46 Use fill: No Limit depth applied: Yes
Depth to water table(insitu): 12.50 ft Fill height: N/A Limit depth: 60.00 ft
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software-Report created on:8/2/2017, 1:28:25 PM 6
Project file:Z:\Projects 2017\17-4626-72nd Avenue Apartments GRPT\Geotechnical\Liquefaction\CPT\17-4626,CPT-1 Liquefaction.clq
This software is licensed to:GeoPacific Engineering,Inc. CPT name: 17120 CPT-1 Text File
Estimation of post-earthquake settlements
Cone resistance SBTn Plot FS Plot Strain plot Vertical settlements
2- 2 2- 2- 2
4- 4 4- • 4- 4
6- 6 6- 6- 6
4
8- 8 8- 8- 8
10- 10 10- 4 10- 10
12- 12 12- 12- 12
14- 14 14� 14� 14
16- 16 16- 16- 16
`• .
18- 18 t, 18, 18- 18
s
20- 20 ` -
20- 20 11..- 20
22- 22 22- 22-t 22
24- 2424- 24 �� 2 24
r 26 L 26 26- ,', L 26- L 26 •
•8 28- i8 8 28- ',6..
28- ti.
28
30- 30 30- 30-) 30 /r
32- 32 32- .--- 32- 32-
34- 34 34- 34- 34-
36- 36 `f 36- itito
36- 36-
38- 38 38- j 38- 38-
40- 40 40- 40- 40-
42- 42 '. 42- -- 42- 42
44- 44g' 44- 44- 44-
46- 46 46- 46-p 46
48- 48 48- 48-u 48
50- 50 50- • 50^. 50 •
52- 52 52 52- 52
50 100 150 200 1 2 3 4 0 0.5 1 1.5 2 0 1 2 3 4 5 6 0 0.5 1 1.5
qt(tsf) Ic(Robertson 1990) Factor of safety Volumentric strain(%) Settlement(in)
Abbreviations
qt: Total cone resistance(cone resistance q,corrected for pore water effects)
Ic: Soil Behaviour Type Index
FS: Calculated Factor of Safety against liquefaction
Volumentric strain: Post-liquefaction volumentric strain
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software-Report created on:8/2/2017, 1:28:25 PM 32
Project file:Z:\Projects 2017\17-4626-72nd Avenue Apartments GRPT\Geotechnical\Liquefaction\CPT\17-4626,CPT-1 Liquefaction.clq
This software is licensed to:GeoPacific Engineering,Inc. CPT name: 17120 CPT-1 Text File
Estimation of post-earthquake lateral Displacements
Geometric parameters:Level ground(or gently sloping)with free face(L:80.00 ft-H:20.00 ft)
Cone resistance SBTn Plot Corrected norm.cone resista FS Plot Cyclic shear strain Lateral displacements
2 2 2- 2 22\ 2-
4 4 4- 4 4J 4-
6 6 P 6- 6 6- 6-
illii.
8 8 8- 8 8- I 8-
10 10 10- 10 10-;... 10-
12
12 401. 12- � /le 12 _ 11, 12-1 12-
14 ,, 14- 14
I14� 14-
16 16 16- 16 16-
-.71."
6- 16-
18 18 18- 18 18- 18-
I
2020 F
20- 20 —22- 22 ® 22- 22-
24 24 24- 24 - 24 l 24-
• 26 r 26 v•I t 26- t 26 t 26-k t 26-
g2s g.28g28-g28 28- g2s-
30 30 , 30- 30 30- 30-
32 32 a° 32- 32 32- 32-
34 34 . , 34- 34 I34- 34-
36 36 36- ii !
38 38-40 40-42 E, 42-44 44-a'46 46-48 ` 48-50 50 50- 50ji
50-x. 50-
52 52 52- 52 ., 52-� 52-
i . I . i Ti i i i IIF I I
50 100 150 200 1 2 3 4 0 50 100 150 200 0 0.5 1 1.5 2 0 10 20 30 40 50 60 0 20 40 60 80 100
qt(tsf) Ic(Robertson 1990) Qtn,cs Factor of safety Gamma max(%) Displacement(in)
Abbreviations Surface condition
q,:Total cone resistance(cone resistance qc corrected for pore water effects) F.S.:Factor of safety + X
Ic:Soil Behaviour Type Index y,nax:Maximum cyclic shear strain H
Qcn,c:Equivalent clean sand normalized CPT total cone resistance LDI:Lateral displacement index ,p, " L
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software-Report created on:8/2/2017,1:28:25 PM 36
Project file:Z:\Projects 2017\17-4626-72nd Avenue Apartments GRPT\Geotechnical\Liquefaction\CPT\17-4626,CPT-1 Liquefaction.clq
GeoPacific Engineering,Inc.
14835 SW 72nd Ave
660® Portland,Oregon 97224
http://www.geopacificeng.com
Project title:17-4626,72nd Avenue Apartments
Location:11720 SW 72nd Avenue,Tigard,Oregon
Overall lateral displacements report
104.1668)
100.00-
95.00-
90.00-
85.00-
80.00-
75.00—
c 70.00-
65.00—
w
60.00—
its
N 55.00_
'5 50.00-
45.00—
m 40.00—
_
35.00-
30.00-
25.00-
20.00-
15.00
10.00-
5.00—_
0.00
4
L
u
N
N
n
CPTU name
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software 1
Project file:Z:\Projects 2017\17-4626-72nd Avenue Apartments GRPT\Geotechnical\Liquefaction\CPT\17-4626,CPT-1 Liquefaction.clq
GeoPacific Engineering,Inc.
14835 SW 72nd Ave
ktftPizgmifIC Portland,Oregon 97224
http://www.geopacificeng.com
Project title:17-4626,72nd Avenue Apartments
Location:11720 SW 72nd Avenue,Tigard,Oregon
Overall vertical settlements report
[1.949[
1.90-
1.80-
1.70
1.60-
1.50—
c 1.40—
s,1.30—
c -
E 1.20—
41 1.10-
N 1.007
rii 0.90=
E 0.80_
0.70-
0.60-
0.50-
0.40-
0.30-
0.20-
0.10:
0.00
U-
lL
e4
u
0
n
r1
CPTU nave
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software 1
Project file:Z:\Projects 2017\17-4626-72nd Avenue Apartments GRPT\Geotechnical\Liquefaction\CPT\17-4626,CPT-1 Liquefaction.clq
Procedure for the evaluation of soil liquefaction resistance, NCEER(1998)
Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. The
procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER
Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a
flowcharts:
i
qc:tip resistance,f,: sleeve friction
ow,ow :in-situ vertical total and effective stress
units:all in kPa
,,. _i
(--
initial stress exponent°:n= 1.0 and calculate Q,F,and I,
ifIe<_ 1.64,n=0.5
if 1.64<1,<3.30,n=(l,-1.64)0,3+0.5
if1>3.30,n=1.0
iterate until the change in it,An<0.01
if ow'>300 kPa.let n= 1.0 for all soils
lif
°updated from f
Robertson and n
Wride.(1998)
C � J
1,6 1 1
�_ •
____._ f --.
+)= I�?`-6'") •C„ 1• — is. 100
100 (qe—0;.,,)
1, = 3.47_10,02 (1.22+log F)1
if 1; < 1.64,K.= 1.0
if 1.64<k<2,60,Kt=-0.103 1,' +5.581 1,3 21.63 I;;2+33.75 1,—17.88
if 1,>2.60,evaluate using other criteria;likely nonliquefiable if F> 1%
BUT,if 1.64<I,<2.36andF<0.5%,setic..=.- 1.0
``. ./
(grw)c,- Ke•Q
f
4
i
(leR5—93• ('1'te`"141 --0,08,if 50 5(gctlV)os< 160
I(XX)
C'RR s-0.833.L(q4'�`),.,1-0,05,if(gc1N)cs<50
L
1000JJ
\ f k.>2.60,evaluate using other criteria;likely nonliquifiable if F> IV
1 "Esti inti ng liquefaction-induced ground settlements from CPT for level ground", G. Zhang, P.K. Robertson, and R.W.I. Brachrren
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software 50
Procedure for the evaluation of soil liquefaction resistance(all soils), Robertson (2010)
Calculation of soil resistance against liquefaction is performed according to the Robertson & Wride (1998) procedure. This
procedure used in the software, slightly differs from the one originally published in NCEER-97-0022 (Proceedings of the NCEER
Workshop on Evaluation of Liquefaction Resistance of Soils). The revised procedure is presented below in the form of a
flowchart':
CPT
qt,fS,ow,a'va,pa= I atm
all sane units as pa
*
Initial stress exponent: ii- 1.0:Calculate Qi,,,F,, Ic
n=0.381(1,.)+0.05I°.' j-0.15
19„
n S I.0
Iterate until change in n,An f..0.01
A 4
C -��j
i
U,"
P,=[(9r -a„'��.(. w F, = f' •100
. (q, -a,.,,)
o
1, =1(3.47-logo,,,)' +(1.22+1og F,.y r
1
Ic 2.5) 2.50<- Ic<: 2.70 Ic 2.70
V
IfI,:I, 1.64. K,, - 1.0 v
When 1.64<Ic<2.60
Kc-- 5.58Ic`-0.403 Iia--21.63I:2 t 33.751,- 17.88) K, =6x10 (1 )'"a
If 1.64,-_,Ic<2.36 AND Fr<0.5%,set Kc= 1.0
1
Qm.cs--Kt•Qui 4
rr♦
CRR,, =93LQ`--- l +0.08
1000 C:RR,, =0,053Q;„K„ i
50<_Q,,.„ 5160
1 P.K. Robertson, 2009. "Performance based earthquake design using the CPT", Keynote Lecture, International Conference on
Performance-based Design in Earthquake Geotechnical Engineering—from case history to practice,IS-Tokyo,June 2009
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software 51
Procedure for the evaluation of soil liquefaction resistance, Idriss& Boulanger(2008)
qc: tip resistance, f9: sleeve friction
ova,ova': in situ vertical total and effective stress 1
m = 1.338 -0.249 x(gc1N)°•2
64
iterate until change in m, < 0.01
( P \m
CN = —° <_1.7
'Qvo
110" gc1N —CN x(lc
Pa
4
Ec < 2.6 (Ic > 2.63
4,
gC1Nce =gciN +Aq 1 CRR Nt 7.s, —1 =0.80 x S0 x Ka
where : Q,,,,
( 1.63+N 9.7 15.7 )2\
gc1N =
5.4+ q i xe Fc+o.oi .FC FC-0.01j
4,
4c1Ncs f 4ovxa 2 9c1Nce 9c1N <
540 + 67 ,� 80 ) 114 _g
CRR Qw=1 =e'
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software 52
Procedure for the evaluation of soil liquefaction resistance (sandy soils), Moss et al. (2006)
CPT
qt, f3, I,
I, < cut-off
Initial estimate using raw tip measurements, friction
ratio, Calculate go. Repeat until an acceptable
convergence tolerance is achieved.
Rf if2
c =f1 '(T-
3
A
C
C -
Pa
qt,1=Cq-qt
V / yy
gY.o45 +qt,1 0,110-Rf)+ (.001_Rf)+C•(1+0,850•Rf)-0.848 In(viw)-0.002•In(cry)-20,923 +1,632. 14' l
CRR =exp L 1
7.177
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software 53
Procedure for the evaluation of liquefaction-induced lateral spreading displacements
Site investigation Design Ground
with SPT or earthquake geometry
v
SPT data with Moment magnitude Geometric parameters
content of earthquake(Mw) for each of different
or CPT data and peak surface zones in level(or
i acceleration(a„x) gently sloping)ground
l J with(or without)a free
face
7
l Y \
Liquefaction potential analysis y
to calculate FS,(N1)6oes or i 1
(ge1Nks Zones with three major Zones with
— geometric parameters or more than
(using the NCEER SPT- less-free face height(H), three major
CPT-based method(Youd et al. the distance to a free face geometric
2001)) J (L),or/and slope(S) parameters
(..._ 1 v i
Calculation of the lateral
displacement index L/H
or/and Evaluation of
(using Figure 1 and Equation[3]) S lateral
J J displacements
based on
\ other
If Estimated lateral displacement,LD approaches
(Ni)6o�s<14 d
For gently sloping ground without a free face, engineering
g
(gemNks<70 LD=(S+0.20)-LDI (for 0.2%<S<3.5%) judgment
For level ground with a free face,
evaluate
potential LD=6 •(LVED°8•LDI (for 5<L/H<40)
of
flow
liquefaction
�. ..1
'Row chart illustrating major steps in estimating liquefaction-induced lateral spreading displacements using the proposed approach
p_.40% — Zmax
50
: 1 LDI— -Ymax��=
e 40 �•
� 1 . ►
y, 50% 1 Equation[3]
_ifi
U• 30 : w/o
E • 70,)
E 80%
Te ]0 - — \ -
At 9v`
0.0 0.5 1.0 1.5 2.0
Factor of safety, FS
1 Figure 1
' "Estimating liquefaction-induced ground settlements from CPT for level ground", G. Zhang, P.K. Robertson, and R.W.I. Brachman
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software 54
Procedure for the estimation of seismic induced settlements in dry sands
Average shear stress,rn,
T,„ =CSR*'640 =0.65 •o'ma°` .6v0•tia
1 g
Estimate small shear strain modulus, C1
G =0.0188 10(os5l458) .(qt_av)
4
Estimate shear strain amplitude,y
(based on Pradel(1998))
y-
_ 11+
= 1+a ebRl•R•100 (°/0)
L 1 +a J
R = G (Note'c„ and G0 same units)
0
=0.0389 •(-11+
(av 1+0.124
Pa
b =6400 •I
Pa J l
■
Estimate volumetric strain in 15 cycles
-120
evol(15)=Y r 1)604s
Qm.cS
(N1)60.0 _
8.5 1 - Ic
4.6
Volumetric strain in design earthquake
N 0.45
;01-cvol(151 15
Nr =(1V1_4)3.17
Seismic settlement, s
GWT
s=2• livoi'dz
Robertson,P.K.and Lisheng,S.,2010,"Estimation of seismic compression in dry soils using the CPT"FIFTH INTERNATIONAL CONFERENCE ON
RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS,Symposium in honor of professor I.M.Idriss,San
Diego,CA
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software 55
Liquefaction Potential Index(LPI)calculation procedure
Calculation of the Liquefaction Potential Index(LPI) is used to interpret the liquefaction assessment calculations in terms of
severity over depth.The calculation procedure is based on the methology developed by Iwasaki(1982)and is adopted by AFPS.
To estimate the severity of liquefaction extent at a given site, LPI is calculated based on the following equation:
ao
LPI = (10-0,5z)x p xd
where:
FL= 1-F.S.when F.S. less than 1
FL=0 when F.S.greater than 1
z depth of measurment in meters
Values of LPI range between zero(0)when no test point is characterized as liquefiable and 100 when all points are characterized
as susceptible to liquefaction.Iwasaki proposed four(4)discrete categories based on the numeric value of LPI:
•LPI =0 : Liquefaction risk is very low
•0 < LPI <= 5 : Liquefaction risk is low
•5 < LPI <= 15 : Liquefaction risk is high
•LPI > 15 : Liquefaction risk is very high
0.0 1.0 2.0 U 31z) 10
0 ti 0
,P
5
/ 5r
111/
N10 _ 10
15 • 15
•
20 es
20 50 i
Graphical presentation of the LPI calculation procedure
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software 56
References
• Lunne, T., Robertson, P.K., and Powell,J.J.M 1997. Cone penetration testing in geotechnical practice, E&FN Spon Routledge,
352 p, ISBN 0-7514-0393-8.
• Boulanger, R.W. and Idriss, I. M., 2007. Evaluation of Cyclic Softening in Silts and Clays. ASCE Journal of Geotechnical and
Geoenvironmental Engineering June,Vol. 133, No. 6 pp 641-652
• Robertson, P.K. and Cabal, K.L., 2007, Guide to Cone Penetration Testing for Geotechnical Engineering. Available at no cost at
http://www.geologismiki.gr/
• Robertson, P.K. 1990. Soil classification using the cone penetration test. Canadian Geotechnical Journal, 27(1), 151-8.
• Robertson, P.K. and Wride, C.E., 1998. Cyclic Liquefaction and its Evaluation based on the CPT Canadian Geotechnical Journal,
1998,Vol. 35,August.
• Youd,T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G., Christian,J.T., Dobry, R., Finn, W.D.L., Harder, L.F., Hynes, M.E.,
Ishihara, K., Koester, J., Liao, S., Marcuson III, W.F., Martin, G.R., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K.,
Seed, R., and Stokoe, K.H., Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF
Workshop on Evaluation of Liquefaction Resistance of Soils, ASCE, Journal of Geotechnical & Geoenvironmental Engineering,
Vol. 127,October, pp 817-833
• Zhang, G., Robertson. P.K., Brachman, R., 2002, Estimating Liquefaction Induced Ground Settlements from the CPT, Canadian
Geotechnical Journal,39: pp 1168-1180
• Zhang,G., Robertson. P.K., Brachman, R., 2004, Estimating Liquefaction Induced Lateral Displacements using the SPT and CPT,
ASCE,Journal of Geotechnical&Geoenvironmental Engineering,Vol. 130, No.8,861-871
• Pradel, D., 1998, Procedure to Evaluate Earthquake-Induced Settlements in Dry Sandy Soils, ASCE, Journal of Geotechnical &
Geoenvironmental Engineering,Vol. 124, No.4, 364-368
• Iwasaki, T., 1986, Soil liquefaction studies in Japan: state-of-the-art, Soil Dynamics and Earthquake Engineering,Vol. 5, No. 1,
2-70
• Papathanassiou G., 2008, LPI-based approach for calibrating the severity of liquefaction-induced failures and for assessing the
probability of liquefaction surface evidence, Eng.Geol. 96:94-104
• P.K. Robertson, 2009, Interpretation of Cone Penetration Tests - a unified approach., Canadian Geotechnical Journal, Vol. 46,
No. 11,pp 1337-1355
• P.K. Robertson, 2009. "Performance based earthquake design using the CPT", Keynote Lecture, International Conference on
Performance-based Design in Earthquake Geotechnical Engineering-from case history to practice,IS-Tokyo,June 2009
• Robertson, P.K.and Lisheng,S., 2010,"Estimation of seismic compression in dry soils using the CPT"FIFTH INTERNATIONAL
CONFERENCE ON RECENT ADVANCES IN GEOTECHNICAL EARTHQUAKE ENGINEERING AND SOIL DYNAMICS, Symposium in
honor of professor I.M.Idriss,SAN diego,CA
• R. E.S. Moss, R. B. Seed, R. E. Kayen,J. P.Stewart,A. Der Kiureghian, K.0. Cetin,CPT-Based Probabilistic and Deterministic
Assessment of In Situ Seismic Soil Liquefaction Potential,Journal of Geotechnical and Geoenvironmental Engineering,Vol. 132,
No. 8,August 1,2006
• I. M.Idriss and R.W. Boulanger,Soil liquefaction during earthquakes, Earthquake Engineering Research Institute MNO-12
CLiq v.1.7.6.49-CPT Liquefaction Assessment Software 57